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Home My WebLink AboutX2020-2722 - CalcsSTRUCTURAL CALCULATIONS FOR HHNB- Modular Unit Footing Design Field Revision Duct Bank k2014I -Z�y t fitro�r�- 1 Hoag Dr. Newport Beach, CA 92663 SOLID ROCK - STRUCTURAL - S O L U t I O N S 6/3/2020 THESE STRUCTURAL CALCULATIONS ARE A WORK IN PROGRESS PROVIDED HEREWITH FOR THE SOLE PURPOSE OF GOVERNING AGENCY/BUILDING OFFICIAL PLAN CHECK. THESE CALCULATIONS ARE USED AS ONE MEANS FOR OBTAINING THE SIZES OF STRUCTURAL MEMBERS AND COMPONENTS OF CONNECTIONS SHOWN ON THE DRAWINGS, THOUGH THERE IS NO WARRANTY THAT THE CALCULATIONS RELATE DIRECTLY TO OR INCLUDE ALL MEMBERS AND CONNECTIONS ON THE DRAWINGS. THE DRAWINGS THAT ACCOMPANY THESE CALCULATIONS ARE CONSIDERED LIVING DOCUMENTS THAT MAY REQUIRE MODIFICATIONS AND/OR ADDITIONS AS A RESULT OF PLAN CHECK AND CONSTRUCTION. AS A RESULT OF POSSIBLE FUTURE MODIFICATIONS AND/OR ADDITIONS, THE DRAWINGS AND ACCOMPANYING CALCULATIONS SUBMITTED TO PLAN CHECK SHALL BE CONSIDERED OBSOLETE UPON PLAN CHECK COMPLETION AND INAPPLICABLE TO THE FINAL CONSTRUCTED STRUCTURE. THE USE OF THESE DOCUMENTS OUTSIDE OF THE SCOPE OF THIS PLAN CHECK, OR DISTRIBUTING COPIES (PHYSICAL OR ELECTRONIC) TO INDIVIDUALS WHO ARE NOT ENGAGED BY THE GOVERNING PLAN CHECK AUTHORITY/BUILDING OFFICIAL FOR THE SPECIFIC PURPOSE OF PLAN CHECKING THIS PROJECT, IS CONSIDERED A COPYRIGHT INFRINGEMENT AND UNACCEPTABLE WITHOUT OBTAINING PRIOR WRITTEN APPROVAL FROM SOLID ROCK STRUCTURAL SOLUTIONS, 17850 FICH, IRVINE, CA 92614 SOLID ROCK — STRUCTURAL — vess3 gap S O I.U t I O N S 17850 Fitch Irvine, CA 92614 www.SRSSinc.com project by location date sheet no. client job no. �211e120�-0 602i-Oglotto CITY TOF / H:��,,.r N.vl/PpR �ri_7r! Tp TF2OOF 0,-„, ! 4,111= r7 c li :/1l EDGE: L. L 17L - 4,6v «-) 3 k gr'l'Izr LL = 36 (43) 7. /6 _S k ,. Pi.-= 2/ C�Z'>(1.z,, .) z 0.3k LL= .2_' (Ii') C43 ) - / k- Z- 9L_ :3 *3 ¥ .3 -3%9k LL=SS-+1 LLr 6� &4(y a S 1 r'" " 1/),, _ ©. cs (/ ) (S °) at (3'5, , = /g k 4,6‘ LL roc4c47104 . O 6L 1; -Wow = a-5 k Project Title: Engineer: Project ID: Project Descr: Concrete Beam Lic. # : KW-06013145 File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems DESCRIPTION: Cantilivered beam (grid A-2) CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties fc 1�2 = 3.0 ksi fr = fc * 7.50 = 410.792 psi y7 Density = 145.0 pcf X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi fy - Main Rebar = E - Main Rebar = 60.0 ksi 29,000.0 ksi Number of Resisting Legs Per Stirrup = Phi Values 131 Flexure : 0.90 Shear : 0.750 0.850 Fy - Stirrups 60.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # 3 2 10.0 ft 12"wx24"h 2.330 ft 2"wx24" Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 24.0 in Span #1 Reinforcing.... 2-#5 at 3.0 in from Bottom, from 0.0 to 10.0 ft in this span Span #2 Reinforcing.... 24t5 at 3.0 in from Bottom, from 0.0 to 2.330 ft in this span Beam self weight calculated and added to Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.050 ksf, Point Load : D = 0.650 k @ 0.0 ft, (floor) Load for Span Number 2 Point Load: D=11.0, Lr=6.0, L=16.50 DESIGN SUMMARY loads Tributary Width = 12.0 ft, (floor) k @ 2.330 ft 34t6 at 2.0 in from Top, from 0.0 to 10.0 ft in this span 3 t6 at 2.0 in from Top, from 0.0 to 2.330 ft in this span Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Location of maximum on span Span # where maximum occurs 0.815 : 1 Typical Section -100.167 k-ft 122.978 k-ft 0.000 ft Span #2 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Design OK 0.012 in Ratio = 4508>=360. -0.007 in Ratio = 17470 >=360, 0.037 in Ratio = 1530>=180. -0.015 in Ratio = 7919>=180, Vertical Reactions Support notation : Far left is #1 Load Combination Overall MAXimum Overall MINimum +0+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H Support 1 Support2 Support3 -1.501 39.830 0.107 7.398 0.179 16.487 -0.664 39.830 -1.218 23.884 0.179 16.487 -1,501 39.542 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Lic. # : KW-06013145 DESCRIPTION: Cantilivered beam (grid A-2) Detailed Shear Information File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.8.24 Solid Rock Structural Systems Span Distance 'd' Vu (k) Mu d*VuIMu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'dSuggest +1.20D+0.50Lr+1,60L+1,60H 1 9.80 22.00 -17.12 17.12 96.64 0.32 21.41 PhiVcl2 <Vu <= Min 11.4.6.1 41.2 11.0 11.0 +1.200+0.50Lr+1.60L+1.60H 2 10.01 22.00 43.41 43.41 99.75 0.80 22.58 PhiVc < Vu 20.828 44.4 10,5 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 10.07 22.00 43.39 43.39 97.28 0.82 22.63 PhiVc<Vu 20.759 44.4 10.5 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 10.12 22.00 43.37 43.37 94.80 0.84 22.68 PhiVc<Vu 20.687 44.5 10.5 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 10.18 22.00 43.35 43.35 92.33 0.86 22.74 PhiVc < Vu 20.612 44.5 10.6 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 10.24 22.00 43.33 43.33 89.86 0.88 22.79 PhiVc < Vu 20.535 44.6 10.6 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 10.29 22.00 43.31 43.31 87.38 0.91 22.85 PhiVc < Vu 20.454 44.6 10.6 10.0 +1.20D+0.50Lr+1.60L+1,60H 2 10.35 22.00 43.29 43.29 84.91 0.93 22,92 PhiVc < Vu 20.370 44.7 10.7 10.0 +1.20D+0.50Lr+1.601+1.60H 2 10.41 22.00 43.27 43.27 82.44 0.96 22.99 PhiVc < Vu 20.282 44.8 10.7 10.0 +1.200+0.501J+1.60L+1.60H 2 10.47 22.00 43.25 43.25 79.98 0.99 23,06 PhiVc < Vu 20.190 44.8 10.8 10.0 +1.200+0.50Lr+1.60L+1.60H 2 10.52 22.00 43.23 43.23 77.51 1.00 23.08 PhiVc<Vu 20.148 44.9 10,8 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 10.58 22.00 43.21 43.21 75.04 1.00 23.08 PhiVc < Vu 20.129 44.9 10.8 10.0 +1.200+0.50Lr+1.60L+1.60H 2 10.64 22.00 43.19 43.19 72.58 1.00 23.08 PhiVc < Vu 20.109 44.9 10.8 10.0 +1.200+0.50Lr+1.60L+1.60H 2 10.69 22.00 43.17 43.17 70.11 1.00 23.08 PhiVc < Vu 20.089 44.9 10.8 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 10.75 22.00 43.15 43.15 67.65 1.00 23.08 PhiVc < Vu 20.069 44.9 10.9 10.0 +1.200+0.50Lr+1.60L+1.60H 2 10.81 22.00 43.13 43.13 65.19 1.00 23.08 PhiVc < Vu 20.049 44.9 10.9 10.0 +1.20D+0.50Lr+1.60L+1,60H 2 10.87 22.00 43.11 43.11 62.73 1.00 23.08 PhiVc < Vu 20.029 44.9 10.9 10.0 +120D+0.50Lr+1.60L+1.60H 2 10.92 22.00 43.09 43.09 60.27 1.00 23.08 PhiVc < Vu 20.009 44.9 10.9 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 10.98 22.00 43.07 43.07 57.81 1.00 23.08 PhiVc < Vu 19.990 44.9 10.9 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 11.04 22.00 43.05 43.05 55.35 1.00 23.08 PhiVc < Vu 19.970 44.9 10.9 10.0 +120D+0.50Lr+1,60L+1.60H 2 11.09 22.00 43.03 43.03 52.90 1.00 23.08 PhiVc < Vu 19.950 44.9 10.9 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 11.15 22.00 43.01 43.01 50.44 1.00 23.08 PhiVc < Vu 19.930 44.9 10.9 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 11.21 22.00 42.99 42.99 47.99 1.00 23.08 PhiVc < Vu 19.910 44.9 10.9 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 11.26 22.00 42.97 42.97 45.54 1.00 23.08 PhiVc < Vu 19.890 44.9 11.0 10.0 +1.20D+0.501J+1.60L+1.60H 2 11.32 22.00 42.95 42.95 43.09 1.00 23.08 PhiVc < Vu 19.870 44.9 11.0 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 11.38 22.00 42.93 42.93 40.64 1.00 23.08 PhiVc < Vu 19.851 44.9 11.0 10.0 +1.200+0.50Lr+1.60L+1.60H 2 11.44 22.00 42.91 42.91 38.19 1.00 23.08 PhiVc<Vu 19.831 44.9 11.0 10.0 +1.200+0.50Lr+1.60L+1.60H 2 11.49 22.00 42.89 42.89 35.74 1.00 23.08 PhiVc<Vu 19.811 44.9 11.0 10.0 +120D+0.50Lr+1.60L+1.60H 2 11.55 22.00 42.87 42.87 33.29 1.00 23.08 PhiVc < Vu 19.791 44.9 11.0 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 11.61 22.00 42.85 42.85 30.85 1,00 23.08 PhiVc < Vu 19,771 44.9 11.0 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 11.66 22.00 42.83 42.83 28.40 1.00 23.08 PhiVc<Vu 19.751 44.9 11.0 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 11.72 22.00 42.81 42.81 25.96 1.00 23.08 PhiVc < Vu 19.731 44.9 11.0 10.0 +1.200+0.50Lr+1.60L+1.60H 2 11.78 22.00 42.79 42.79 23.52 1.00 23.08 PhiVc < Vu 19,712 44.9 11.0 10.0 +1.20D+0.50Lr+1.60L +1.60H 2 11.84 22.00 42.77 42.77 21.07 1.00 23.08 PhiVc < Vu 19.692 44.9 11.0 10.0 +120D+0.50Lr+1.60L+1.60H 2 11.89 22.00 42.75 42.75 18.63 1.00 23.08 PhiVc < Vu 19.672 44.9 11.0 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 11.95 22.00 42.73 42.73 16.20 1.00 23.08 PhiVc<Vu 19.652 44.9 11.0 10.0 +1.200+0.50Lr+1.60L+1.60H 2 12.01 22.00 42.71 42.71 13.76 1.00 23.08 PhiVc < Vu 19.632 44.9 11.0 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 12.06 22.00 42.69 42.69 11.32 1.00 23.08 PhiVc<Vu 19.612 44.9 11.0 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 12.12 22.00 42.67 42.67 8.89 1.00 23.08 PhiVc < Vu 19.592 44.9 11.0 10.0 +1.20D+0.50Lr+1.60L+1,60H 2 12.18 22.00 42.65 42.65 6.45 1.00 23.08 PhiVc < Vu 19.573 44.9 11.0 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 12.23 22.00 42.63 42.63 4.02 1.00 23.08 PhiVc < Vu 19.553 44.9 11.0 10.0 +1.20D+0.50Lr+1.60L+1.60H 2 12.29 22.00 42.61 42.61 1.59 1.00 23.08 PhiVc < Vu 19.533 44.9 11.0 10.0 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results (k-ft ) Segment Span # along Beam Mu : Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 10.000 -99.46 122.98 0.81 Span # 2 2 2.330-100.17 122.98 0.81 +1.400+1.60H Span # 1 1 10.000 -36.70 122.98 0.30 Span # 2 2 2.330 -36.97 122.98 0.30 +1.20D+0.50Lr+1.60L+1,60H Span # 1 1 10.000 -99.46 122.98 0.81 Span # 2 2 2.330-100.17 122.98 0.81 +120D+1.60L+0.50S+1.60H Span # 1 1 10.000 -92.50 122,98 0,75 Project Title: Engineer: Project ID: Project Descr: Concrete Column LIc. # : KW-06013145 DESCRIPTION: Bridge Beam (A-1) Code References File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:1220.8.24 Solid Rock Structural Systems Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Pc : Concrete 28 day strength = 3.0 ksi E = 3,122.0 ksi Density 150.0 pcf R = 0.850 fy - Main Rebar = 60.0 ksi E - Main Rebar = 29, 000.0 ksi Allow. Reinforcing Limits ASTM A615 Bars Used Min. Reinf. = 0.50 Max. Reinf. = 8.0 0/0 Column Cross Section Overall Column Height = 5.250 ft End Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 5.250 ft, K = 1.0 Y-Y (depth) axis : Fully braced against buckling ABOUT X-X Axis Column Dimensions : 28.0in high x 10.0in Wide, Column Edge to Rebar Edge Cover = 3.0in Column Reinforcing : 4 - #6 bars @ corners„ 1 - #5 bars top & bottom between corner bars, 1 - #5 bars left & right between corner bars Applied Loads Column self weight included : 1,531,25 Ibs * Dead Load Factor BENDING LOADS ... Lat. Point Load at 5,250 ft creating Mx-x, D = 5.0, LR = 2.30, L = 13.0 k Lat. Uniform Load creating My-y, H = 0.50 k/ft Lat. Uniform Load creating Mx-x, D = 0.150 k/ft DESIGN SUMMARY Entered loads are factored per load combinations specified by user. Load Combination Location of max.above base Maximum Stress Ratio Ratio = (Pu^2+Mu^2)^,5 / (PhiPn^2+PhiMn^2)^.5 Pu= 1.838 k tp *Pn= +1.20D+0.50Lr+1.60L+1.60H 5.215 ft 0.959 : 1 1.916k Mu-x = -149.218 k-ft rP * Mn-x =-157.436 k-ft Mu-y = -11.025 k-ft (P * Mn-y = 1.332 k-ft Mu Angle = 4.0 deg Mu at Angle = 149.625 k-ft cpMn at Angle = 156.065 k-ft Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities... Pnmax : Nominal Max. Compressive Axial Capacity 886.35 k Pnmin : Nominal Min. Tension Axial Capacity k rp Pn, max : Usable Compressive Axial Capacity 460.902 k �P Pn, min : Usable Tension Axial Capacity k Governing Load Combination Results Maximum SERVICE Load Reactions.. Top along Y-Y 0.0 k Bottom along Y-Y 2.625 k Top along X-X 18.0 k Bottom along X-X 18.788 k Maximum SERVICE Load Deflections... Along Y-Y 0.02657 in at 5.250 ft above base for load combination : +D+L+H Along X-X 0.01121 in at 5.250 ft above base for load combination : +D+H General Section Information . p = 0.650 13 =0.850 0 = 0.80 p : % Reinforcing 1.071 % Rebar °/O Ok Reinforcing Area 3.0 inA2 Concrete Area 280.0 i02 Governing Factored Moment Dist• from Axial Load Bending Analysis k-ft Load Combination X-X Y-Y base ft Pu cp * Pn $ x 5x * Mux 6 Y $y * Muy Alpha (deg) +1.40D+1.60H Actual Actual 5.21 2.14 9.09 1.000 -39.64 1.000 -11.03 16.000 Utilization 6 Mu (p Mn Ratio 41.15 161.75 0.254 Project Title: Engineer: Project ID: Project Descr: Concrete Column DESCRIPTION: Bridge Beam ( A-1) Sketches File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:1220.8.24 Solid Rock Structural Systems 10.0 In Project Title: Engineer: Project ID: Project Descr: Steel Beam Lie. # : KW-06013145 DESCRIPTION: Building perimeter floor beam CODE REFERENCES members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:1220.8.24 Solid Rock Structural Systems Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi D(0.012) L(0.05) b b b D(O.3) p o o I C8x11.5 Span = 12.0 ft Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.0120 ksf, Tributary Width = 25.0 ft, (wall) Uniform Load : D = 0.0120, L = 0.050 k/ft, Tributary Width = 1.0 ft, (floor) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.585: 1 C8x11.5 8.428 k-ft 14.407 k-ft +1.20D+1.60L 6.000ft Span # 1 0.025 in 0.000 in 0.186 in 0.000 in Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 5,791 >=360 0 <360 775 >=240. 0 <240.0 Design OK 0.082 : 1 C8x11.5 2.809 k 34.214 k +1.20D+1.60L 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Summary of Shear Values Rm VuMax Vnx Phi*Vnx +1.40D Dsgn. L = 12.00 ft +1.20D+1.60L Dsgn. L = 12.00 ft +1.20D+L Dsgn. L = 12.00 ft +1.20D Dsgn. L = 12.00 ft +0.90D Dsgn. L = 12.00 ft 1 0.566 1 0.585 1 0.547 1 0.485 1 0.364 Overall Maximum Deflections 0.079 0.082 0.077 0.068 0.051 8.15 8.43 7.89 6.99 5.24 8.15 8.43 7.89 6.99 5.24 16.01 16.01 16.01 16.01 16.01 14.41 14.41 14.41 14.41 14.41 1.14 1.00 1.14 1.00 1.14 1.00 1.14 1.00 1.14 1.00 2.72 2.81 2.63 2.33 1.75 38.02 38.02 38.02 38.02 38.02 34.21 34.21 34.21 34.21 34.21 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Deft Location in Span Vertical Reactions 0.1857 6.034 Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Overall MAXimum 2.241 Overall MINimum 0.300 D Only 1.941 Support 2 2.241 0.300 1.941 r •, Steel Beam DESCRIPTION: Building perimeter floor beam Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 File: members.ec6 Software co. right ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems Values in KIPS Load Combination Support 1 Support 2 +D+L +D+0.750L +0.60D L Only 2.241 2.166 1.165 0.300 2.241 2.166 1.165 0.300 4 • STRUCTURAL CALCULATIONS FOR Zn* HHNB- Modular Unit Footing Design k74)7/12- 1 Hoag Dr. kfivin- DK Newport Beach, CA 92663 2nd Plan Check Review o� �z(f)o nw SOLID ROCK STRUCTURAL S O L U tI O NHS R ii 3/24/2021 « c II THESE STRUCTURAL CALCULATIONS ARE A WORK IN PROGRESS PROVIDED fr EREWITH FOR THE SOLE PURPOSE OFI GQQ\,ERNING AGENCY/BUILDING OFFICIAL PLAN CHECK. THESE CALCULATIONS ARE USED AS ONE MEANS FOR OB'TAINING THE SIZES/OF STRUCTURAL MEMBERS AND COMPONENTS OF CONNECTIONS SHOWN ON THE DRAWINGS, THOUGH'THRREIS NO WARRANTY THAT THE CALCULATIONS RELATE DIRECTLY TO OR INCLUDE ALL MEMBERS AND CONNECTIONS ON THE DRAWINGS. THE DRAWINGS THAT ACCOMPANY THESE CALCULATIONS ARE CONSIDERED LIVING DOCUMENTS THAT MAY REQUIRE MODIFICATIONS AND/OR ADDITIONS AS A RESULT OF PLAN CHECK AND CONSTRUCTION. AS A RESULT OF POSSIBLEURE MODIFICATIONS AND/OR ADDITIONS, THE DRAWINGS AND ACCOMPANYING CALCULATIONS SUBMITTED TO PLAN CHECK SHALL BE GOb1JSIDERED OBSQ;LETEUPON PLAN CHECK COMPLETION AND INAPPLICABLE TO THE FINAL CONSTRUCTED STRUCTURE. THE USE OF THESE DOCUMENTS OUTSIbEOF THE SCOPE OF THIS PLAN CHECK, OR DISTRIBUTING COPIES (PHYSICAL OR ELECTRONIC) TO INDIVIDUALS WHO ARE NOT ENGAGED BY THE GOVERNING PLAN CHECK AUTHORITY/BUILDING OFFICIAL FOR THE SPECIFIC PURPOSE OF PLAN CHECKING THIS PROJECT, IS CONSIDERED A COPYRIGHT INFRINGEMENT AND UNACCEPTABLE WITHOUT OBTAINING PRIOR WRITTEN APPROVAL FROM SOLID ROCK STRUCTURAL SOLUTIONS, 17850 FICH, IRVINE, CA 92614 printed 11/18/2020 c amp - STRUCTURAL - S O L U t I O N S 17850 Fitch Irvine, CA 92614 949.418.6722 SOLID ROCK project HHNB-Modular Building by location Newport Beach, CA date 11/18/20 sheet no. client Projecct No. 20070 TABLE OF CONTENTS Equipment anchorage Panel Board (02/E0.001 ) PC_01 Transformer (04/E0.001 ) PC_02 Guardrail Anchorage (2/S3.02) PC_03 Table of content, TOC filenameyyyymmdd.xls © Solid Rock Structural Solutions page 1 of 3 SOLID ROCK c — so"""1. "� 85tioas 1 0 C Fitch92614 IrCA ` 949.418.6722 project by sheet no. PCO1 location date 03/24/21 client job no. Fp Force for Mechanical/Electrical Component (ground/roof equip.) PanelBoard (ASCE 7-16, Table 13.6-1) Equipment information: refer to equipment cutsheet ap = Rp = 6 Ip = 1 2.5 Site Seismicity Sps = 0.92 g z/h = 0 ground mounted 0 = 2 Anchor to concrete 1 (1=yes, 0=no) Fp Forces Fp = 0.4*ap*Sps*(1+2*z/h)/(Rp/Ip)*Wp Fp = 0.15 Wp Fp,max = 1.6*Sps*Ip*Wp = 1.47 Wp Fp,min. = 0.3*Sps*Ip*Wp = 0.28 Wp Governing Fp Force Fp = 0.28 Wp Horizontal Force Emh= 0.55 Wp Vertical Force Ev= 0.18 Wp Horizontal Force Emh= Vertical Force Ev= Bolt forces: 468 156 lbs. lbs. Tension (T) (lbs.) @ worst bolt location: 81.9 =(0.3*(Emh*H/D)*(y/Z)) 674.6 =Emh*H*a/(Z*D) 151.8=(0.9-0.2*Sds)*Wp*(a/D)*(y/Z) T(max.)= 604.7 lbs Shear (V) (lbs.) @ worst bolt location: 35.1 35.1 117.0 117.0 152.1 OR 152.1 V(max.)= 152.1 lbs Seismic Weight, Wp= Center of Gravity, H= Anchor Layout: front anchor spacing: a>_b a= 21 in. b= 21 in. D= 42 in. side anchor spacing: x>_y x= 8.5 in. y= 8.5 in. Z= 17 in. Max. tension = 30% from long side (front) 100% from short side (side) (self weight) Max. tension = 30% from long side (front) 100% from short side (side) (0.9-0.2(Sds))*self weight Max.Shear = 30% from one load direction 100% from another load direction Anchor used: 3/8" Dia. KB-TZ Refer to detail O2/E0.001 848 lbs 49.0 in side 0 0 plan I�IIL�TI Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: HHNB_Modular PanelBoard Page: Specifier: E-Mail: Date: 1 3/24/2021 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2 3/4) Item number: not available Effective embedment depth: hef,ad = 2.750 in., hnom = 3.063 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 1/1/2020 15/1/2021 Proof: Design Method ACI 318-19 / Mech Stand-off installation: Profile: Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 5.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d)) Shear load: yes (17.10.6.3 (c)) Note: the Kwik Bolt TZ - CS anchor is in the process of phase -out. Application also possible with Kwik Bolt TZ2 - CS under the selected boundary conditions. Geometry [in.] & Loading [lb, in.lb] z� 6 \ 0 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 1■■IIL�TI Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: HHNB_Modular PanelBoard Page: Specifier: E-Mail: Date: 2 3/24/2021 1.1 Design results Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Combination 1 N = 605; Vx = 152; Vy = 0; yes 48 Mx = 0; My = 0; MZ = 0; 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 605 152 152 0 max. concrete compressive strain: - [%o] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Load Nua [lb] Capacity $ N„ [lb] Utilization [3N = N„a/$ N„ Status Steel Strength* 605 4,875 13 OK Pullout Strength* 605 1,685 36 OK Concrete Breakout Failure** 605 1,284 48 OK * highest loaded anchor **anchor group (anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 1■■IIII�TI Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: HHNB_Modular PanelBoard Page: Specifier: E-Mail: Date: 3/24/2021 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-1917 4) Nsa > Nua ACI 318-19 Table 17.5.2 Variables Ase N [in.z ] fut. [psi] 0.05 Calculations Nsa [Ib] 6,500 Results Nsa [Ib] 6,500 3.2 Pullout Strength 125,000 steel Ononductile ' Nsa [Ib] Nua [Ib] 0.750 1.000 4,875 605 Npn,f. = Np,2500 X' a (fc' /2500)0.5 Npn,fc > Nua Variables is [psi] 3,000 Calculations (fc /2500)0.5 1.095 Results Npn a [Ib] 3,456 refer to ICC-ES ESR-1917 ACI 318-19 Table 17.5.2 Np2500 [Ib] 1.000 3,155 concrete °seismic Ononductile 0.650 0.750 1.000 Npn f[ [Ib] Nua [Ib] 1,685 605 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 I■■III6TI Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: HHNB_Modular PanelBoard Page: Specifier: E-Mail: Date: 3/24/2021 3.3 Concrete Breakout Failure ANcl Ncb — (ANco) ed,N Wc,N WcP.N Nb 4) Ncb >— Nua ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANcp = 9 het ACI 318-19 Eq. (17.6.2.1.4) ed,N =0.7+0.3(1.5Camin) 1.0 het cp,N=MAX(ca=min 1.5hef) < 1.0 Cac Cac Nb = kc a a ltfc hef5 Variables ACI 318-19 Eq. (17.6.2.1a) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.1) het [in.] Ca min [in] Uf c,N Cac [in.] kc X. a fc [psi] 2.000 3.000 1.000 4.125 17 1.000 3,000 Calculations ANc [in.2] 36.00 Results Nob [lb] 2,634 ANco [in.z ] 36.00 concrete 0.650 W ed,N 1.000 Wcp,N Nb [Ib] 1.000 2,634 +seismic 4)nonductile 4) Ncb [Ib] Nua [lb] 0.750 1.000 1,284 605 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 I■■11`TI Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: HHNB_Modular PanelBoard Page: Specifier: E-Mail: Date: 3/24/2021 4 Shear load Load Vua [Ib] Capacity $ Vn [Ib] Utilization (fv = Vual$ V„ Status Steel Strength* 152 1,466 11 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 152 3,687 5 OK Concrete edge failure in direction x+** 152 763 20 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value Vsteel >— Vua Variables z Ase,v refer to ICC-ES ESR-1917 ACI 318-19 Table 17.5.2 futa [psi] aV,seis 0.05 125,000 0.627 Calculations Vsa eq [Ib] 2,255 Results Vsa,eq [Ib] steel Ononductile 2,255 0.650 1.000 Vsa,eq [lb] Vua [Ib] 1,466 152 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 miser" Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: HHNB_Modular PanelBoard Page: Specifier: E-Mail: Date: 3/24/2021 4.2 Pryout Strength V0p _kcp [(ANcO� W Ki ed,N ifc,N 11 cp,N Nb Vcp ? Vua ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANcO = 9 hez f ed,N = 0.7 + 0.3 Ca,minf) 51.0 (Ti)15 yf cp,N = MAX(,a,min 1.5hefl 1.0 ` �C�ac Cac J Nb = kb 2 a Vtc hef5 Variables kcp hef [in.] ACI 318-19 Eq. (17.7.3.1a) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.1) Ca,min [in.] c,N 2 2.000 3.000 1.000 Cac [in.] kc a tc [psi] 4.125 17 1.000 3,000 Calculations ANC [in.z] 36.00 Results Vcp [Ib] 5,267 ANco [in.z ] 36.00 concrete 0.700 111 ed,N 1.000 tI1 cp N Nb [lb] 1.000 2,634 Oseismic (I)nonductile • Vcp [Ib] Vua [lb] 1.000 1.000 3,687 152 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 I■■IIL�TI Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: HHNB_Modular PanelBoard Page: Specifier: E-Mail: Date: 3/24/2021 4.3 Concrete edge failure in direction x+ Vcb (AVc AVcO) V' ed,V '4'c,V N'h,V 1parallel,V Vb 4) Vcb ?Vua Avo see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) Avco = 4.5 C2al Wady=0.7+0.3(15ca) 1.0 1.5c y'nv = hat>1.0 a Vb = (7 (d)0.2 vda) ' a ‘Ic Oat Variables ACI 318-19 Eq. (17.7.2.1a) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.7.2.1.3) ACI 318-19 Eq. (17.7.2.4.1b) ACI 318-19 Eq. (17.7.2.6.1) ACI 318-19 Eq. (17.7.2.2.1a) cal [in.] cat [in.] w c,v ha [in.] 3.000 3.000 1.000 5.000 xa da [in.] fc [psi] '11 parallel,V 1.000 0.375 Calculations Ave [in.2] 27.00 Results Vcb [lb] 1,090 z Avco Dm ] 40.50 concrete 0.700 3,000 1.000 11 ed,V 0.900 le [in.] 2.750 tir n V Vb [Ib] 1.000 1,817 +seismic wnonductile 4' Vcb [Ib] Vua [Ib] 1.000 1.000 763 152 5 Combined tension and shear loads, per ACI 318-19 section 17.8 RN av C Utilization RNv [%] Status 0.471 0.199 5/3 36 OK RNV = 13N + RV <= 1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 I■■III.ITI Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: HHNB_Modular PanelBoard Page: Specifier: E-Mail: Date: 3/24/2021 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C, EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section 17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)." • Section 17.10.5.3 (b) / Section 17.10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by 03o. Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: HHNB_Modular PanelBoard Page: Specifier: E-Mail: Date: 3/24/2021 7 Installation data Profile: - Hole diameter in the fixture: - Plate thickness (input): - Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2 3/4) Item number: not available Maximum installation torque: 300 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 3.375 in. Minimum thickness of the base material: 5.000 in. Hilti KB-TZ stud anchor with 3.06252 in embedment, 3/8 (2 3/4), Carbon steel, installation per ESR-1917 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Properly sized drill bit Coordinates Anchor in. Anchor x y c-x c c-y c'y 1 0.000 0.000 3.000 3.000 3.000 3.000 • Torque controlled cordless impact tool • Torque wrench • Hammer Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 1■■III6TI Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: HHNB_Modular PanelBoard Page: Specifier: E-Mail: Date: 10 3/24/2021 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 10 SOLID ROCK TURAL - SOfL UCH' I O N S 17850 Fitch Irvine, CA 92614 949.418.6722 project by sheet no. PCO2 location date 03/24/21 client job no. Fp Force for Mechanical/Electrical Component (ground/roof equip.) Transformer (ASCE 7-16, Table 13.6-1) Equipment information: refer to equipment cutsheet Site Seismicity ap = Rp = Ip = SDS = z/h = O= Anchor to concrete 1 2.5 1 0.92 g 0 ground mounted 2 1 (1=yes, 0=no) Fp Forces Fp = 0.4*ap*Sps*(1+2*z/h)/(Rp/Ip)*Wp Fp = 0.15 Wp Fp,max = 1.6*SpS*Ip*Wp = 1.47 Wp Fp,min. = 0.3*SpS*Ip*Wp = 0.28 Wp Governing Fp Force Fp = 0.28 Wp Horizontal Force Emh= 0.552 Wp Vertical Force Ev= 0.184 Wp Horizontal Force Emh= Vertical Force Ev= Bolt forces: 1115 372 lbs. lbs. Tension (T) (lbs.) @ worst bolt location: 160.3 =(0.3*(Emh*H/D)*(y/Z)) 763.3 =Emh*H*a/(Z*D) 361.6=(0.9-0.2*Sds)*Wp*(a/D)*(y/Z) T(max.)= 562.0 lbs Shear (V) (lbs.) @ worst bolt location: 83.6 83.6 278.8 278.8 362.4 OR 362.4 V(max.)= 362.4 lbs Seismic Weight, Wp= Center of Gravity, H= Anchor Layout: front anchor spacing: a>_b a= 20 in. b= 20 in. D= 40 in. side anchor spacing: x= Y= Z= x>_y 14 in. 14 in. 28 in. Max. tension = 30% from long side (front) 100% from short side (side) (self weight) Max. tension = 30% from long side (front) 100% from short side (side) (0.9-0.2(Sds))*self weight Max.Shear = 30% from one load direction 100% from another load direction Anchor used: 5/8" Dia. KB-TZ Refer to detail 04/E0.001 2020 lbs 38.3 in 2/3 HT. LI-a-14-b� plan Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Concrete - Mar 24, 2021 Page: Specifier: E-Mail: Date: 3/24/2021 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 5/8 (3 1/8) Item number: not available Effective embedment depth: het act = 3.125 in., hnom = 3.563 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 1/1/2020 15/1/2021 Proof: Design Method ACI 318-19 / Mech Stand-off installation: Profile: Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 5.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d)) Shear load: yes (17.10.6.3 (c)) Note: the Kwik Bolt TZ - CS anchor is in the process of phase -out. Application also possible with Kwik Bolt TZ2 - CS under the selected boundary conditions. Geometry [in.] & Loading [lb, in.lb] 60 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 I■■III:1'I Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Concrete - Mar 24, 2021 Page: Specifier: E-Mail: Date: 2 3/24/2021 1.1 Design results Case Description Forces [Ib] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Combination 1 N = 562; Vx = 363; Vy = 0; yes 23 Mx = 0; My = 0; Mz = 0; 2 Load case/Resulting anchor forces Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 562 363 363 0 max. concrete compressive strain: - [%°] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension load Load Nua [Ib] Capacity 4) N„ [Ib] Utilization (tN = Nua/. N„ Status Steel Strength* 562 12,877 5 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Failure** 562 2,508 23 OK * highest loaded anchor **anchor group (anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 1141`'TI Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Concrete - Mar 24, 2021 Page: Specifier: E-Mail: Date: 3/24/2021 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-1917 Nsa > Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2] 0.16 Calculations Nsa [Ib] 17,170 Results Nsa [lb] 17,170 futa [psi] 106,000 steel 0.750 3.2 Concrete Breakout Failure +nonductile 1.000 ( ANc Ncb — \AN/ Uf ed,N st'c,N li'cp,N N Cb 4 Ncb >> Nua ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2ef • U'ed,N = 0.7 + 0.3 (1.5hC gn) 1.0 ef yf cp,N = MAX (Cs�min 1.5hef1 < 1.0 �Crac Cac f Nb = kc a a he(5 Variables Nsa [lb] Nua [Ib] 12,877 562 ACI 318-19 Eq. (17.6.2.1a) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.1) hef [in.] ca min [in.] tlf c,N cac [in.] kc k a fc [psi] 3.125 11.000 1.000 6.500 17 1.000 3,000 Calculations ANc [in.2] Awn [in.2] Vf ed,N ill cp,N Nb [Ib] 87.89 87.89 1.000 1.000 5,144 Results Ncb [Ib] concrete +seismic 4tnonductile Ncb [Ib] Nua [lb] 5,144 0.650 0.750 1.000 2,508 562 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 1■■11`TI Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Concrete - Mar 24, 2021 Page: Specifier: E-Mail: Date: 3/24/2021 4 Shear load Load V. [lb] Capacity $ Vn [Ib] Utilization Rv = Vua/$ Vn Status Steel Strength* 363 4,940 8 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 363 7,201 6 OK Concrete edge failure in direction x+** 363 3,920 10 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa eq = ESR value refer to ICC-ES ESR-1917 Vsteel >— Vua Variables Ase,v [in.) 0.16 Calculations Vsa eq [Ib] 7,600 Results Vsa eq [Ib] 7,600 ACI 318-19 Table 17.5.2 futa [psi] 106,000 4) steel 0.650 aV,seis 0.939 4)nonductile 1.000 Vsa,eq [Ib] 4,940 Vua [Ib] 363 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 II■1II XPI Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Concrete - Mar 24, 2021 Page: Specifier: E-Mail: Date: 3/24/2021 4.2 Pryout Strength ANc Vcp = kcp [(ANco) W ed,N t> c,N Wcp,N Nb ACI 318-19 Eq. (17.7.3.1a) 41 V, > Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANco = 9 her ACI 318-19 Eq. (17.6.2.1.4) c t4 ed,N = 0.7 + 0.3 a.min < 1.0 1.5her llr cp,N = MAX(a=min 1.5hef\ < 1.0 �cac cac Nb = kc A. a yfC hef5 Variables kcp hef [in.] ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.1) ca min [in.] 1i1 c,N 2 3.125 11.000 1.000 cac [in.] kc A. a tc [psi] 6.500 17 1.000 3,000 Calculations ANc [in.2] ANco [in.2] Ili ed,N tl cp,N Nb [Ib] 87.89 87.89 1.000 1.000 5,144 Results Vcp [Ib] 4t concrete 4)seismic 4)nonductile 4) Vcp [Ib] Vua [Ib] 10,288 0.700 1.000 1.000 7,201 363 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 1■■11`TI Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Concrete - Mar 24, 2021 Page: Specifier: E-Mail: Date: 3/24/2021 4.3 Concrete edge failure in direction x+ Vcb Vcb AVc AVc0 w ed,V yJ h,V Vb (Avc Avco-) �r ed,V 41c,V 111h,V Wparallel,V Vb > Vua see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) = 4.5 cat =0.7+0.3(15cat/ <1.0 _.*I1.5Ca1 V h > 1.0 a 0.2 (7 (le) V a) 2a "Ca15 da Variables cal [in.] ca2 [in.] 7.333 11.000 a de [in.] 1.000 ACI 318-19 Eq. (17.7.2.1a) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.7.2.1.3) ACI 318-19 Eq. (17.7.2.4.1b) ACI 318-19 Eq. (17.7.2.6.1) ACI 318-19 Eq. (17.7.2.2.1a) ha [in.] 5.000 tl1 parallel,V 1.000 0.625 Calculations Ave fin.2] 110.00 Results V°b [Ib] 5,599 2 Avco Dm ] 242.00 concrete 0.700 3,000 W ed,V 1.000 4)seismic 1.000 1.000 1.483 (1)nonductile 1.000 le [in.] 3.125 Vb [Ib] 8,305 It Vcb [lb] 3,920 5 Combined tension and shear loads, per ACI 318-19 section 17.8 ON Rv Utilization RN,v [°70] 0.224 0.093 5/3 11 RNV=RN+RV <= 1 Status OK Vua [Ib] 363 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 1■■11`TI Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Concrete - Mar 24, 2021 Page: Specifier: E-Mail: Date: 3/24/2021 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C, EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section 17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)." • Section 17.10.5.3 (b) / Section 17.10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by moo• Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 1■■IIImTl Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Concrete - Mar 24, 2021 Page: Specifier: E-Mail: Date: 3/24/2021 7 Installation data Profile: - Hole diameter in the fixture: - Plate thickness (input): - Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Anchor type and diameter: Kwik Bolt TZ - CS 5/8 (3 1/8) Item number: not available Maximum installation torque: 720 in.lb Hole diameter in the base material: 0.625 in. Hole depth in the base material: 3.750 in. Minimum thickness of the base material: 5.000 in. Hilti KB-TZ stud anchor with 3.56252 in embedment, 5/8 (3 1/8), Carbon steel, installation per ESR-1917 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Properly sized drill bit Coordinates Anchor in. Anchor x y c_x 1 0.000 0.000 11.000 11.000 11.000 11.000 • Torque controlled cordless impact tool • Torque wrench • Hammer Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1 Concrete - Mar 24, 2021 Page: Specifier: E-Mail: Date: 3/24/2021 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 1■4i11.T1 PC03 Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Concrete - Aug 17, 2020 Page: Specifier: E-Mail: Date: 1 3/24/2021 Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plateR : Profile: Base material: Installation: Reinforcement: Kwik Bolt TZ - CS 3/8 (2 3/4) not available het act = 2.750 in., hnom = 3.063 in. Carbon Steel ESR-1917 1/1/2020 15/1/2021 Design Method ACI 318-19 / Mech eb = 0.000 in. (no stand-off); t = 0.500 in. Ix x ly x t = 3.000 in. x 6.500 in. x 0.500 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 3000, fc' = 3,000 psi; h = 5.000 in. hammer drilled hole, Installation condition: Dry tension: not present shear: not present; no supplemental splitting reinforcement present T/C = (1.6L)* Moment arm / bolt spacing (1.6)*200#*(42"+3"+2")=15040 lb. -in / 4"=3760 lbs. edge reinforcement: none or < No. 4 bar Note: the Kwik Bolt TZ - CS anchor is in the process of phase -out. Application also possible with Kwik Bolt TZ2 - CS under the selected boundary conditions. R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [Ib, in.lb] X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Concrete - Aug 17, 2020 Page: Specifier: E-Mail: Date: 2 3/24/2021 1.1 Design results Case Description Forces [Ib] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Combination 1 N = 3,760; Vx = 0; Vy = 0; no 100 Mx = 0; My = 0; MZ = 0; 2 Load case/Resulting anchor forces Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1,880 0 0 0 2 1,880 0 0 0 max. concrete compressive strain: - [To] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 3,760 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load N. [Ib] Capacity $ N [Ib] Utilization PN = NUa/$ N„ Status Steel Strength* Pullout Strength* Concrete Breakout Failure** 1,880 4,875 1,880 2,246 3,760 3,763 * highest loaded anchor **anchor group (anchors in tension) 39 OK 84 OK 100 OK Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Millar I Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Concrete - Aug 17, 2020 Page: Specifier: E-Mail: Date: 3/24/2021 3.1 Steel Strength Nsa = ESR value $ Nsa >_ Nua Variables f Ase N rin.z ] refer to ICC-ES ESR-1917 ACI 318-19 Table 17.5.2 futa [psi] 0.05 Calculations Nsa [Ib] 6,500 Results Nsa [Ib] 6,500 3.2 Pullout Strength 125,000 I) steel 0.750 (I) Nsa [lb] 4,875 Npn { = Np,2500 a (fc /2500)0 5 refer to ICC-ES ESR-1917 Npn4 > N ua ACI 318-19 Table 17.5.2 Variables fc [psi] 3,000 Calculations (fs /2500)0 5 1.095 Results Npn fc [Ib] 3,456 2, a Np2500 [Ib] 1.000 3,155 concrete 0.650 Nua [lb] 1,880 • Npnfc [Ib] Nua [Ib] 2,246 1,880 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 11411111.ITI Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Concrete - Aug 17, 2020 Page: Specifier: E-Mail: Date: 3/24/2021 3.3 Concrete Breakout Failure ANc Ncbg = (ANcO Vf ec,N yfed,N Nfc,N wcp,N Nb Ncbg > Nua ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 =9hef i 1 Vf ec,N = +2 e'N < 1.0 1 — 3 hef V/ ed,N = 0.7 + 0.3 1Ca,minh< 1.0 5ef V/ cp,N = MAX(Ca� "io 1hetl < 1.0 ` Cac Cac Nb = kc a, a Vic heis Variables hef [in.] ec1,N [in.] 2.750 0.000 Cac [in.] kc 4.125 17 Calculations ANc [in.2] 97.22 Results Ncbg [Ib] 5,790 ANco [in.) 68.06 • concrete 0.650 ec2,N [in.] 0.000 ?`a 1.000 Uf ec1,N 1.000 Ncba [lb] 3,763 ACI 318-19 Eq. (17.6.2.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.1) Capin [in.] Uf c,N 3.500 1.000 fc [psi] 3,000 t1Jec2,N wed,N 1.000 0.955 Nua [Ib] 3,760 'lJ cp, N 1.000 Nb [Ib] 4,246 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 I•4II.TI Hilti PROFIS Engineering 3.0.68 www.hiiti.com Company: Address: Phone I Fax: Design: Fastening point: Concrete - Aug 17, 2020 Page: Specifier: E-Mail: Date: 3/24/2021 4 Shear load Load V. [lb] Capacity $ V„ [lb] Utilization iiv = Vua/$ V„ Status Steel Strength* N/A N/A N/A N/A Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength* N/A N/A N/A N/A Concrete edge failure in direction ** N/A N/A N/A N/A * highest loaded anchor **anchor group (relevant anchors) 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C, EOTA TR029 etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPH). Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering (c) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Concrete - Aug 17, 2020 Page: Specifier: E-Mail: Date: 3/24/2021 6 Installation data Profile: no profile Hole diameter in the fixture: df = 0.438 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2 3/4) Item number: not available Maximum installation torque: 300 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 3.375 in. Minimum thickness of the base material: 5.000 in. Hilti KB-TZ stud anchor with 3.06252 in embedment, 3/8 (2 3/4), Carbon steel, installation per ESR-1917 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor [in.] Anchor x y c_x c+x • Manual blow-out pump c-y c+y 1 0.000 -2.250 8.000 3.500 20.250 24.750 2 0.000 2.250 8.000 3.500 24.750 20.250 • Torque controlled cordless impact tool • Torque wrench • Hammer Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 1■■11`TI Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Concrete - Aug 17, 2020 Page: Specifier: E-Mail: Date: 3/24/2021 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 201 -2026) STRUCTURAL CALCULATIONS f o P Z FOR HHNB- Modular Unit Footing Design k �u �-27vz -rm9- Dv Newport Beach, CA 92663 1 Hoag D 1st Plan Check Review THESE STRUCTURAL CALCULATIONS ARE A WORK IN PROGRESS PROVIDED HEREWITH-1 FOR THE SOLE PURPOSE OF GOVERNING AGENCY/BUILDING OFFICIAL PLAN CHECK. THESE CALCULATIONS ARE USED AS ONE MEANS FOR OBTAINING THE SIZES OF STRUCTURAL MEMBERS AND COMPONENTS OF CONNECTIONS SHOWN ON THE DRAWINGS, THOUGH THERE iS NO WARRANTY THAT THE CALCULATIONS RELATE DIRECTLY TO OR INCLUDE ALL MEMBERS AND CONNECTIONS' ON°THE-DRAWNG$. THE DRAWINGS THAT ACCOMPANY THESE CALCULATIONS ARE CONSIDERED LIVING DOCUMENTS THAT MAY REQUIRE MODIFICATIONS AND/OR ADDITIONS AS A RESULT OF PLAN CHECK AND CONSTRUCTION. AS A RESULT OF POSSIBLE FUTURE MODIFICATIONS AND/OR ADDITIONS, THE DRAWINGS AND ACCOMPANYING CALCULATIONS SUBMITTED TO PLAN CHECK SHALL BE CONSIDERED OBSOLETE UPON PLAN CHECK COMPLETION AND INAPPLICABLE TO THE FINAL CONSTRUCTED STRUCTURE. THE USE OF THESE DOCUMENTS OUTSIDE OF THE SCOPE OF THIS PLAN CHECK, OR DISTRIBUTING COPIES (PHYSICAL OR ELECTRONIC) TO INDIVIDUALS WHO ARE NOT ENGAGED BY THE GOVERNING PLAN CHECK AUTHORITY/BUILDING OFFICIAL FOR THE SPECIFIC PURPOSE OF PLAN CHECKING THIS PROJECT, IS CONSIDERED A COPYRIGHT INFRINGEMENT AND UNACCEPTABLE WITHOUT OBTAINING PRIOR WRITTEN APPROVAL FROM SOLID ROCK STRUCTURAL SOLUTIONS, 17850 FICH, IRVINE, CA 92614 printed 11/18/2020 SOLID ROCK STRUCTURAL S O L U t I 0 N S 17850 Fitch Irvine, CA 92614 c4111D 949.418.6722 project HHNB-Modular Building by location Newport Beach, CA date 11/18/20 sheet no. client Projecct No. 20070 TABLE OF CONTENTS page Project Scope 1.1.1 Material & Strength 1.2.1 Modular Unit Foundation Grid B 2.1.1 Grid A&C 2.1.5 Isolated FTG 2.1.11 Lateral Force Transfer 2.2.1 Deck/Walkway Framing 2.3.1 Reference Original Calculation R.1 Geotech Report R.6 Table of content, TOC filenameyyyymmdd.xls © Solid Rock Structural Solutions page 1 of 3 A printed 11/18/2020 c a I D - STRUCTURAL — S O L U t I 0 N S 17850 Fitch Irvine, CA 92614 949.418.6722 SOLID ROCK project HHNB-Modular Building by location Newport Beach, CA date 11/18/20 sheet no. 1.1.1 client 0 Projecct No. 20070 Project Scope Project foundation design to pre-frab. Modular building selected by Hoag Provide elevated deck/walkway framing and foundation design Table of content, Scope filenam eyyyym mdd. xls © Solid Rock Structural Solutions page 2 of 3 k printed 11/18/2020 c allp- STRUCTURAL — S O L U t I 0 N S 17850 Fitch Irvine, CA 92614 949.418.6722 SOLID ROCK project HHNB-Modular Building by location Newport Beach, CA date 11/18/20 sheet no. 1.2.1 client 0 Projecct No. 20070 Material Strength Structural Steel: (unless otherwise noted) 1 2 3 4 5 6 Bolts: A307 7 8 Structrual Concrete: (unless otherwise noted) 1 fc=3,000 psi - All foundation/footing Reinforcement Steel: (unless otherwise noted) 1 ASTM A615 GA.60 Light Gauge Frame (unless otherwise noted) 1 Wood - DF No.1 - post and 6x beam 2 Wood - DF No.2 - 2x joists Table of content, Material Strength © Solid Rock Structural Solutions filenameyyyymmdd.xls page 3 of 3 7 • SOLID ROCK STRUCTURAL - S O L U t I O N S 17850 Fitch Irvine, CA 92614 949.418.6722 project by location date sheet no. 2.1.1 client Gravity Design job no. Modular building: Footing Design: DL = 12 psf (roof and floor, typ.) LL=20 psf (roof) LL=100 psf (floor) - conservative for office space Interior footing @ grid B: Point load to grid B&4 (trib. area = 60'/2 x 12'/2 x (2) = 360 sq.ft Live load reduced = (100psf)x0.65 = 65psf - DL from roof + 2nd floor (12psf + 12psf)x360sq.ft = 8.6 kips - LL from 2nd floor 65psf x 360sq.ft = 23.6 kips Point load to grid B&2 (trib. area = 60'/2 x 12' x (2) =720 sq.ft Live load reduced = (100psf)x0.53 =53psf - DL from roof + 2nd floor (12psf + 12psf)x720sq.ft = 17.2 kips - LL from 2nd floor 53psf x 720sq.ft = 38.16 kips - DL 1st floor = 10'x12'xl2psf = 1.44 kips - LL 1st floor = 10'x12'x93psf = 11.2 kips DL = 18.7 kips LL = 49.36 kips See next page for footing design 0 Solid Rock Structural Solutions Project Title: Engineer: Project ID: Project Descr: 2.1.2 Beam on Elastic Foundation Lic. # : KW-06013145 DESCRIPTION: Grid B (28ft) CODE REFERENCES File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 Material Properties fc = 1/2 fr= fc* 7.50 y! Density = Lt Wt Factor = Elastic Modulus = Soil Subgrade Modulus 3.0 ksi d Phi Values Flexure : 0.90 = 410.792 psi Shear : 0.750 50.0 pcf 131 = 0.850 1.0 3,122.0 ksi = 150.0 psi / (inch deflection) Load Combination ASCE 7-16 fy - Main Rebar = 60.0 ksi Fy - Stirrups E - Main Rebar = 29,000.0 ksi E - Stirrups Stirrup Bar Size # Number of Resisting Legs Per Stirrup Beam is supported on an elastic foundation, = 60.0 ksi = 29, 000.0 ksi = # 3 1.0 D(8.6) Lr(6.12) L(23.6)D(8.6) Lr(6Dt(8)&)(22(4.12) L(23.4I3(18.7) Lr(8.64) L(49.36) D(0.375) a1 _ Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 12.0 in, Total Height = 48.0 in, Top Flange Width = 48.0 in, Flange Thickness = 16.0 in Span #1 Reinforcing.... 4-#5 at 3.0 in from Bottom, from 0.0 to 28.0 ft in this span 2-#5 at 21.0 in from Bottom, from 0.0 to 28.0 ft in this span Applied Loads 2-#5 at 3.0 in from Top, from 0.0 to 28.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D=8.60, Lr = 6.120, L = 23.60 k 0.50 ft Point Load: D = 8.60, Lr = 6.120, L=23.40k(a)10.0ft Point Load: D = 8.60, Lr=6.120, L=23.40k14.50 ft Point Load : D =18.70, Lr = 8.640, L = 49.360 k A 24.0 ft Uniform Load : D = 0.0150 ksf, Extent = 0.0 --» 10.0 ft, Tributary Width DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Soil Pressure = Allowable Soil Pressure = Shear Stirrup Requirements 0.638: 1 Typical Section -123.851 k-ft 194.096 k-ft +1.20D+0.50Lr+1.60L 5.929 ft Span # 1 = 25.0 ft, (Wall) Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 1.932 ksf at 28.00 ft LdComb: +D+L 2.0 ksf OK Design OK 0.000 in 0.000 in 0.089 in 0.005 in Between 0.00 to 22.40 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Not Reqd 11.5.6.1, use stirrups spaced at 0.000 in Between 22.73 to 23.39 ft, Vu > PhiVc, Req'd Vs =10.244, use stirrups spaced at 22.500 in Between 23.72 to 23.72 ft, Vu > PhiVc, Req'd Vs =13.717, use stirrups spaced at 21.652 in Between 24.05 to 27.34 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: 2.1.3 Beam on Elastic Foundation Lic. # : KW-06013145 DESCRIPTION: Grid B (28ft) Load Combination Location (ft) Segment Length Span # in Span Bending Stress Results (k-ft ) Mu : Max Phi*Mnx Stress Ratio File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems MAXimum Bending Envelope Span # 1 1 24.047 87.07 311.56 0.28 +1.40D Span # 1 1 24.047 20.97 311.56 0.07 +1.20D+0.50Lr+1.60L Span # 1 1 24.047 87.07 311.56 0.28 +1.20D+1.60L Span # 1 1 24.047 83.59 311.56 0.27 +1.20D+1.60Lr+L Span # 1 1 24.047 70.13 311.56 0.23 +120D+1.60Lr Span # 1 1 24.047 29.12 311.56 0.09 +1.20D+L Span # 1 1 24.047 58.98 311.56 0.19 +1.20D Span # 1 1 24.047 17.97 311.56 0.06 +120D+0.50Lr+L Span # 1 1 24.047 62.47 311.56 0.20 +0.90D Span # 1 1 24.047 13.48 311.56 0.04 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Span 1 1 0.0895 28.000 Detailed Shear Information Max. "+" Defl Location in Span 0.0000 0.000 Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+0.50Lr+1.60L 1 0.00 45.00 1.64 1.64 0.00 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 0.33 45.00 4.61 4.61 0.49 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 0.66 45.00 -43.57 43.57 6.15 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 0.99 45.00 -40.63 40.63 20.55 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 1.32 45.00 -37.72 37.72 33.99 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 1.65 45.00 -34.82 34.82 46.46 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 1.98 45.00 -31.95 31.95 57.97 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 2.31 45.00 -29.09 29.09 68.54 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 2.64 45.00 -26.25 26.25 78.17 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 2.96 45.00 -23.42 23.42 86.86 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 3.29 45.00 -20.62 20.62 94.63 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 3.62 45.00 -17.83 17.83 101.46 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 3.95 45.00 -15.05 15.05 107.38 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 4.28 45.00 -12.29 12.29 112.39 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 4.61 45.00 -9.54 9.54 116.48 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 4.94 45.00 -6.81 6.81 119.67 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 5.27 45.00 -4.08 4.08 121.96 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.60 45.00 -1.52 1.52 116.71 0.62 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+L 1 5.93 45.00 1.70 1.70 103.91 0.79 45.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 6.26 45.00 4.04 4.04 123.46 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 6.59 45.00 6.73 6.73 122.17 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 6.92 45.00 9.41 9.41 120.00 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 7.25 45.00 12.09 12.09 116.95 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 7.58 45.00 14.77 14.77 113.01 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 7.91 45.00 17.45 17.45 108.19 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 8.24 45.00 20.12 20.12 102.49 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 8.56 45.00 22.79 22.79 95.91 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 8.89 45.00 25.46 25.46 88.45 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 9.22 45.00 28.14 28.14 80.11 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 9.55 45.00 30.81 30.81 70.89 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 9.88 45.00 33.49 33.49 60.78 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 10.21 45.00 -14.56 14.56 60.55 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: 2.1.4 Beam on Elastic Foundation Lic. # : KW-06013145 DESCRIPTION: Grid B (28ft) Detailed Shear Information File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems Load Combination +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+1.60L +1.20D+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.5OLr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+1.60Lr+L +1.20D+1.60L +1.20D+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest 1 10.54 45.00 -11.73 11.73 65.37 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 10.87 45.00 -8.89 8.89 69.25 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 11.20 45.00 -6.05 6.05 72.20 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 11.53 45.00 -3.22 3.22 72.07 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 11.86 45.00 -0.53 0.53 73.15 0.34 43.75 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 12.19 45.00 2.49 2.49 75.44 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 12.52 45.00 5.36 5.36 74.64 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 12.85 45.00 8.23 8.23 72.90 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 13.18 45.00 11.10 11.10 70.21 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 13.51 45.00 13.99 13.99 66.57 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 13.84 45.00 16.89 16.89 61.99 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 14.16 45.00 19.79 19.79 56.45 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 14.49 45.00 22.71 22.71 49.95 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 14.82 45.00 -25.18 25.18 58.93 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 15.15 45.00 -22.25 22.25 67.25 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 15.48 45.00 -19.30 19.30 74.60 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 15.81 45.00 -16.33 16.33 80.98 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 16.14 45.00 -13.36 13.36 86.38 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 16.47 45.00 -10.37 10.37 90.80 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 16.80 45.00 -7.36 7.36 94.24 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 17.13 45.00 -4.34 4.34 96.68 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 17.46 45.00 -1.60 1.60 78.96 0.97 46.66 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 17.79 45.00 1.92 1.92 95.04 0.97 46.67 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 18.12 45.00 4.85 4.85 94.43 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 18.45 45.00 7.92 7.92 96.46 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 18.78 45.00 11.03 11.03 93.87 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 19.11 45.00 14.16 14.16 90.26 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 19.44 45.00 17.32 17.32 85.62 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 19.76 45.00 20.49 20.49 79.94 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 20.09 45.00 23.69 23.69 73.21 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 20.42 45.00 26.91 26.91 65.42 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 20.75 45.00 30.16 30.16 56.58 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 21.08 45.00 33.43 33.43 46.67 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 21.41 45.00 36.73 36.73 35.68 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 21.74 45.00 40.05 40.05 23.60 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 22.07 45.00 43.40 43.40 10.43 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 22.40 45.00 46.77 46.77 3.85 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 22.73 45.00 50.17 50.17 19.23 1.00 46.80 Vu > PhiVc 3.371 0.00 22.50 1 23.06 45.00 53.59 53.59 35.74 1.00 46.80 Vu > PhiVc 6.795 0.00 22.50 1 23.39 45.00 57.04 57.04 53.37 1.00 46.80 Vu > PhiVc 10.244 0.00 22.50 1 23.72 45.00 60.51 60.51 72.14 1.00 46.80 Vu > PhiVc 13.717 0.00 21.65 1 24.05 45.00 -41.72 41.72 87.07 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 24.38 45.00 -38.20 38.20 73.31 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 24.71 45.00 -34.66 34.66 60.70 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 25.04 45.00 -31.09 31.09 49.26 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 25.36 45.00 -27.51 27.51 39.00 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 25.69 45.00 -23.90 23.90 29.91 1.00 46.80 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 26.02 45.00 -20.27 20.27 22.02 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 26.35 45.00 -16.62 16.62 15.32 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 26.68 45.00 -12.95 12.95 9.82 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 27.01 45.00 -9.26 9.26 5.54 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 27.34 45.00 -5.54 5.54 2.47 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 27.67 45.00 -1.81 1.81 0.62 1.00 46.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 SOLID ROCK - STRUCTURAL - S O L U t I O N S 17850 Fitch Irvine, CA 92614 949.418.6722 project by location date sheet no. 2.1.5 client Gravity Design job no. Modular building: Footing Design: DL = 12 psf (roof and floor, typ.) LL=20 psf (roof) LL=100 psf (floor) - conservative for office space Interior footing (a). grid A & C: Point load to grid A&4 (trib. area = 60'/2 x 12'/2 =180 sq.ft) - DL from roof + 2nd floor (12psf + 12psf)x180sq.ft = 4.3 kips - LL from 2nd floor 65psf x180sq.ft = 11.8 kips Point load to grid A&2 (trib. area = 60'/2 x 12' =360 sq.ft - DL from roof + 2nd floor (12psf + 12psf)x360sq.ft = 8.6 kips - LL from 2nd floor 65psf x 360sq.ft = 23.6 kips - DL 1st floor = 5'x12'xl2psf = 0.72 kips - LL 1st floor = 5'x12'x100psf = 6 kips DL = 9.4 kips LL = 29.6 kips See next page for footing design ©Solid Rock Structural Solutions Project Title: Engineer: Project ID: Project Descr: 2.1.6 FBeam on Elastic Foundation Lic. # : KW-06013145 DESCRIPTION: Grid A&C CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 Material Properties File: members,ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems fc = 3.0 ksi fr = fc1/2 * 7.50 = 410.792 psi Density = 50.0 pcf Lt Wt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Soil Subgrade Modulus = Load Combination ASCE 7-16 Phi Values R1 Flexure : Shear: 150.0 psi I (inch deflection) fy - Main Rebar = 60.0 ksi Fy - Stirrups E - Main Rebar = 29,000.0 ksi E - Stirrups Stirrup Bar Size # Number of Resisting Legs Per Stirrup Beam is supported on an elastic foundation, 0.90 0.750 0.850 = 40.0 ksi = 29,000.0 ksi = # 3 2 D(4.3) Lr(3.06) L(11.8) D(9.4) Lr(4.32) L(29.6) • D(9.4) Lr(4.32) L(29.6) D(4.3) Lr(3.06) L(11.8) D(0.405 r1 Cross Section & Reinforcing Details L Section, Stem Width = 12.0 in, Total Height = 48.0 in, Bottom Flange Width = 28.0 in, Span #1 Reinforcing.... 3-#5 at 3.0 in from Bottom, from 0.0 to 36.0 ft in this span 1-#5 at 20.0 in from Bottom, from 0.0 to 36.0 ft in this span Applied Loads Beam self weight calculated and added to loads Point Load: D=4.30, Lr=3.060, L = 11.80 k @ 0.0 ft Point Load: D=9.40, Lr = 4.320, L = 29.60 k @ 12.0 ft Point Load : D = 9.40, Lr = 4.320, L = 29.60 k @ 24.0 ft Point Load: D=4.30, Lr=3.060, L = 11.80 k @ 36.0 ft Uniform Load : D = 0.0150 ksf, Tributary Width = 27.0 ft, (wall) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Soil Pressure = Allowable Soil Pressure = Shear Stirrup Requirements 0.631: 1 Typical Section 139.282 k-ft 220.641 k-ft +1.20D+0.50Lr+1.60L 24.141 ft Span # 1 Flange Thickness =16.0 in 1-#5 at 3.0 in from Top, from 0.0 to 36.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 1.842 ksf at 0.00 ft LdComb: +D+L 2.0 ksf OK Design OK 0.000 in 0.000 in 0.085 in 0.006 in Entire Beam Span Length : Vu < PhiVcl2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Project Title: Engineer: Project ID: Project Descr: 2.1.7 Beam on Elastic Foundation Lic. # : KW-06013145 DESCRIPTION: Grid A&C Load Combination Location (ft) Segment Length Span # in Span Mu : Max Phi*Mnx Stress Ratio Bending Stress Results (k-ft ) File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems MAXimum Bending Envelope Span # 1 1 24.141 139.28 220.64 0.63 +1.40D Span # 1 1 24.141 29.52 220.64 0.13 +1.20D+0.50Lr+1.60L Span # 1 1 24.141 139.28 220.64 0.63 +1.20D+1.60L Span # 1 1 24.141 135.14 220.64 0.61 +1.20D+1.60Lr+L Span # 1 1 24.141 107.21 220.64 0.49 +1.20D+1.60Lr Span # 1 1 24.141 38.57 220.64 0.17 +1.20D+L Span # 1 1 24.141 93.95 220.64 0.43 +1.20D Span # 1 1 24.141 25.30 220.64 0.11 +1,20D+0.50Lr+L Span # 1 1 24.141 98.09 220.64 0.44 +0.90D Span # 1 1 24.141 18.97 220.64 0.09 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-' Defl Location in Span Load Combination Max. "+" Defl Location in Span Span 1 Detailed Shear Information 1 0.0853 0.000 0.0000 0.000 Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+0.50Lr+1.60L 1 0.00 45.00 1.37 1.37 0.00 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 0.42 45.00 -21.80 21.80 10.32 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 0.85 45.00 -19.42 19.42 19.62 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 1.27 45.00 -17.06 17.06 27.92 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 1.69 45.00 -14.71 14.71 35.21 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 2.12 45.00 -12.38 12.38 41.51 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 2.54 45.00 -10.06 10.06 46.82 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 2.96 45.00 -7.76 7.76 51.15 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 3.39 45.00 -5.48 5.48 54.51 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+L 1 3.81 45.00 -3.27 3.27 49.55 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60Lr+L 1 4.24 45.00 -1.41 1.41 51.00 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 4.66 45.00 1.49 1.49 54.78 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60L 1 5.08 45.00 3.62 3.62 54.22 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0,50Lr+1.60L 1 5.51 45.00 5.77 5.77 56.88 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 5.93 45.00 7.99 7.99 54.51 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 6.35 45.00 10.20 10.20 51.19 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 6.78 45.00 12.40 12.40 46.94 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 7.20 45.00 14.59 14.59 41.76 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 7.62 45.00 16.78 16.78 35.65 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 8.05 45.00 18.96 18.96 28.61 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 8.47 45.00 21.13 21.13 20.66 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 8.89 45.00 23.30 23.30 11.78 1.00 45.05 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 9.32 45.00 25.46 25.46 1.98 1.00 45.05 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 9.74 45.00 27.61 27.61 8.73 1.00 45.05 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 10.16 45.00 29.76 29.76 20.36 1.00 45.05 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 10.59 45.00 31.90 31.90 32.89 1.00 45.05 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 11.01 45.00 34.04 34.04 46.33 1.00 45.05 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 11.44 45.00 36.17 36.17 60.68 1.00 45.05 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 11.86 45.00 38.29 38.29 75.93 1.00 45.05 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 +1.20D+0.50Lr+1.60L 1 12.28 45.00 -20.40 20.40 74.91 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 12.71 45.00 -18.29 18.29 66.20 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+0.50Lr+1.60L 1 13.13 45.00 -16.20 16.20 58.39 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: 2.1.8 Beam on Elastic Foundation Lic. # : KW-06013145 DESCRIPTION: Grid A&C Detailed Shear Information Load Combination File: members.ec6 -- Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing (in) Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+1.60L +1.20D+1.60Lr +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.40D 1 13.55 45.00 -14.12 14.12 51.45 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 13.98 45.00 -12.06 12.06 45.40 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 14.40 45.00 -10.00 10.00 40.23 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 14.82 45.00 -7.96 7.96 35.92 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 15.25 45.00 -5.93 5.93 32.48 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 15.67 45.00 -3.92 3.92 29.90 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 16.09 45.00 -1.98 1.98 29.06 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 16.52 45.00 0.65 0.65 1.03 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 16.94 45.00 2.03 2.03 27.24 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 17.36 45.00 3.98 3.98 28.03 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 17.79 45.00 5.91 5.91 29.64 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 18.21 45.00 7.83 7.83 32.08 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 18.64 45.00 9.73 9.73 35.33 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 19.06 45.00 11.62 11.62 39.38 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 19.48 45.00 13.49 13.49 44.23 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 19.91 45.00 15.33 15.33 49.87 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 20.33 45.00 17.16 17.16 56.30 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 20.75 45.00 18.97 18.97 63.50 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 21.18 45.00 20.76 20.76 71.46 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 21.60 45.00 22.52 22.52 80.18 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 22.02 45.00 24.27 24.27 89.65 1.00 45.05 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 22.45 45.00 25.99 25.99 99.86 1.00 45.05 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 22.87 45.00 27.68 27.68 110.80 1.00 45.05 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 23.29 45.00 29.35 29.35 122.45 1.00 45.05 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 23.72 45.00 30.99 30.99 134.81 1.00 45.05 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 24.14 45.00 -28.21 28.21 139.28 1.00 45.05 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 24.56 45.00 -26.63 26.63 127.27 1.00 45.05 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 24.99 45.00 -25.09 25.09 115.92 1.00 45.05 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 25.41 45.00 -23.58 23.58 105.22 1.00 45.05 PhiVc/2 < Vu <= Not Reqd 1 0.00 0.00 1 25.84 45.00 -22.11 22.11 95.17 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 26.26 45.00 -20.67 20.67 85.74 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 26.68 45.00 -19.28 19.28 76.91 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 27.11 45.00 -17.92 17.92 68.68 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 27.53 45.00 -16.61 16.61 61.01 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 27.95 45.00 -15.34 15.34 53.91 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 28.38 45.00 -14.11 14.11 47.34 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 28.80 45.00 -12.92 12.92 41.30 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 29.22 45.00 -11.78 11.78 35.76 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 29.65 45.00 -10.68 10.68 30.70 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 30.07 45.00 -9.62 9.62 26.11 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 30.49 45.00 -8.61 8.61 21.96 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 30.92 45.00 -7.65 7.65 18.24 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 31.34 45.00 -6.73 6.73 14.93 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 31.76 45.00 -5.85 5.85 12.02 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 32.19 45.00 -5.02 5.02 9.47 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 32.61 45.00 -4.24 4.24 7.27 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 33.04 45.00 -3.50 3.50 5.40 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 33.46 45.00 -2.81 2.81 3.85 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 33.88 45.00 -2.17 2.17 2.59 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 34.31 45.00 -1.57 1.57 1.60 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 34.73 45.00 -1.01 1.01 0.87 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 35.15 45.00 -0.51 0.51 0.37 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 1 35.58 45.00 0.14 0.14 0.02 1.00 45.05 Vu < PhiVc/2 Not Reqd 0.00 0.00 Project Title: Engineer: Project ID: Grid A wall is retained some soil; see below for vertical reinforcement and footing check; Max. retained height is 3'-0" max. per detail 2/S3.01 Cantilevered Retaining Wall Lic. # : KW-06013145 DESCRIPTION: Perimeter wall Criteria Retained Height = 4.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity 200.0 lbs 400.0 lbs 2.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. • 1.89 OK • 1.56 OK = 1,652 lbs • 2.52 in Soil Pressure @ Toe = 994 psf OK Soil Pressure @ Heel = 328 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,288 psf ACI Factored @ Heel = 426 psf Footing Shear @ Toe = 4.3 psi NG Footing Shear @ Heel = 0.0 psi OK Allowable = 2.6 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 589.6 lbs less 100% Passive Force = - 420.1 lbs less 100% Friction Force = - 500.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 :1 Stability = 0.0 lbs OK Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E Soil Data 2.1.9 rue: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems Calculations per ACI 318-11, ACI 530-11, IBC 2012, Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = Soil Density, Toe = Friction Coeff btwn Ftg & Soil = Soil height to ignore for passive pressure = 0.00 in 110.00 pcf 110.00 pcf 0.400 r Lateral Load Applied to Stem Lateral Load = 0.0 plf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction 1.200 1.600 1.600 1.600 1.000 Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy ft= in = in = CBC 2013, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Top Stem 2nd Stem OK 4.00 Concrete 8.00 # 5 18.00 Center Bar Lap/Emb 0.00 Concrete 8.00 # 5 16.00 Center 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.042 lbs = 0.0 ft-I = 146.7 ft-I = 3,531.0 psi = 0.0 psi = 82.2 psf= 100.0 in = 4.00 in= 21.36 in= 21.36 in= 21.36 0.232 570.0 913.7 3,945.8 11.9 82.2 100.0 4.00 21.36 181.87 181.87 psi = 3,000.0 psi = 60,000.0 3,000.0 60,000.0 Project Title: Engineer: Project ID: Project Descr: 2.1.10 Cantilevered Retaining Wall Lic. # : KW-06013145 DESCRIPTION: Perimeter wall File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems Footing Dimensions & Strengths Toe Width = 1.83 ft Heel Width = 0.67 Total Footing Width = 2.50 Footing Thickness = 16.00 in Key Width Key Depth Key Distance from Toe fc = 3 psi Footing Concrete Density Min. As% Cover © Top 3.00 0.00 in 0.00 in = 0.00 ft Fy = 60,000 psi = 150.00 pcf = 0.0018 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,288 426 psf Mu' : Upward = 0 0 ft-lb Mu' : Downward = 0 0 ft-lb Mu: Design = 914 0 ft-lb Actual 1-Way Shear = 4.33 0.02 psi Allow 1-Way Shear = 2.60 2.60 psi Toe Reinforcing = # 5 @ 0.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: As-req > 0.75*Bal% Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil OVERTURNING Force Distance Moment lbs ft ft-lb 640.0 1.78 -50.4 0.61 Total = Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 6" #5@O.in @Toe #5@18.in @ Heel 8.in Conc w/ #5 @ 18.in o/c 8.in Conc w/ #5 @ 16.in o/c • Designer select • 1-10" 8" all horiz. reinf. 110-41 ► 2'-6" RESISTING Force Distance Moment lbs ft ft-lb 1,137.8 Soil Over Heel 1.5 2.50 Sloped Soil Over Heel -30.8 Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = 200.0 * Axial Live Load on Stem = 400.0 Soil Over Toe 100.7 Surcharge Over Toe Stem Weight(s) 450.0 2.16 Earth @ Stem Transitions = 589.6 O.T.M. = 1,107.0 = 1.89 1,652.1 lbs 3" 3" Footing Weight Key Weight Vert. Component 2.00 2.00 0.92 500.0 1.25 3.7 399.3 798.7 92.1 973.5 625.0 Total = 1,252.1 lbs R.M. = 2,093.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 6" 6" 4'-0" 1,-4" 4'-0" 4'-6" SOLID ROCK So �`' STRUCTURAL O N S • 17850 Fitch Irvine, CA 92614 949.418.6722 project by location date sheet no. 2.1.11 client Gravity Design job no. Modular building: Footing Design: DL = 12 psf (roof and floor, typ.) LL=20 psf (roof) LL=100 psf (floor) - conservative for office space Interior footing Isolated footing: Trib. area = 10'x 12' =120 sq.ft) - DL from 1st floor (12psf )x120sq.ft = 1.44 kips - LL from 1st 100psf x120sq.ft = 12 kips DL+LL=14 kips soil bearing capacity = 2 kips Footing area req'd =7 sq.ft Provide 3ft sq. footing See next page for modular channel spanning b/w isolated footing@10ft © Solid Rock Structural Solutions Project Title: Engineer: Project ID: Project Descr: 2.1.12 Steel Beam Lic. # : KW-06013145 DESCRIPTION: C8x11.5 floor girder CODE REFERENCES File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis : Major Axis Bending Unbraced Lengths Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi First Brace starts at 2.0 ft from Left -Most support Regular spacing of lateral supports on length of beam = 2.0 ft D(0.132) L(O.6) C8x11.5 Span = 10.0 ft -X Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.0220, L = 0.10 ksf, Tributary Width = 6.0 ft, (floor) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.537 : 1 C8x11.5 9.294 k-ft 17.299 k-ft +D+L 5.000ft Span # 1 0.144 in 0.000 in 0.178 in 0.000 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios 833 >=360 0 <360 673 >=240. 0 <240.0 Summary of Moment Values Design OK 0.163 : 1 C8x11.5 3.718 k 22.764 k +D+L 0.000 ft Span # 1 Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 2.00 ft 1 0.066 0.032 1.15 1.15 28.89 17.30 Dsgn. L = 2.00 ft 1 0.100 0.019 1.72 1.15 1.72 28.89 17.30 Dsgn. L = 2.00 ft 1 0.104 0.006 1.79 1.72 1.79 28.89 17.30 Dsgn. L = 2.00 ft 1 0.100 0.019 1.72 1.15 1.72 28.89 17.30 Dsgn. L = 2.00 ft 1 0.066 0.032 1.15 1.15 28.89 17.30 +D+L Dsgn. L = 2.00 ft 1 0.344 0.163 5.95 5.95 28.89 17.30 Dsgn. L = 2.00 ft 1 0.516 0.098 8.92 5.95 8.92 28.89 17.30 Dsgn. L = 2.00 ft 1 0.537 0.033 9.29 8.92 9.29 28.89 17.30 Dsgn. L = 2.00 ft 1 0.516 0.098 8.92 5.95 8.92 28.89 17.30 Dsgn. L = 2.00 ft 1 0.344 0.163 5.95 5.95 28.89 17.30 +D+0.750L Dsgn. L = 2.00 ft 1 0.274 0.130 4.75 4.75 28.89 17.30 Dsgn. L = 2.00 ft 1 0.412 0.078 7.12 4.75 7.12 28.89 17.30 Dsgn. L= 2.00 ft 1 0.429 0.026 7.42 7.12 7.42 28.89 17.30 Dsgn. L = 2.00 ft 1 0.412 0.078 7.12 4.75 7.12 28.89 17.30 Dsgn. L = 2.00 ft 1 0.274 0.130 4.75 4.75 28.89 17.30 +0.60D Dsgn. L = 2.00 ft 1 0.040 0.019 0.69 0.69 28.89 17.30 1.57 1.00 0.72 38.02 22.76 1.12 1.00 0.43 38.02 22.76 1.01 1.00 0.14 38.02 22.76 1.12 1.00 0.43 38.02 22.76 1.55 1.00 0.72 38.02 22.76 1.57 1.00 3.72 38.02 22.76 1.12 1.00 2.23 38.02 22.76 1.01 1.00 0.74 38.02 22.76 1.12 1.00 2.23 38.02 22.76 1.55 1.00 3.72 38.02 22.76 1.57 1.00 2.97 38.02 22.76 1.12 1.00 1.78 38.02 22.76 1.01 1.00 0.59 38.02 22.76 1.12 1.00 1.78 38.02 22.76 1.55 1.00 2.97 38.02 22.76 1.57 1.00 0.43 38.02 22.76 Project Title: Engineer: Project ID: Project Descr: 2.1.13 Steel Beam Lic. # : KW-06013145 DESCRIPTION: C8x11.5 floor girder Load Combination Max Stress Ratios Summary of Moment Values File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 2.00 ft 1 0.060 0.011 1.03 0.69 1.03 28.89 17.30 1.12 1.00 0.26 38.02 22.76 Dsgn. L = 2.00 ft 1 0.062 0.004 1.08 1.03 1.08 28.89 17.30 1.01 1.00 0.09 38.02 22.76 Dsgn. L = 2.00 ft 1 0.060 0.011 1.03 0.69 1.03 28.89 17.30 1.12 1.00 0.26 38.02 22.76 Dsgn. L = 2.00 ft 1 0.040 0.019 0.69 0.69 28.89 17.30 1.55 1.00 0.43 38.02 22.76 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1783 5.029 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 0.0000 Values in KIPS 0.000 Overall MAXimum 3.718 3.718 Overall MINimum 0.431 0.431 D Only 0.718 0.718 +D+L 3.718 3.718 +D+0.750L 2.968 2.968 +0.60D 0.431 0.431 L Only 3.000 3.000 SOLID ROCK STRUCTURAL — S — SO L U t I O N S 17850 Fitch Irvine, CA 92614 949.418.6722 project by location date sheet no. 2.2.1 client Lateral Design job no. Seismic Parameter Site Sds = 0.92g (per Geotech report) < Sds of 1.0 used in original module design parameter; Footing design using Sds=1.0 per original calculation for conservative purpose) Modular building: (calculation provided by Acumen Engineering, inc) see calcs in Reference Section Modular building design seismic parameter Sds=1.0 R=6.5 (lightweight wood sheathing shearwall) Cs=0.154 (SD) Total Shear(V) @ 1st = 17,606 lbs (SD) See sheet R-4 Grid B: Tension @ shear wall end = 9006 lbs. See sheet R-5 Weld and Tension rod design: @ grid B weld length req'd. = 9 kips /1.392/3=2.2" weld provided =5" Tension Rod: 9/S3.1 As(req'd)=2x9kips/(0.7)/60ksi=0.43sq. in Provide (4)#6 As(provide) = 1.76 sq.in %req'd/provide = 24.4% See next page for develop length req'd Shear transfer weld (b/w channel & pl.) V(req'd)= 0.91 plf/1.392 /3 = 0.22"/ft weld provided = 2" @ 16" o.c. or 1.5"/ft see 5/S3.1 MODULAR INT. SHEAR WALL END COLUMN @ EA. END OF SHEAR WALL NOT ITY 12" CONCRETE STEM PER STEM & FTG, REINF. NOT SHOWN FOR CLARITY FINISH GRADE 9/S3.1: WIDTH PER PLAN MODULAR BLD'G FLOOR FRAMING (4) #6 REBAR WELD TO BASE PLATE PERO © Solid Rock Structural Solutions Project Title: Engineer: Project ID: Project Descr: 2.2.2 Rebar Development Lic. # : KW-06013145 DESCRIPTION: --None-- Bar ID 1 : File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems Bar Size fc Fy Straight Development Reinf. Location Factor N' t Coating Factor yJ e Lightweight Factor As req'd / As actual Confinement Satisfied ? Bar Clearance Satisfied ? Hooked Development.... Factor for Cover & Confinement As req'd / As actual Epoxy Coated ? Lightweight Concrete ? Splice Lengths.... Class A Splice Class B Splice Compression Splice # 6 3.0 ksi 60.0 ksi 1.0 1 1 0.25 Yes Yes 1 1.00 No No 32.9 in 42.72 in 22.5 in Rebar Area ACI 318-14 Tension Development.. Basic Before Adjustments 0.440 in^2 32.9 in Final after adjustments 12.0 it Compression Development... Basic Before Adjustments Final after adjustments Basic Before Adjustments Final after adjustment 16.4 in 16.4 in 16.4 in 16.4 in develop length provided = 16"-3"=13" OK Additional bars (#4) is also provided in tension developing to footing for Conservative purpose SOLID ROCK STRUCTURAL - miD S O L U t I O N S 17850 Fitch Irvine, CA 92614 949.418.6722 project by location date sheet no. 2.3.1 client Walkway -Gravity & Lateral job no. Deck / Walkway Gravity Design DL = 5.5 psf (1" Thk. composite deck) = 1.5 psf (2x6@16") LL=100 psf Post Design: Trib. area = 5'/2x 11' =27.5 sq.ft) DL = 400 lbs LL = 4000 lbs. See next page for post, joist and beam design Simp. SDS screw shear capacity = 350Ibs/screw; Shear demand @ ledger = (2.5')x(7+100)psf= 270 plf; Use SDS screw @ 6" o.c. Guardrail design: #200Ib @ 48" HT. T=C=200*48/4=2400#; Use MSTI26 ( capacity = 2745#) @ top Use (2) ts22 ( capacity = 1215*(2)= 2430#) @ bottpom Lateral Design: Total trib. area = 5'/2 x 55ft = 138 sq.ft Total DL = 963 lbs. 17.8 14' 2.1 kips Assume Cs = 1.0 for conservative reason; V = 1 kip Rho = 1.3 EQ= 1.3 kips Tension in cross bar = 2.1 kips (11' run x 14' rise ) 3/8" dia. rod used; T capacity = 0.11 sq.ft x 36ksi x 0.7 = 2.77 kips > 2.1 kips; OK See detail 5/S3.2 Washer design: 6x6 post design for bearing perpendicular to grain: Fc perp. =625 psi; Cm=Ct=1.0; Cb=1.38 (NDS2015); F'c perp.=862.5 psi; use 1.5" SQ.x 3/16" Thk. washer; Max. Uplift = 1.78 kips resisted by 1/S-3.02- Simpson CB ; See 2.3.10 for ICC report Brace (5/S3.02) 11' EQ=1.3 kips 1.66 kip Footing for Uplift: Min. Resisting DL for uplift = 0.9D; D(min.)=1.66 kips/0.9=1.84 kips; FTG Dim.=2.5'SQ.x1' Thk DL= deck @ (2) levels + (12" soil over footing) + 12"sq.x18" tall pedestal + isolated FTG. = (2)x7psf x 11'x2.5' + 1'x(2.5^2-1)x110pcf + 1 sq.ft x1.5' x 150 pcf + 2.5ft^2 x 1' x 150pcf = 385 lbs. + 577 lbs. + 225 lbs. + 937 lbs. = 2124 lbs. > 1840 lbs. Uplift adequate; Min. reinf. = 0.0018x30x12=0.648 sq.in; Use (3)#5 © Solid Rock Structural Solutions Project Title: Engineer: Project ID: Project Descr: 2.3.2 Wood Column Lic. # : KW-06013145 DESCRIPTION: Landing Post (no lateral) Code References Calculations per 2015 NDS, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non -slender calculations ) Wood Species Douglas Fir -Larch Wood Grade No.1 Fb + 1,000.0 psi Fv Fb - 1,000.0 psi Ft Fc - PrIl 1,500.0 psi Density Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending Basic 1,700.0 Minimum 620.0 15 ft 180.0, psi 675.0 psi 31.210 pcf y-y Bending 1,700.0 620.0 Applied Loads Column self weight included : 98.344 lbs * Dead Load Factor AXIAL LOADS... landing: Axial Load at 15.0 ft, D = 0.450, L = 4.0 k DESIGN SUMMARY Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area lx ly Axial 1,700.0 ksi 6x6 Graded Lumber Sawn 5.50 in 5.50 in 30.250 inA2 76.255 inA4 76.255 inA4 Allow Stress Modification Factors Cf or Cv for Bending Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built-up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : Unbraced Length for buckling ABOUT Y-Y Axis = 15 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 15 ft, K = 1.0 X-X (width) axis : Y-Y (depth) axis : 1.0 1.0 1.0 1.0 1.0 1.0 1.0 NDS15.3.2 No Service loads entered. Load Factors will be applied for calculations. 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 0.3422 :1 +D+L Comp Only, fc/Fc' 0.0 ft 4.548 k 0.0 k-ft 0.0 k-ft 439.411 psi 0.0 : 1 +0.60D 15.0 ft 0.0 psi 288.0 psi Maximum SERVICE Lateral Load Reactions.. Top along Y-Y 0.0 k Bottom along Y-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at for load combination : n/a Along X-X 0.0 in at for load combination : n/a Other Factors used to calculate allowable stresses... Bending Compression 0.0 ft above base 0.0 ft above base 0.0 k 0.0 k Tension Load Combination CD Cp Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location D Only +D+L +D+0.750L +0.60D Maximum Reactions 0.900 0.322 1.000 0.293 1.250 0.239 1.600 0.189 0.04171 PASS 0.3422 PASS 0.2620 PASS 0.02393 PASS 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 0.0 0.0 0.0 PASS PASS PASS PASS 15.0 ft 15.0 ft 15.0 ft 15.0 ft Note: Only non -zero reactions are listed. Load Combination D Only +D+L +D+0.750L 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 0.548 4.548 3.548 Project Title: Engineer: Project ID: Project Descr: 2.3.3 Wood Column Lic. # : KW-06013145 DESCRIPTION: Landing Post (no lateral) Maximum Reactions File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems Note: Only non -zero reactions are listed. Load Combination 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 +0.60D L Only Maximum Deflections for Load Combinations 0.329 4.000 Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only +D+L +D+0.750L +0.60D L Only Sketches 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft +X 5.50 in 4 450k 4 450k Project Title: Engineer: Project ID: Project Descr: 2.3.4 Wood Beam Lic. # : KW-06013145 DESCRIPTION: Landing girder CODE REFERENCES File: members.ec6 Software copyright ENERCALC, INC.1983-2020, Build:12.20.8.24 Solid Rock Structural Systems Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir -Larch Fc - Perp Wood Grade : No.1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.0175) L(0.25) Fb + Fb 1,000.0 psi 1,000.0 psi Fc - PrIl 1,500.0 psi 625.0 psi 180.0 psi 675.0 psi E : Modulus of Elasticity Ebend- xx 1,700.0 ksi Eminbend - xx 620.0 ksi Density 31.210pcf l F 6x8 Span = 11.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0070, L = 0.10 ksf, Tributary DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb: Actual = Fb: Allowable = Load Combination Location of maximum on span Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Width = 2.50 ft, (landing) 0.973: 1 Ma 6x8 973.07 psi 1,000.00 psi +D+L 5.500ft Span # 1 0.252 in 0.000 in 0.279 in 0.000 in Ratio = Ratio = Ratio = Ratio = Maximum Forces & Stresses for Load Combinations Service loads entered. Load Factors will be applied for calculations. ximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 523 >=360 0 <360 473 >=240 0 <240 Design OK 0.274 : 1 6x8 49.23 psi 180.00 psi +D+L 10.398 ft Span # 1 Load Combination Segment Length Max Stress Ratios Span # M V Cd C FN C i Cr Moment Values C t CL M fb F'b Shear Values V fv F'v D Only Length = 11.0 ft 1 0.103 0.029 0.90 +D+L Length =11.0 ft 1 0.973 0.274 1.00 +D+0.750L Length = 11.0 ft 1 0.602 0.169 1.25 +0.60D Length = 11.0ft 1 0.035 0.010 1.60 Overall Maximum Deflections 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 0.40 93.07 4.18 973.07 3.24 753.07 0.24 55.84 0.00 900.00 0.00 1000.00 0.00 1250.00 0.00 1600.00 0.00 0.13 0.00 1.35 0.00 1.05 0.00 0.08 0.00 4.71 0.00 49.23 0.00 38.10 0.00 2.83 0.00 162.00 0.00 180.00 0.00 225.00 0.00 288.00 Load Combination +D+L Span Max. "-" Defl Location in Span 1 0.2787 5.540 Load Combination Max. "+" Defl Location in Span 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: 2.3.5 Wood Beam Lic. # : KW-06013145 DESCRIPTION: Landing girder Vertical Reactions Load Combination Support notation : Far left is #1 Support 1 Support 2 File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems Values in KIPS Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 1.520 1.375 0.145 1.520 1.177 0.087 1.375 1.520 1.375 0.145 1.520 1.177 0.087 1.375 Project Title: Engineer: Project ID: Project Descr: 2.3.6 Wood Beam Lic. # : KW-06013145 DESCRIPTION: STAIR Mid. support CODE REFERENCES File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir -Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced Fb + 1,000.0 psi Fb - 1,000.0 psi Fc - Prll 1,500.0 psi Fc - Perp 625.0 psi Fv 180.0 psi Ft 675.0 psi D(0.07) L(1) b E : Modulus of Elasticity Ebend- xx 1,700.0 ksi Eminbend - xx 620.0 ksi Density 31.210 pcf X 6x6 Span = 3.50 ft Applied Loads Uniform Load : D = 0.0070, L = 0.10 ksf, Tributary Width = 10.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces & Stresses for 0.709: 1 6x6 709.05 psi 1,000.00 psi +D+L 1.750ft Span # 1 0.026 in 0.000 in 0.028 in 0.000 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = Load Combinations 1603 >=360 0 <360 1498 >=180 0<180 Design OK 0.384 : 1 6x6 69.13 psi 180.00 psi +D+L 3.053 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V C CFN Ci Cr Cm Moment Values Shear Values C t CL M fb F'b V fv F'v D Only Length = 3.50 ft 1 0.052 0.028 0.90 +D+L Length = 3.50 ft 1 0.709 0.384 1.00 +D+0.750L Length = 3.50 ft 1 0.435 0.235 1.25 +0.60D Length = 3.50 ft 1 0.017 0.009 1.60 Overall Maximum Deflections 0.00 0.00 0.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 0.11 46.39 900.00 0.09 4.52 162.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 1.64 709.05 1000.00 1.39 69.13 180.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 1.26 543.38 1250.00 1.07 52.98 225.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 0.06 27.83 1600.00 0.05 2.71 288.00 Load Combination +D+L Span Max. " " Defl Location in Span Load Combination 1 0.0280 1.763 Max. "+" Defl Location in Span 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: 2.3.7 Wood Beam Lic. # : KW-06013145 DESCRIPTION: STAIR Mid. support Vertical Reactions Support notation : Far left is #1 File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 1.873 1.750 0.123 1.873 1.435 0.074 1.750 1.873 1.750 0.123 1.873 1.435 0.074 1.750 Project Title: Engineer: Project ID: Project Descr: 2.3.8 Wood Beam Lic. # : KW-06013145 DESCRIPTION: Landing joist CODE REFERENCES File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Douglas Fir -Larch No.2 Beam Bracing : Completely Unbraced X a F Fb + 900.0 psi Fb - 900.0 psi Fc - Prll 1,350.0 psi Fc - Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi D(0.009331) L(0.1333) E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210pcf Repetitive Member Stress Increase 2x6 Span = 6.0 ft X a Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0070, L = 0.10 ksf, Tributary DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Width = 1.333 ft, (landing) 0.822 1 Ma 2x6 1,031.22 psi 1,255.16 psi +D+L 3.000ft Span # 1 0.117 in Ratio = 0.000 in Ratio = 0.127 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Service loads entered. Load Factors will be applied for calculations. ximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 612 >=360 0 <360 565 >=240 0 <240 Design OK 0.374 : 1 2x6 67.27 psi 180.00 psi +D+L 0.000 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN C Cr Moment Values Ct CL M fb Shear Values F'b V fv F'v D Only Length = 6.0 ft 1 0.069 0.032 0.90 +D+L Length = 6.0 ft 1 0.822 0.374 1.00 +D+0.750L Length = 6.0 ft 1 0.528 0.230 1.25 +0.60D Length = 6.0 ft 1 0.027 0.011 1.60 Overall Maximum Deflections 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.15 1.15 1.15 1.15 1.15 1.15 1.15 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 0.94 0.94 0.93 0.93 0.89 0.89 0.81 0.05 79.40 0.65 1,031.22 0.50 793.27 0.03 47.64 0.00 1144.33 0.00 1255.16 0.00 1501.61 0.00 1748.69 0.00 0.03 0.00 0.37 0.00 0.28 0.00 0.02 0.00 5.18 0.00 67.27 0.00 51.75 0.00 3.11 0.00 162.00 0.00 180.00 0.00 225.00 0.00 288.00 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1273 3.022 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: 2.3.9 Wood Beam Lic. # : KW-06013145 DESCRIPTION: Landing joist Vertical Reactions Support notation : Far left is #1 File: members.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Solid Rock Structural Systems Values in KIPS Load Combination Support1 Support2 Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only 0.433 0.400 0.033 0.433 0.333 0.020 0.400 0.433 0.400 0.033 0.433 0.333 0.020 0.400 ESR-3050 I Most Widely Accepted and Trusted 2.3.10 Page 10 of 17 TABLE 6-ALLOWABLE STRESS DESIGN (ASD) LOADS FOR CB COLUMN BASES - 2500 psi CONCRETE12,3'4,5,s,7,e,e,1° Wind and SDC A & B - Allowable Loads (lbs.) Model No. Nominal Column Size Material Dimensions Column Fasteners Uncracked Cracked Download" Strap (Ga x Width) Base (Ga) W1 W2 D Nails Machine Bolts Qty. Dia. Uplift Uplift CB44 4x4 7 ga x 2 7 39/16 39/1s 8 NA 2 5/8 6,445 4,510 19,020 CB46 4x6 7 ga x 2 7 39/16 51/2 8 NA 2 5/8 6,445 4,510 28,585 CB48 4x8 7 ga x 2 7 39/10 71/2 8 NA 2 5/8 6,445 4,510 35,970 CB66 6x6 7 ga x 3 7 51/2 51/2 8 NA 2 5/8 6,445 4,510 30,250 CB68 6x8 7 ga x 3 7 51/2 71/2 7 NA 2 5/8 6,445 4,510 41,250 LCB44 4x4 12 ga x 2 16 39/16 31/2 61/2 12 - 16d 2 1/2 1,125 790 19,020 LCB66 6x6 12 ga x 2 16 51/2 51/2 51/2 12 - 16d 2 1/2 1,125 790 30,250 SDC C-F - Allowable Loads (lbs.) Model No. Nominal Column Size Material Dimensions Column Fasteners Uncracked Cracked Download'' Strap (Ga x Width) Base (Ga) W1 W2 D Nails Machine Bolts Qty. Dia. Uplift Uplift CB44 4x4 7 ga x 2 7 39/16 39/1s 8 NA 2 5/8 5,640 3,945 19,020 CB46 4x6 7 ga x 2 7 39/16 51/2 8 NA 2 5/8 5,640 3,945 28,585 CB48 4x8 7 ga x 2 7 39/16 71/2 8 NA 2 5/8 5,640 3,945 35,970 5/8 CB66 6x6 7 ga x 3 7 51/2 51/2 8 NA 2 5,640 3,945 30,250 CB68 6x8 6 ga x 3 7 51/2 71/2 7 NA 2 5/8 5,640 3,945 41,250 LCB44 4x4 12 ga x 2 16 39/16 31/2 61/2 12 - 16d 2 1/2 985 690 19,020 LCB66 6x6 12 ga x 2 16 51/2 51/2 51/2 12 - 16d 2 1/2 985 690 30,250 For SI: 1 in = 25.4 mm, 1 lbs = 4.45 N, 1 psi = 6.895 kPa. 1See Figure 6 for dimension variables and installation requirements. 2Multiply Seismic and Wind ASD load values by 1.43 or 1.67 respectively to obtain LRFD capacities. 31n accordance with IBC Section 1613.1, detached one- and two-family dwellings in Seismic Design Category (SDC) C may use "Wind and SDC A & B" allowable loads. 4Minimum side cover required is 3" for CB and 2" for LCB. See Figure 6 and Section 5.9 of this report. Post bases do not provide adequate resistance to prevent members from rotating about the base, therefore, alternative means to provide lateral resistance must be provided. 6Minimum foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others. See Section 5.9 and 5.10 of this report. 7NAILS: 16d = 0.162" dia. X 31/2" long. 3See Section 3.2.2 for wood post requirements. 9Allowable load values for column bases for which both nail and bolt fasteners are shown are for one fastener type or the other; nails and bolts shall not be used in combination in any single installation. 10Allowable loads must be reduced where limited by the design capacity of the wood member or supporting concrete, whichever is lower. 11Allowable download determined in accordance with NDS Section 3.10.1 using DF-L No. 2 for 4x posts and DF-L No. 1 for 6x posts, with CD = 1.00, and with no incising factor C,. Download must be adjusted for incised lumber and/or other species and grades. Min o Min Side Cover Q I 4 Side Cover 3" for CB, 5 3" for CB, 2" for LCB -- ' .a 2" for LCB Typical CB/LCB Installation ("D" is minimum embedment depth.) CB FIGURE 6 SOLID ROCK - STRUCTURAL - imp S O L U t I O N S 17850 Fitch Irvine, CA 92614 949.418.6722 project by location date sheet no. client job no. Reference Original Calculation R1-R5 Geotech Report R6 N ©Solid Rock Structural Solutions Project P(MTIZ., t't 41 Ef N - U 17PL4\1 ,R% Location: Roof Rafter Roof Rafter [2013 California Building Code(2012 NOS)) 1.5 INx 7.25 1Nx 11.5 FT ©24O.C. #2 - Hem -Fir - Dry Use Section Adequate By: 51.7% Controlling Factor: Moment Kevin C. Day, P.E. Acumen Engineering, Inc. 12808 South 600 East Draper, UT 84020 R1 StruCalc Version 9.0.1.4 3/11/2015 4:55:20 PM Page 4,01 of DEFLECTIONS Center Live Load 0.26 IN U543 Dead Load 0.15 in Total Load 0.41 IN U339 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 RAFTER REACTIONS Upper Live Load © A Upper Dead Load @ A Upper Total Load @A Lower Live Load (i B Lower Dead Load © B Lower Total Load (0 B LOADS REACTIONS 115 plf 230 lb 69 plf 138 lb 184 pif 368 lb 115 pif 230 lb 69 pif '138 lb 184 pif 368 lb RAFTER SUPPORT DATA A Bearing Length 0.61 in 0.61 in RAFTER DATA Interior Span Length 11.5 ft Rafter Pitch 0.25 :12 Roof sheathing applied to top of joists -top of rafters fully braced. Roof Duration Factor 1.25 Peak Notch Depth 0.00 Base Notch Depth 0.00 LOADING DIAGRAM 11.5 ft DL used at modular roof RAFTER LOADING Uniform Roof Loading Roof Live Load: 11= Roof Dead Load: DL = 20 psf 12 psf MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp.1 to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1466 psi Cd-1. 25 CF=1. 20 Cr=1.15 Fv = 150 psi Fv' = 188 psi Cd=1.25 E = 1300 ksi E' = 1300 ksi Fc - = 405 psi Fc - = 405 psi Controlling Moment: 1058 ft-lb 5.749 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -331 lb At a distanced from right support of span 2 (Center Span) Created by combining ail dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear. Sod Eraldad 8.66 In3 13.14 in3 2.65 in2 10.88 in2 25.27 In4 47.63 in4 1058 ft-tb 1606 ft-lb -331 lb 1359 lb Slope Adjusted Spans And Loads Interior Span: L-adj = Eave Span: L-Eave-adj = Rafter Live Load: Eave Live Load: Rafter Dead Load: Rafter Total Load: Eave Total Load: wL-adj = wL-Eave-adj = wD-adj = wT-adj = wT-Eaveadj = 11.5 0 40 40 24 64 64 ft ft pif pif pif Pif plf NOTES ,'�u1.7t t- 21210 10 Project i7,71 jj M k 1 P4 L- Location: Uniformly Loaded Floor Beam Uniformly Loaded Floor Beam [2013 California Building Code(AISC 14th Ed ASD)] A36 C8x11.5 x 10.0 FT Section Adequate By. 102.5% Controlling Factor. Moment DEFLECTIONS Center Live Load 0.14 IN U838 Dead Load 0.02 in Total Load 0.16 IN L7736 Live Load Deflection Criteria: U360 Kevin C. Day, P.E. Acumen Engineering, Inc. 12808 South 800 East Draper, UT 84020 R2 StruCalc Version 9.0.1.4 3/17/2015 2:28:00 PM Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 3000 lb 3000 lb 418 lb 418 lb 3418 lb 3418 lb 0.94 in 0.94 in BEAM DATA to Span Length 10 ft Unbraced Length -Top 2 ft STEEL PROPERTIES C8x11.5 - A36 Properties: Yield Stress: Modulus of Elasticity: Depth: Web Thickness: Flange Width: Flange Thickness: Distance to Web Toe of Fillet Moment of Inertia About X-X Axis: Section Modulus About X-X Axis: Plastic Section Modulus About X-X Axis: Fy = E_ d= tw = bf = tf= k= Ix = Sx = Zx= Design Properties per MSC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = Allowable Flange Buckling Ratio: AFBR = Web Buckling Ratio: WBR = Allowable Web Buckling Ratio: AWBR = Controlling Unbraced Length: Lb = Limiting Unbraced Length - for lateral -torsional buckling: Lp = Nominal Flexural Strength w/ safety factor: Mn = Controlling Equation: F2-1 Web height to thickness ratio: hftw = Limiting height to thickness ratio for eqn. G2-2: hltw-limit = Cv Factor. Cv = Controlling Equation: G2-3 Nominal Shear Strength w/ safety factor. Vn = Controlling Moment: 5.0 ft from left support Created by combining all dead and live loads. Controlling Shear: At support. Created by combining all dead and live loads. Comparisons with required sections: Moment of Inertia (deflection): Moment Shear. NOTES 8544 ft-lb -3418 lb 36 ksi 29000 ksi 8 in 0.22 in 2.26 in 0.39 in 0.94 in 32.5 In4 8.14 in3 9.63 in3 2.9 10.79 27.84 106.72 2ft 2.59 ft 17299 ft-lb 27.84 83.58 1 22764 lb Read Provided 13.96 in4 32.5 In4 8544 ft-lb 17299 ft-lb -3418 lb 22764 lb LOADING DIAGRAM 10ft DL used at modular floor FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width FLL = FDL = FTW = Side 1 100 psf 12 psf 6 ft Side 2 O psf O psf O ft Wall Load WALL = 0 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wl = 600 plf wD = 72 plf BSW = 12 pif wT = 884 plf Acumen Engineering, Inc. 12808 South 600 East Draper, UT 84020 801-571-9877 acumeneng@msn.com JOB TITLE 2 Story Modular Office Los Angeles, CA JOB NO. CALCULATED BY CHECKED BY SHEET NO. DATE DATE _ .,,._ .._._., Seismic Loads: ASCE 7-10 Risk Category : II Importance Factor (I) : 1.00 Site Class : D Ss (0.2 sec) = S1 (1.0sec)= Fa = 1.000 Fv = 1.500 150.00 %g 60.00 %g Sms = Sm 1 = Seismic Design Category = D Number of Stories: 2 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity 1.500 0.900 Strength Level Forces Modular Unit design parameter SDs = 1.000 Design Category = D Sol = 0.600 Design Category = D Proposed site Sds = 0.92 < 1.0 Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame (wood) walls with structural wood shear panels System Structural Height Limit: 65 ft Actual Structural Height (hn) = 30.4 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 6.5 Over -Strength Factor (Do) = Deflection Amplification Factor (Cd) = SDs = SD1 = 2.5 4 1.000 0.600 Seismic Load Effect (E) = p QE +/- 0.2Sos D Special Seismic Load Effect (Em) = = p QE +/- 0.200D Do QE +/- 0.2SDs D = 2.5 QE +/- 0.200D PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permitted Building period coef. (CT) = 0.020 Approx fundamental period (Ta) = CThn User calculated fundamental period (T) = Long Period Transition Period (TL) = ASCE7 map = Seismic response coef. (Cs) = Spsl/R = need not exceed Cs = Sd1 I /RT = but not less than Cs = 0.5*S1 f/R = p = redundancy coefficient QE = horizontal seismic force D = dead load Cu = 1.40 0.259 sec x= 0.75 Tmax = CuTa = 0.363 0 sec Use T = 0.259 4 0.154 0.356 0.046 USE Cs = 0.154 Model & Seismic Response Analysis ALLOWABLE STORY DRIFT (SD) Design Base Shear V = 0.154W - Permitted (see code for procedure) Structure Type: All other structures Allowable story drift = 0.020hsx where hsx is the story height below level x t4i A i•J L- - e-61,3‘7117 - *0)4M1G �f17 i G1� 1 -1> Zits x k7 R4 5, Lv 2.N� 271-D1Y 5-r11 -1 7h (3) units of 12'x60' ' a.[(%',5x�oDi�l2>+ 14t- p r iz 1M L.a + V1 a,15i [(s%; a ( to f- {v �V Pt. pi, 124. 8z )(o;(i.)Icy rts?vrar) .0`r<T2 /1'-r. tar r-) -r-o°-2i5(2��=a,.11 47 < 49,-7 4tsG et) Lam a� 1-awvr� sfi`i swU�, �%fi - G9z -h 12, a52-- _ Li, 606, �� v►,s (i'z @ Grid B R5 g.v--) t1V1f ' - 17, %•a & C o Pt r - 'I'( t4 t -/I 49" ,or,4r r fio £1 C7 ti✓ Vv} -8d NF4Lb p-- 3'" toix01-7 1 Vf plov7, 1 PV 12 N1IN�► (z,) (v) 01e7o 171 v-- p . M INS Ibv1717, 1 A 1 g'ueiV I1„try =°iia(9,L,)z- (IA*-1)(c1,4,�)(8) = e,00 8f =o 6,0v(58) 1o6'6 .47fiUp 411 [ aF vocIt t,) w1T it '7.17 a, C'Z- J' (tc )(t,1.5)(1,6� wood. Rs Wood Environment & Infrastructure Solutions, Inc. 6001 Rickenbacker Road Los Angeles, CA 90040-3031 USA T: +1 323.889.5300 www.woodplc.com November 13, 2020 Project 4953-20-0781 Mr. Cary Brooks Senior Project Manager Real Estate Construction Operations (REFCO) Hoag Memorial Hospital Presbyterian 510 Superior Avenue, Suite 290 Newport Beach, California 92663 Subject: Report of Geotechnical Consultation Proposed Temporary Modular Building Hoag Memorial Hospital Presbyterian Newport Beach, California Dear Mr. Brooks: This letter presents the results of our geotechnical consultation in support of the proposed temporary modular building on the lower campus of Hoag Memorial Hospital Presbyterian in Newport Beach, California. Our services have been provided in general accordance with our proposal dated October 13, 2020, as authorized by your Purchase Order No. 1706634CAP, dated November 4, 2020. Mr. Roger Paul Young of Solid Rock Structural Solutions, Inc. and Mr. Barry Paxson of Howe Bonney & Associates have provided us with details and plans for the project. Our professional services have been performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, express or implied, is made as to the professional advice included in this report. 1.0 SCOPE We previously performed geotechnical investigations for numerous projects at the existing hospital campus, including for the existing Advanced Technology Pavilion (ATP, originally known as the Employee Child Care Center) which is located immediately south of the proposed project site. The results of this nearby investigation were submitted in a report dated April 20, 1990 (our Job No. LCA 089083.AEB). We also provided inspection and testing services during grading and construction for the existing ATP Building, the results of which were documented in a report dated December 17, 1990 (our Job No. LCA 090038.B). Our services have been authorized to review our prior data and evaluate the applicability of the foundation recommendations provided in our prior report for the ATP building. We were also to provide the mapped seismic design parameters in accordance with the 2019 California Building Code (CBC) and ASCE 7-16. The 'Wood' is a trading name for John Wood Group PLC and its subsidiaries 40 • Hoag Memorial Hospital Presbyterian Report of Geotechnical Consultation — Proposed Temporary Modular Building Project 4953-20-0781 Page 2 November 13, 2020 assessment of general site environmental conditions for the presence of contaminants in the soils and groundwater of the site was beyond the scope of our current services. 2.0 PROJECT INFORMATION The proposed project is to consist of a new temporary modular building located approximately 80 feet north of northernmost portion of the existing ATP Building and 10 feet south of the base of an existing retaining wall, which is approximately 28 feet in height. The modular building will be 2 stories in height with a total height of approximately 28 feet above grade. New paving/hardscape is also planned around the building. The new modular building will consist of 6 trailers per level and will measure approximately 120 feet in length and 35 feet in width. An approximately 5-foot high landscaped slope is located immediately south of the proposed modular building; the slope descends at inclinations of between approximately 3:1 (horizontal:vertical) and 6:1 toward the site. An approximately 15-foot high ascending slope (inclination of approximately 21/2:1) is located behind the retaining wall to the north. 3.0 CONCLUSIONS AND RECOMMENDATIONS 3.1 General Our previous exploration boring for the existing ATP Building encountered approximately 4 feet of undocumented fill soil which would not be considered suitable for support of the proposed modular building on conventional spread/continuous footings. The proposed modular building site is located outside of the limits of grading performed and observed by our firm during the original construction of the existing ATP Building. However, the grade at the location of the proposed modular building site has been lowered significantly since the time of our investigation for the existing ATP Building as part of that construction and/or as part of the subsequent grading and construction of the existing retaining wall north of the site. Therefore, a lesser thickness of undocumented fill soils should be expected beneath the footprint of the proposed modular building. The foundation recommendations contained in our report for the existing ATP Building may be used for the design of the foundations for the proposed modular building. Updated recommendations for seismic design parameters and for paving for the proposed modular building project are presented below. Our report for the existing ATP Building is attached to this letter for reference. 3.2 Seismic Design Parameters We have determined the mapped seismic design parameters in accordance with the 2019 CBC and ASCE 7-16 Standard (ASCE, 2017) using the SEAOC/OSHPD Seismic Design Map Tool. The CBC Site Class was determined to be Site Class "D" based on the results of our prior explorations and a review of the local soil and geologic conditions. The mapped seismic parameters may be taken as presented in the table on the following page: Hoag Memorial Hospital Presbyterian Report of Geotechnical Consultation — Proposed Temporary Modular Building Project 4953-20-0781 Page 3 Parameter Mapped Value Ss Si Project Site Class Fa Fv SMs = FaSs (0.2 second period) SM1 = FvS1(1.0 second period) SDS = 2/3 x SMs (0.2 second period) SD1 = 2/3 x SM1 (1.0 second period) 1.39g* 0.49g* D 1.0 1.7 1.39g* 0.84g* 0.92g* 0.56g* By: MM 11/12/2020 Checked: LT 11/13/2020 November 13, 2020 *It should be noted that, based on the project Site Class and the Si value, per Section 11.4.8 of ASCE 7-16, a site - specific ground motion hazard analysis would be required unless one of the three exceptions listed under Section 11.4.8 of ASCE 7-16 is utilized. Based on the nature of the proposed structure, we have assumed that one of the three exceptions listed under Section 11.4.8 of ASCE 7-16 could be applied without overly burdensome cost impacts so that a site -specific ground motion hazard analysis will not be required. 3.3 Paving To provide support for paving, the subgrade soils should be prepared as recommended in the grading section of our previous report. Compaction of the subgrade, including trench backfills, to at least 90%, and achieving a firm, hard, and unyielding surface will be important for paving support. The preparation of the paving area subgrade should be performed immediately prior to placement of the base course. Proper drainage of the paved areas should be provided since this will reduce moisture infiltration into the subgrade and increase the life of the paving. Based on our prior nearby test data, an R-value of 40 was assumed for design. The R-value should be confirmed during grading. Asphalt Concrete Paving The required paving and base thicknesses will depend on the expected wheel loads and volume of traffic (Traffic Index or TI). Assuming that the paving subgrade will consist of the on -site or comparable soils compacted to at least 90%, the minimum recommended paving thicknesses are presented in the following table. Assumed Traffic Index Asphalt Concrete Base Course (Inches) (Inches) 4 (Automobile Parking) 5 (Driveways with Light Truck Traffic) 6 (Driveways with Heavy/Fire Truck Traffic) 4 4 4 The asphalt paving sections were determined using the Caltrans design method. We can determine the recommended paving and base course thicknesses for other Traffic Indices if required. Careful inspection is recommended to verify that the recommended thicknesses or greater are achieved, and that proper construction procedures are followed. Hoag Memorial Hospital Presbyterian Report of Geotechnical Consultation — Proposed Temporary Modular Building Project 4953-20-0781 Page 4 November 13, 2020 Portland Cement Concrete Paving Portland cement concrete paving sections were determined in accordance with procedures developed by the Portland Cement Association. Concrete paving sections for a range of Traffic Indices are presented in the following table. We have assumed that the portland cement concrete will have a compressive strength of at least 3,000 pounds per square inch and that the paving subgrade will consist of the on -site or comparable soils compacted to at least 90% as recommended. Assumed Traffic Index Concrete Paving Base Course (Inches) (Inches) 4 (Automobile Parking) 5 (Driveways with Light Truck Traffic) L6 (Driveways with Heavy/Fire Truck Traffic) 61/2 7 4 4 71/2 4 The paving should be provided with joints at regular intervals no more than 15 feet in each direction. Load transfer devices, such as dowels or keys, are recommended at joints in the paving to reduce possible offsets. The paving sections in the above table have been developed based on the strength of unreinforced concrete. Steel reinforcing may be added to the paving to reduce cracking and to prolong the life of the paving. Base Course The base course for both asphaltic and concrete paving should meet the specifications for Class 2 Aggregate Base as defined in Section 26 of the latest edition of the State of California, Department of Transportation, Standard Specifications. Alternatively, the base course could meet the specifications for untreated base as defined in Section 200-2 of the latest edition of the Standard Specifications for Public Works Construction. The base course should be compacted to at least 95%. It has been a pleasure to be of professional service to you. Please contact us if there are any questions or if we can be of further assistance. Sincerely, Wood Environment & Infrastructure Solutions, Inc. Lan Anh Tran Senior Enginee, Reviewed by: �gFOTEoGA Mark A. Murphy �Focen1.o Principal Geotechnical Engineer Project Manager 11LAX-FS11projects14953 Geotech12020-proj1200781 Hoag Lower Campus Modular Building103 DocCtrl\Final Report14953-20-0781101.doc\MM:mm (submitted electronically) Attachment: Report of Geotechnical Investigation, dated April 20, 1990 • • REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED EMPLOYEE CHILD CARE CENTER 4050 WEST COAST HIGHWAY NEWPORT BEACH, CALIFORNIA FOR HOAG MEMORIAL HOSPITAL PRESBYTERIAN (LCA 089083.AEB) APRIL 20, 1990 • • • April 20, 1990 Hoag Memorial Hospital Presbyterian 301 Newport Boulevard Box Y GPC No. 445G-90 Newport Beach, California 92658-8912 (LCA O89083.AEB) Attention: Mr. Leif Thompson Project Manager Gentlemen: Our "Report of Geotechnical Investigation, Proposed Employee Child Care Center, 4050 West Coast Highway, Newport Beach, California, for Hoag Memorial Hospital Presbyterian" is herewith submitted. The scope of the investigation was planned in collaboration with Mssrs. F. W. Evins and Leif Thompson. The investigation, which supplements prior work at the site, was authorized to provide design recommendations for the proposed building and to comply with a March 21, 1990 City of Newport Beach Review letter. The results of our investigation and design recommendations are presented in the report. We appreciate this opportunity to be of professional service. Please contact us if you should have any questions or require additional information. Respectfully submitted, LeROY CRANDALL AND ASSOCIATES Mervin E. Johnson, C.E.G. 26 Director of Geological Services Vice President Mark M. Kirkgal(d, Ph.D. Senior Engineer R15/mae (6 copies submitted) cc: (4) Kennith Clark Associates (1) Merrill E. Wright f lo. 471 Exp.6-30-90 j 2, �qJF c` '0/.i • • TABLE OF CONTENTS Text Page No. Summary 1 Scope 3 Prior Studies 4 Project Description 5 Site Conditions 5 Explorations and Tests 6 Field Investigation 6 Laboratory Testing 6 Geology 6 General 6 Geologic Materials 7 Geologic Structure 7 Ground Water 8 Geologic Hazards 9 Faults 9 Seismicity 12 Flooding, Tsunamis and Seiches 13 Liquefaction 14 Seismic Settlement, Differential Compaction and Subsidence 14 Slope Stability 14 Expansive Soils 15 Slope Stability Analyses 15 Gross 15 Surficial 16 Conclusions and Recommendations 16 Geologic -Seismic Evaluation 16 Foundations 17 General 17 Bearing Value 17 Lateral Loads 18 Fooling Observation 18 BackfiIl 18 Grading 19 General 19 Excavation 19 Compaction 19 Material for Fill 20 Grading Observation 20 Subdrain 21 • • • TABLE OF CONTENTS (Continued) Text Conclusions and Recommendations (continued) Floor Slab Support Paving Gas Protection System Basis for Recommendations References Appendix - Explorations and Laboratory Tests Plates Site Plan Geologic Map/Plot Plan Geologic Section Slope Stability Analysis Surficial Stability Analysis Log of Boring Unified Soil Classification System Direct Shear Test Data Consolidation Test Data Compaction Test Data Expansion Index Test Data "R" Value Test Data Page No. 22 23 24 24 26 Plate No. 1 2 3 4 5 A-1.1 and A-1.2 A-2 A-3 A-4.1 and A-4.2 A-5 A-6 A-7.1 through A-7.4 • • • REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED EMPLOYEE CHILD CARE CENTER 4050 WEST COAST HIGHWAY NEWPORT BEACH, CALIFORNIA FOR HOAG MEMORIAL HOSPITAL PRESBYTERIAN LCA O89083.AEB Page 1 • • • SUMMARY A geotechnical investigation has been performed for a proposed child care center at the Hoag Memorial Hospital Presbyterian campus. The proposed building will be a modular structure with a slab -on -grade floor. The site is located in an area currently being used as a soil stockpile area for the adjacent Hoag Cancer Center. Fill soils, four feet in thickness, were encountered in one of the two current borings. Based on our previous investigations, other portions of the site are also mantled by artificial fill materials of varying thickness. The majority of the site is underlain by marine terrace deposits consisting of interbedded clay, silt, and sand. These materials arc typical of the poorly -indurated materials that blanket the mesas of the Orange County Coastal Plain. In general, the terrace deposits on -site are present at elevations greater than about 20 feet above sea level (USGS datum) and are exposed in the slope along Pacific Coast Highway and Newport Boulevard. The terrace deposits are underlain by siltstone and claystone of the Miocene age Monterey Formation. The on -site marine terrace deposits consist of granular materials and are generally horizontally stratified. The claystone and siltstone of the Monterey Formation exposed on -site generally strikes N6OW to N80E and dips between 9 to 50 degrees to the north. The claystone and siltstone exhibit undulatory folding with some beds striking northeasterly and dipping gently to the south. Based on our investigation, the site is stable and the development is considered feasible from a geologic and soils standpoint. The planned construction will not affect the geologic stability of the site or of the area outside of the building site. With respect to geologic and seismic hazards, the site is considered as safe as any within the general area. Based on the geologic findings, no faults are known to exist within the site; accordingly, the possibility of surface rupture of the site due to faulting is remote. LCA O89083.AEB Page 2 • The natural soils are generally medium firm to firm, and the proposed child care center may be supported on spread footings. If any existing fill soils are excavated and replaced as properly compacted fill, and any required additional fill is properly compacted, footings may be established in the resulting compacted fill and/or the natural soils or bedrock. • • LCA O89083.AEB Page 3 • • • SCOPE This report presents the results of a geotechnical investigation of the site of the proposed child care center. The locations of the proposed building and our exploration borings are shown on Plate 1, Site Plan and on Plate 2, Geologic Map/Plot Plan. Also shown on Plate 2 are the locations of borings drilled during our prior investigations for other facilities at the site. This investigation was authorized to determine the physical characteristics of the soils at selected locations, and to provide recommendations for foundation design and floor slab support for the proposed building. More specifically, the scope of the investigation included the following objectives: • To evaluate the existing surface and subsurface conditions, including the soil and ground water conditions within the area of proposed construc- tion. • To define the geologic environment and evaluate geologic/seismic hazards that may affect the project. • To recommend appropriate foundation systems along with the necessary design parameters. • To provide recommendations for handling ground water and for mitigating gas. • To provide recommendations concerning construction procedures and quality control measures relating to earthwork. • To provide recommendations for floor slab and paving support. Our recommendations are based on the results of our field explorations and laboratory tests and appropriate engineering analyses. The results of the field explorations and laboratory tests which together with the prior data form the basis of our recommendations, are presented in the attached Appendix. LCA 089083.AEB Page 4 • • • Our professional services have been performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, expressed or implied, is made as to the professional advice included in this report. This report has been prepared for Hoag Memorial Hospital Presbyterian and their design consultants to be used solely in the design of the proposed child care center. The report has not been prepared for use by other parties, and may not contain sufficient information for purposes of other parties or other uses. PRIOR STUDIES We have performed numerous foundation and soil investigations for prior projects. Our prior work included: • Consultation, Proposed Child Care Center (LCA 089083.AO) • Geotechnical Evaluation, Hoag Memorial Hospital Campus (LCA 089034.AE). • Geotechnical Investigation, Proposed Hoag Cancer Center (LCA AE- 87147). • Ground Motion Studies, Proposed Hoag Cancer Center (LCA D-87147). • Foundation Investigation, Proposed Parking Structure (LCA A-88260-A). • Foundation Investigation, Proposed Sewer and Storm Drain Relocation (LCA A-88260-B). • Geotechnical Investigation, Proposed South Tower Addition (LCA AE- 84159). • Foundation Investigation, Proposed Magnetic Resonance Imaging Center (LCA A-84364). • Geologic Study, Proposed Hospital Additions (LCA E-79369). LCA O89083.AEB Page 5 • • • • Foundation Investigation, Proposed Entrance Building (LCA A-79239). • Foundation Investigation, Proposed Super Energy Addition (LCA A-73069). • Foundation Investigation, Proposed Parking Structure (LCA A-71235). • Foundation Investigation, Proposed Nursing Wing and Power Plant (LCA A-69080). We also reviewed reports by Foundation Engineering Co., Inc., and Omnibus Environmental Services prepared for the Cancer Center currently being constructed at the site. PROJECT DESCRIPTION We understand that the 8,400-square-foot center will be constructed in modular units that are clustered around a service core. The building will have a slab -on -grade floor established at Elevation 21.0. Foundation loads will be relatively light. Due to site grades, cuts on the order of ten feet and compacted fill up to about four feet in thickness will be required to achieve the desired floor grade. SITE CONDITIONS The site is located in an area currently being used as a soil stockpile area for the adjacent Hoag Cancer Center. LCA O89083.AEB Page 6 • EXPLORATIONS AND TESTS FIELD INVESTIGATION The site was recently explored by drilling two borings at the locations shown on Plate 1. Data were also available from our prior investigations. The borings were drilled to depths of about 15 and 41 feet below the existing grade. Further details of the explorations and logs of the borings are presented in the Appendix. LABORATORY TESTING Laboratory tests were performed on selected samples obtained from the borings to aid in the classification of the soils and to determine their engineering properties. The following tests were performed: moisture content and dry density determinations, direct shear, consolidation, Expansion Index, and compaction. Details of the laboratory testing program and test results are presented in the Appendix. • GEOLOGY GENERAL The site is situated at the base of Newport Mesa, about one-third mile from the Pacific Ocean and one-half mile northwest of Lido Isle in Newport Bay at an elevation of about 14 to 64 feet above sea level (U.S. Geological Survey datum). Newport Mesa is one of several physiographic features that comprise the Orange County Coastal Plain. The hills and mesas of the Newport Area are separated from each other by gaps which were incised into the late Pleistocene land surface. Two such features are Santa Ana Gap, which is occupied by the Santa Ana River northwest of Newport Mesa, and Upper Newport Bay, which separates Newport Mesa from the San Joaquin Hills to the east. The site is near the southern end of the Los Angeles Basin, a structural depression that contains a great thickness of sedimentary rocks. • LCA 089083.AEB Page 7 • The geologic conditions and locations of borings drilled on the property are depicted on Plate 2. Subsurface geologic conditions are shown on Plate 3, Geologic Section. GEOLOGIC MATERIALS Artificial fill mantles the pad area of the site. The fill was observed to a depth of 4 feet in Boring 2, located in the vicinity of the proposed child care center. The artificial fill within the planned building area is underlain by marine terrace deposits composed of interbedded clay, silt, and sand. These deposits are typical of the poorly - indurated materials that blanket the mesas of the Orange County Coastal Plain. In general, the terrace deposits on -site are present at elevations greater than 20 feet above sea level (U.S. Geological Survey datum) and are exposed in the cut slope north of the pad area. The terrace deposits are underlain by clayey siltstone and shale of the Miocene age Monterey Formation, as depicted on Plate 3. • GEOLOGIC STRUCTURE The on -site marine terrace deposits consist of granular materials and are generally horizontally stratified. The shale and siltstone of the Monterey Formation, exposed during our previous investigations, generally strikes N6OW to N80E and dips between 9 to 50 degrees to the north. The shale and siltstone exhibit undulatory folding with some beds striking northeasterly and dipping gently to the south. The Monterey Formation, together with other underlying Tertiary age sedimentary rocks, are estimated to be about 10,000 feet thick beneath Newport Mesa and are underlain by igneous and metamorphic basement complex rocks. • LCA 089083.AEB Page 8 • • • GROUND WATER The site is located outside the main ground water basin of the Orange County Coastal Plain. Perched water is present locally within the terrace deposits capping Newport Mesa and at the contact between the terrace deposits and the less permeable Monterey Formation. The underlying bedrock is considered to be non-waterbearing; however, due to the proximity of the site to the Pacific Ocean, the formation would be saturated at or near sea level. Seepage was encountered locally within the terrace deposits in both of our current exploratory borings. Water was measured in Boring 1 at depths of 26 and 32 feet and in Boring 2 at depths of 7 to 11 feet below the existing grade. During a site visit on January 29, 1990, we observed a seepage condition near the westernmost portion of the proposed access drive, south of the proposed child care center. A shallow trench excavation had been created in an attempt to divert the seepage away from the proposed construction area. The seepage appeared to be occurring along the contact between the existing fill soils at this location and the underlying claystone. The seepage has resulted in the ponding of water and a soft subgrade. A field reconnaissance of the site of the proposed child care center was also performed on April 9, 1990. No seepage was observed along the bluff face at this time. However, during our previous field investigation (LCA 089034.AEO), a seepage condition was observed along the bluff face at the contact between the terrace deposits and the Monterey Formation. The seepage resulted in the ponding of water along the toe of the slope in the area northeast and west of the proposed child care center. No ponding of water was observed during our recent site reconnaissance. LCA O89083.AEB Page 9 • GEOLOGIC HAZARDS The geologic hazards at the site are essentially limited to those caused by earthquakes. The major damage from earthquakes is the result of violent shaking from earthquake waves; damage due to actual displacement or fault movement beneath a structure is much less frequent. The violent shaking would occur not only immediately adjacent to the earthquake epicenter, but within areas for many miles in all directions. Faults The numerous faults in Southern California are categorized as active, potentially active, and inactive. An active fault, as defined by the California Division of Mines and Geology (Hart, 1988), is one that has "had surface displacement within Holocene time (about the last 11,000 years)." A potentially active fault has moved in the last two million years but not in the last 11,000 years. Faults which have not moved in the last two million years are considered inactive. • No faults or fault -associated features were observed on the subject property during our field investigation. No known active or potentially active faults pass beneath the proposed child care center site. The closest trace of the Newport -Inglewood fault zone is located approximately 1,500 feet to the west of the proposed child care center. The site is not within an Alquist-Priolo Special Studies zone for fault rupture hazard. The possibility of fault rupture occurring beneath the building site is judged to be low. Active Faults: The active fault nearest the site is the North Branch of the Newport - Inglewood Fault. The position of the actual fault trace through the Newport Peninsula has not been firmly established; however, the California Division of Mines and Geology (1986) projects the fault passing about 1,500 feet southwest of the site trending northwest. This portion of the fault has not been zoned by the state. • LCA O89083.AEB Page 10 • • Available information on the North Branch and other faults of the Newport -Inglewood System indicates that there has been no displacement of the Holocene age Talbert aquifer underlying Santa Ana Gap, which is estimated to be less than 10,000 years old. The Pleistocene and older formations, however, have been affected by the Newport -Inglewood zone. There is some evidence in Bolsa and Sunset Gaps (farther to the northwest) that Holocene deposits have been disturbed by movement on the North and South Branches of the Newport -Inglewood fault zone. The active Whittier fault is a southeast -trending fault along the south edge of the Puente Hills, 21 miles north-northeast of the site. The 1929 Whittier earthquake may have originated on this fault, although some geologists believe that movement on the Norwalk fault was the cause. The active Elsinore fault is located on the northeast side of the Santa Ana Mountains. Several earthquakes have originated along this fault system. The largest was in 1910 with a magnitude of about 6.0. The northern terminus of the Elsinore fault is about 26 miles northeast of the site. The historically active San Andreas fault is the best known and most significant fault in California. This fault is about 51 miles northeast of the site at the nearest point on the fault. Potentially Active Faults: A discontinuity believed to be a fault is exposed in the cut slope adjacent to Pacific Coast Highway, approximately 1,300 feet west of the proposed child care facility. The fault appears to offset the Miocene age Monterey Formation and possibly the Pleistocene age terrace deposits. By definition, this would be considered a potentially active fault. Faults of this nature are not considered unusual and are commonly associated with zones of deformation such as the Newport -Inglewood fault zone. LCA O89083.AEB Page 11 • • The Pelican Hill fault is a probable branch of the Newport -Inglewood fault zone located about 3 miles east of the site. A branch of the fault has displaced higher marine terrace deposits in the San Joaquin Hills, indicating upper Pleistocene or younger activity. Holocene activity has not been established; therefore, the fault is considered potentially active. The El Modeno fault is located about 15 miles north of the site. The fault is a steeply - dipping normal fault about 9 miles in length that has about 2,000 feet of uplift on its eastern side. Movement on the fault has been inferred during Holocene time, suggesting the fault is active; however, further study is needed to confirm this. The fault is presently classified as potentially active. The Peralta Hills fault is located approximately 15 miles north of the site. This potentially active reverse fault trends east -west and dips to the north. The fault is approximately 5 miles in length and has a sinuous surface trace across the southern Peralta Hills, which lie northeast of the City of Orange. Pleistocene age offsets are known along this fault; on this basis, this fault is classified as potentially active. Some geologists believe that the Peralta Hills fault may be active, based upon recent Carbon 14 dating of known offsets estimated to be 3,000 to 3,500 years old (Fife and Bryant, 1983). Geologic mapping of the bluff within the undeveloped portion of the property, north and west of the proposed child care center, was performed as part of a previous investigation. The contact between the Pleistocene age terrace deposits and the Miocene age Monterey Formation is exposed there in the bluff face and could be traced for nearly the entire length of the bluff in areas to the northwest. The materials exposed in the bluff face were observed to be stratigraphically continuous and the contact was not disrupted; no faults or fault -associated features were observed on the site during our field investigation. LCA 089083.AEB Page 12 • • • Seismicity The Southern California area has been subjected to numerous earthquakes of varying magnitudes. Among the historic damaging earthquakes which have directly affected the Los Angeles Basin are the Long Beach earthquake, the San Fernando Earthquake, and the Whittier Narrows earthquake. The earliest of these three earthquakes was the March 11, 1933 (Greenwich Civil Time) Long Beach earthquake. The epicenter of this earthquake, magnitude 6.3, was located approximately 2.5 miles southwest of the site. This earthquake, although of only moderate magnitude, ranks as one of the major disasters in Southern California. The majority of the damage was suffered by structures which are now considered substandard construction and/or were located on filled or saturated ground. The epicenter of the February 9, 1971, San Fernando earthquake, magnitude 6.4, was about 61 miles north-northwest of the site. Surface rupture occurred on various strands of the San Fernando fault zone as a result of this earthquake. The large amount of damage caused to existing buildings by this earthquake led to the adoption of more stringent building codes. The magnitude 5.9 Whittier Narrows earthquake occurred on October 1, 1987, on a previously unrecognized fault. The earthquake epicenter was located approximately 31 miles north-northwest of the site. The majority of structural damage resulting from this earthquake occurred in buildings constructed prior to the establishment of the building codes which were developed after the 1971 San Fernando earthquake. More recently, six minor earthquakes have occurred in the metropolitan Los Angeles - Orange County area. The first earthquake was centered in the Pasadena area, approximately 37 miles to the north. The earthquake occurred on December 4, 1988 and registered a magnitude of 5.0. The second earthquake was in the Malibu area, approximately 43 miles to the northwest, and occurred on January 18, 1989, registering a LCA O89083.AEB Page 13 • • • magnitude of 5.0. On April 7, 1989, a 4.6 magnitude earthquake occurred in the Newport Beach area, approximately 1.8 miles southwest of the site. On June 12, 1989, two earthquakes were centered in the southern Repetto Hills near Montebello, approximately 30 miles to the north. These two earthquakes occurred about one-half hour apart and registered magnitudes of 4.5 and 4.3, respectively. The sixth earthquake occurred on February 28, 1990, registering a magnitude of 5.5, centered approximately 3 miles northwest of Upland, about 40 miles north of the site. The earthquakes cited are remote from the site but are representative of some of the moderate earthquakes that can occur on the active (or potentially active) faults of Southern California. The location of the site in relation to the Newport -Inglewood fault zone indicates that the immediate area may be exposed to greater than normal seismic risk for the Orange County Coastal Plain. Flooding, Tsunamis and Seiches The site is in a "Zone C" flood hazard area as established by the Federal Insurance Administration. As defined, "Zone C" is an area of minimal flooding. According to the U.S. Army Engineer Waterways Experiment Station (Houston and Garcia, 1974), the Newport Beach area (in the vicinity of the site) could experience run- up from a 100-year tsunami (seismic sea wave) to an approximate elevation of 6.1 feet above sea level. Run-up from a tsunami with a return interval of 500 years would reach an elevation of about 10.8 feet. The site elevation, including the upslope area, varies from 14 to 64 feet above sea level. Accordingly, there is little risk that lower portions of the site could be inundated by a 100-year or a 500-year tsunami. The site is not located downslope of any large bodies of water that would adversely affect the site in an event of an earthquake -induced failure or seiches (wave oscillations in a body of water due to earthquake shaking). LCA O89083.AEB Page 14 • • • Liquefaction Liquefaction potential has been found to be the greatest where the ground water level is shallow and loose fine sands occur within a depth of about 50 feet or less. Liquefaction potential decreases with increasing grain size and clay and gravel content, but increases as the ground acceleration and duration of shaking increase. The sands and silty sands encountered in our exploratory borings are generally dense to very dense. The claystone and siltstone of the underlying Monterey Formation are also very dense. Due to the density and nature of the underlying geologic materials, the potential for liquefaction is judged to be low. Seismic Settlement, Differential Compaction and Subsidence Seismic settlement often occurs when loose to medium -dense granular soils density during ground shaking. The granular soils encountered in our exploration borings are not in the loose to medium -dense category. As mentioned previously, the sands and silty sands are generally dense to very dense. As a result, the probability of such settlement is considered to be very low. The site is not located in an area of known ground subsidence due to the extraction of fluids or as a result of peat oxidation. Accordingly, the potential for subsidence occurring beneath the site is considered remote. Slope Stability The property is located adjacent to Pacific Coast Highway near the base of a 2 Z:1 to 2:1 (horizontal to vertical) 30-foot-high cut slope. The topography is relatively level at the top and the toe of the slope. The cut will be heightened by about 10 feet during proposed grading at the site. Terrace materials exposed in the slope are composed of LCA O89083.AEB Page 15 • • • predominantly granular materials that are horizontally stratified. This condition is considered favorable for gross stability from a geologic standpoint. However, the slope is prone to surficial instability as evidenced by surficial sloughing and erosion gullies observed on the slope face, immediately north and west of the proposed child care facility. Such surficial instability is not considered a serious problem and can be mitigated by planting the slope with erosion -resistant vegetation and by providing proper drainage. Expansive Soils Expansive clayey siltstone and shale bedrock were identified in the vicinity of the site during prior geotechnical investigations. The on -site bedrock materials are also considered expansive. SLOPE STABILITY ANALYSES GROSS The stability of the existing and proposed slope has been analyzed by using a stability chart. The analysis considers the most critical circular assumed failure surface that passes through the toe of the slope. The shear strength parameters adopted in the analysis are based on direct shear tests performed on undisturbed samples of the terrace deposit. Based on the analysis, a calculated factor -of -safety in excess of 1.5 was obtained. Calculations are presented on Plate 4, Slope Stability Analysis. The calculated factor -of - safety is conservative, since the existing slope is generally flatter than assumed in the analysis, and the beneficial effect of the terrace located near midslope was ignored. LCA O89083.AEB Page 16 • • • SURFICIAL The stability of the existing and proposed slope surface has been analyzed. The following assumptions have been made: A. The slip surface is four feet from the slope surface and parallel to the slope. B. The saturation is to extend four feet below the slope surface. C. There is sufficient permeability to establish water flow and the flow lines are parallel to the slope surface. (This assumption is considered highly conservative due to the granular and highly permeable nature of the soil deposits. However, the assumption is generally required by controlling governmental agencies.) Based on this analysis, the slope exhibits a calculated factor of safety in excess of 1.50. Calculations are included on Plate 5, Surficial Stability Analysis. CONCLUSIONS AND RECOMMENDATIONS GEOLOGIC -SEISMIC EVALUATION With respect to geologic and seismic hazards, the site is considered as safe as any within the general area. No faults or fault -associated features were observed in the vicinity of the proposed child care facility, and no known active or potentially active faults pass beneath the site. Accordingly, the possibility of surface rupture due to faulting beneath the site is considered low. Although the site could be subject to severe ground shaking in the event of a major earthquake, this hazard is common to Southern California and the effects of the shaking can be minimized by proper structural design and construction. The cut slope is prone to surficial instability as evidenced by erosion gullies. Such surficial instability is not considered a serious problem and can be easily mitigated. Geologic hazards associated with flooding, seiches, tsunamis, subsidence, landsliding, or seismicaIly- LCA O89083.AEB Page 17 • • • induced settlement will not impact the site. Expansive soil conditions can be mitigated with proper grading and construction. FOUNDATIONS General The natural soils beneath the site are generally medium firm to firm, and the proposed child care center may be supported on spread footings. If any existing fill soils are excavated and replaced as properly compacted fill, and any required additional fill is properly compacted, footings may be established in the resulting compacted fill and/or the natural soils or bedrock. Recommendations for grading are presented in a following section. The reworking of the upper soils and the compaction of all required fill should be observed and tested by personnel of our firm. Bearing Value Conventional spread footings established in properly compacted fill and/or the undisturbed natural soils or bedrock may be designed to impose a net dead plus live load pressure of 2,000 pounds per square foot. A one-third increase in the bearing value may be used for wind or seismic loads. For the above bearing value, footings should extend to a depth of at least two feet below the adjacent final grade. Since the recommended bearing value is a net value, the weight of concrete in the footings may be taken as equal to 50 pounds per cubic foot, and the weight of soil backfill may be neglected. While the actual bearing value of the compacted fill will depend on the material used and the compaction methods employed, the quoted value will be applicable if acceptable soils are used and are compacted as recommended. The bearing value of the fill should be confirmed after completion of the grading. LCA O89083.AEB Page 18 • • • The settlement of the proposed center, supported on spread footings in the manner recommended, should be less than about one-half inch. Lateral Loads Lateral loads may be resisted by soil friction and by the passive resistance of the soils. A coefficient of friction of 0.4 may be used between footings and the supporting soils. For embedded footings, the passive resistance of the compacted fill and/or natural soil against footings may be assumed to be equal to the pressure developed by a fluid with a density of 250 pounds per cubic foot. A one-third increase in the passive value may be used for wind or seismic loads. The frictional resistance and the passive resistance of the soils may be combined without reduction in determining the total lateral resistance. Footing Observation To verify the presence of satisfactory soils at design elevations, all footing excavations should be observed by personnel of our firm. Footing excavations should be cleaned of any loosened soils and debris before placing steel or concrete. Some difficulty in excavation may be encountered due to water. Inspection of footing excavations may also be required by the appropriate reviewing governmental agencies. The contractor should familiarize himself with the inspection requirements of the reviewing agencies. Backfill All required footing backfill and utility trench backfill within the building area should be mechanically compacted; flooding should not be permitted. The exterior grades should be sloped to drain away from the building to minimize ponding of 'water adjacent to foundations. LCA O89083.AEB Page 19 • • • GRADING General Due to site grades, cuts on the order of ten feet and compacted fill up to about four feet in thickness will be required to achieve the desired floor grade. Permanent cut slopes should be made no steeper than 2:1 (horizontal to vertical). To provide support for the building footings and for adjacent walks and slabs, any existing fill soils should be excavated and replaced as properly compacted fill. Any required additional fill should be properly compacted. Excavation After removing the existing soil stockpile, any existing fill soils and disturbed natural soils within the proposed building area and beneath its adjacent walks and slabs should be excavated. Where possible, the excavation of the existing fill should extend at least five feet beyond the building in plan. The soils and the underlying bedrock may be excavated with conventional earthmoving equipment. Temporary unsurcharged excavations may be made at 3/4:1 (horizontal to vertical). Storage loads should be kept back at least five feet from the top of temporary cut slopes. The soils at the excavated level may be wet and spongy. To provide a working base for workers and equipment, a layer of select granular material at least one foot in thickness may be required over the excavated surface. Preferably, this layer should consist of coarse gravel. Compaction Prior to placing fill, all vegetation and debris should be cleared from the site and all existing fill and disturbed soils should be excavated. The soils should be carefully inspected to verify the removal of all unsuitable deposits. Next, the exposed natural soils should be scarified to a depth of at least six inches, brought to optimum moisture content, and rolled with heavy compaction equipment. The upper six inches of exposed natural LCA O89083.AEB Page 20 • soils should be compacted to at least 90% of the maximum dry density obtainable by the ASTM Designation D1557-78 method of compaction. All required fill should be placed in loose lifts not more than eight inches in thickness and compacted to at least 90%. The moisture content of the on -site soils at the time of compaction should vary no more than 2% below or above optimum moisture content. Material for Fill The on -site soils, less any debris or organic matter within any existing fill, may be used in required fills. Any required imported fill should consist of relatively non -expansive soils with an Expansion Index of less than 35. Imported fill should contain sufficient fines (binder material) so as to be relatively impermeable when compacted and result in a stable subgrade. Imported fill material should be approved for use prior to importing. Grading Observation The excavation of the existing fill and the compaction of all required fill should be observed and tested by a representative of our firm. This representative should have at least the following duties: • Observe the clearing and grubbing operations to ensure that all unsuitable materials have been properly removed. • Observe the exposed subgrade in areas to receive fill and in areas where excavation has resulted in the desired finished subgrade, observe proofrolling, and delineate areas requiring overexcavation. • Perform visual observations to evaluate the suitability of on -site and import soils for fill placement; collect and submit soil samples for required or recommended laboratory testing where necessary. • Perform field density and compaction testing to determine the degree of compaction achieved during fill placement. • Observe and probe foundation bearing materials to confirm that suitable bearing materials are present at the design grades. • LCA O89083.AEB Page 21 • The governmental agencies having jurisdiction over the project should be notified prior to commencement of grading so that the necessary grading permits may be obtained and arrangements may be made for the required inspection(s). SUBDRAIN As discussed before, water is perched above the bedrock at the site. Since the water could fluctuate in the future, a subdrain system should be installed beneath the floor slab of the structure to maintain the water below the lower level floor. A permit from the Regional Water Quality Control Board will have to be obtained to discharge the subdrain water into the storm drain system. To obtain such a permit, chemical tests may have to be performed on ground water samples obtained at the site at the time of development to verify that chemicals or pollutants within the water do not exceed the allowable limits for discharging into the storm drain. It may also be possible to resubmit the results of tests performed for the adjacent Cancer Center. For a subdrain system, we recommend that the lower floor of the structure be underlain by a layer of filter material approximately on foot in thickness. The filter material should be drained by subdrain pipes leading to a sump area equipped with automatic pumping units or to the storm drain. We suggest that the filter material meet the requirements of Class 2 Permeable Material as defined in section 68 of the State of California, Department of Transportation, Standard Specifications, dated July 1984. The drain lines should consist of perforated pipe placed, with the perforations down, in trenches extending at least one foot below the filter material. The trenches should be backfilled with material meeting the requirements of the Class 2 Permeable Material. Alternatively, the filter material could consist of gravel surrounded by a suitable filter geofabric. The drain lines should extend around the perimeter of the building and one drain line should extend each way LCA O89083.AEB Page 22 • • • beneath the interior of the building. A slope of at least 2 inches per 100 feet should be used for the drain lines. We could provide additional data for design of the subdrain system as the features of the system and building plans are developed. In addition, we suggest that the design be reviewed after the excavation has been completed. If necessary, the system could be modified as indicated by the observed conditions. FLOOR SLAB SUPPORT If the subgrade is prepared as recommended, the building floor slab may be supported on grade. Construction activities and exposure to the environment can cause deterioration of prepared subgrades. Therefore, we recommend that our field representative observe the condition of the final subgrade soils immediately prior to slab on grade construction and, if necessary, perform further field density and moisture content tests to determine the suitability of the final prepared subgrade. Expansive soils should not be used in the upper one foot of subgrade beneath the building floor slab or adjacent walks. If a floor covering that would be critically affected by moisture, such as vinyl, is to be used, we suggest that the floor slab be supported on a four -inch -thick layer of gravel or on an impermeable membrane as a capillary break. A suggested gradation for the gravel layer would be as follows: Sieve Size Percent Passing 3/4" 90 - 100 No. 4 0 - 10 No. 100 0 - 3 If a membrane is used, a low -slump concrete should be used to minimize possible curling of the slabs. The concrete slabs should be allowed to cure properly before placing vinyl or other moisture -sensitive floor covering. LCA O89083.AEB Page 23 PAVING To provide data for design of paving, stabilimetcr tests ("R" value tests) were performed during prior studies on samples of the upper silty sand soils. The tests indicated "R" values of 57 and 72. Compaction of the subgrade, including trench backfills, to at least 90% and achieving a firm, hard and unyielding surface will be important for paving support. The preparation of the parking area subgrade should be done immediately prior to the placement of the base course. Proper drainage of the paved areas should be provided since this will reduce moisture infiltration into the subgrade and increase the life of the paving. Assuming that the paving subgrade will consist of the on -site soils or a suitable import with an R value of at least 57, compacted to at least 90% as recommended, parking areas subject to automobile traffic (assumed Traffic Index of 4.5) may be paved with four inches of asphaltic paving placed on the compacted subgrade. Driveways and areas subject to truck traffic (assumed Traffic Index of 5) may be paved with three inches of asphaltic paving and four inches of base course placed on the compacted subgrade. We can provide the recommended paving sections for other Traffic Indices, if needed. Careful inspection is recommended to verify that the recommended thicknesses or greater are achieved and that proper construction procedures are used. The base course should meet the specifications for Class 2 Aggregate Base as defined in Section 26 of the State of California, Department of Transportation, Standard Specifi- cations, dated January 1988. Alternatively, the base course could meet the specifications for untreated base as defined in Section 200-2 of the 1988 edition of the Standard Speci- fications for Public Works Construction. The base course should be compacted to at least 95%. • LCA O89083.AEB Page 24 • • • GAS PROTECTION SYSTEM Gas monitoring wells were installed in some of our previous exploration borings to permit measurement of any gases. Gas vapor concentrations were also measured in our current borings by representatives of M. E. Wright, Geological and Petroleum Consultant. Previous studies of surface gas were performed by Omnibus Environmental Services, and by M. E. Wright, as covered in reports dated January 9, 1986 and June 12, 1989, respectively. We recommend that the gas mitigation and safety measures currently being installed for the adjacent Cancer Center also be implemented for the child care center. The building should be protected by an impermeable membrane underlain by gravel -filled trenches containing perforated vent pipe. Riser vents should be installed to the high points of the building. BASIS FOR RECOMMENDATIONS The recommendations provided in this report are based upon our understanding of the described project information and on our interpretation of the data collected during the subsurface exploration. We have made our recommendations based upon experience with similar subsurface conditions under similar loading conditions. The recommendations apply to the specific project discussed in this report; therefore, any change in building loads, building location, or site grades should be provided to us so that we may review our conclusions and recommendations and make any necessary modifications. The recommendations provided in this report are also based upon the assumption that the necessary geotechnical observations and testing during construction will be performed by representatives of our firm. The field observation services are considered a continua- tion of the geotechnical investigation and essential to verify that the actual soil conditions are as anticipated. This also provides for the procedure whereby the Client can be advised of unanticipated or changed conditions that would require modifications of our LCA O89083.AEB Page 25 • original recommendations. In addition, the presence of our representative at the site provides the Client with an independent professional opinion regarding the geotechnic- ally related construction procedures. If another firm is retained for the geotechnical observation services, our professional responsibility and liability would be impaired. • • R LCA 089083.AEB Pag 26 REFERENCES Alfors, J.T. Burnett, J. L., and Gay, T.E., Jr., "Urban Geology Master Plan for California," California Division of Mines and Geology, Bulletin 198. Association of Engineering Geologists, Special Publication, 1973, "Geology and Earthquake Hazards, Planners Guide to the Seismic Safety Element." Bolt, B.A., 1973, "Duration of Strong Ground Motion," in Proceedings, Fifth World Conference on Earthquake Engineering. California Department of Water Resources, 1967, "Progress Report on Ground Water Geology of the Coastal Plain of Orange County." City of Newport Beach General Plan, 1972, "Geologic -Seismic Study, Phase I," by Woodward -McNeill and Associates. Fife, D.L., and Bryant, M.E., 1983, Association of Engineering Geologists, Abstract: "The Peralta Hills Fault, A Transverse Range Structure in the Northern Peninsular Ranges, Orange County, California," 26th Annual Meeting, San Diego, California. Greensfelder, R.W., 1974, "Maximum Credible Rock Acceleration from Earthquakes in California," California Division of Mines and Geology, Map Sheet 23. Hart, E.W., 1972 (revised 1985), "Fault -Rupture Hazard Zones in California, Alquist- Priolo Special Studies Zones Act of 1972," California Division of Mines and Geology, Special Publication 42. Houston, J.R., and Garcia, A.E., 1974, "Type 16 Flood Insurance Study: Tsunami Predictions for Pacific Coastal Communities," United States Army Waterways Experiment Station Technical Report H1-74-3. Mark, R.K., 1977, "Application of Linear Statistical Models of Earthquake Magnitude Versus Fault. Length in Estimating Maximum Expectable Earthquakes," Geology, Vol. 5, No. 2 pp. 464-466. Miller, R.V., and Tan, S.S., 1976, "Geology and Engineering Geologic Aspects of the South Half of the Tustin Quadrangle, Orange County, California," California Division of Mines and Geology Special Report 126. Morton, P.K., Miller, R.V., and Fife, D.L., 1979, "Environmental Geology of Orange County, California," California Division of Mines and Geology, Open File Report 79- 8LA. ,► LCA 089083.AEB Page 27 • • Orange County General Plan Safety Element, 1975, Environmental Management Agency. Slemmons, D.B., 1979, "Evaluation of Geomorphic Features of Active Faults for Engineering Design and Siting Studies," Association of Engineering Geologists Short Course. -o0o-