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HomeMy WebLinkAboutPA2023-0085_20230417_Structural CalcsCBC 2022 Date: March 27, 2023 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 Tel: (714) 835-2800 Fax: (714) 835-2819 Revision:Job No.P084 E S I / F M E Client: Client Job No. Structural calculations for Newport Beach ADU I N C . S T R U C T U R A L E N G I N E E R S MHC to be built at Project: 223 Evening Star Ln., Newport Beach, CA 92660 ===== ===== == == == IBC 2021 CBC 2022 ASCE7 2016 ACI318 2019 NDS 2018 SDPWS 2021 TMS 402 2016 AISC360 - 16 ESI/FME, Inc. - Structural Engineers (This Signature is to be a wet signature, not a copy.) Date: Table of Contents 1 2 3 4 5 6 Delta 1 0 0 1 Load Conditions 40.0 14.0 2.5 2.0 40.0 4.0 2.5 2.0 0.0 2.5 1.0 1.5 2.5 Deck w/o LW Conc. Street City State, Zip 223 Evening Star Ln. Newport Beach CA, 92660 Address Project Info0 Date Project Engineer: Back Check: Governing Codes Analysis Used:Equivalent Lateral Force Procedure (12.8) Structural Observation Required: Special Inspection Required: Yes Yes Initials DF DF 4/12/2023 4/12/2023 DateRevised Sheets Initials Roof Truss Review: Floor Truss Review: PT Foundation Review: Plan Check 1: Plan Check 2: 1500 psf CBC 2022 For Additionl Information Refer to CBC Engineer of Record: Allowable Soil Bearing Pressure: Per: Revisions Notes Reductions Beams Lateral Analysis Diaph Foundation Wind Velocity 100 Wind Exposure CM.P.H. 24.0 64.0 2.0 14.0 54.0 2.0 0.0 2.5 1.0 0.0 2.5 1.0 2.5 2.0 2.0 15.0 35.0 14.0 74.0 60.0 4.0 2.5 2.0 2.0 10.0 1.5 1.5 2.0 4.0 1.5 1.5 2.0 1.5 SS Fa SMS SDS 1.5" LW Conc. Or 1" Gypcrete 2 3/27/2023 P084 MHC Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS Newport Beach ADUProject Name: Mis./Solar PV Dead Load Live Load Sheathing R SD1 0.000 Soil Site Class Seismic Design Catergory I 1.0 ρ 1.0 DS10.485 Fv 0.0 SM1 0.000 23 24 Ω 2.5 Job No: Date: Soil Design Criteria: D 1.090 Total (DL) TileComp. Total (DL+LL) 20.0 Rafter/Joists Sprinklers Ceiling Joists Drywall 21.0 41.0 20.0 Roof (psf)Floor (psf) Seismic Design Summary Wind Design Summary Base Shear =0.117 W Structural Observation/Special Inspection 6.51.363 1.2 1.636 Description Pads 2-5 Pg. No. R1-R6 6-10 11-21 22 In all cases calculations will supersede this design criteria sheet .......... ............ Slabs, Walls, Joists ≤ #5 Bars ...................... .. 3 Project Name: Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS Design Criteria Sheet for Residential Construction Fv (psi) 180 Parallam 2.0 (PSL) Parallam 2.2 (PSL) Microllam (LVL) Fv (psi)E (psi) 290 CODES TIMBER 285 1.90E+06 Timberstrand (LSL) Glulam (24F-V4) Grade Fb (psi) 2900 1700 Doug Fir - Larch #1 Doug Fir - Larch #2 E (psi) 1.60E+06 1.60E+06 1.60E+06 180 Fb (psi)Fv (psi) 900 180 900 180 170 2 3 4 Concrete cast against & permenently exposed to earth Concrete exposed to earth or weather Concrete no exposed to weather or in contact with ground CONCRETE 170 All concrete shall reach minimum compressive strength at 28 days. REINFORCING STEEL All reinforcing shall be A.ST.M. A-616-40 for #4 bars and smaller, & A615-60 for #5 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 1 3" 2" 3/4" 875 170 1.60E+06 Development length of Tension Bars shall be calculated per ACI318-19 Section 12.2.2 Class B Splice = 1.3xId Splice length for 2500 psi concrete is: #4 Bars (40K) = 21", #5 Bars (60K) = 39", #6 Bars (60K) = 47" (30 dia. for compression) Masonry reinforcement shall have lapping of 48 dia. Or 2'-0". This is in all cases U.N.O. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry. Concrete protection for reinforcement shall be at least eaqual to the diameter of the bars. 425 2400 240 1000 1200 All slab-ongrade, continous footings, pad footings All structural concrete Special Inspection Required Special Inspection Not Required f'c = 3000 psi f'c = 2500 psi 1 2 Drypack shall be composed of one part Portland Cement to not more than three parts sand. 1.30E+06 1.80E+06 2.00E+06 2900 290 2.20E+06 2600 IBC 2021 Cover for casi-in-place concrete shall be as follows, U.N.O. A. B. C. 2 All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Building Department. Continuous inspection is required for all field welding. 3 All Steel exposed to weather shall be hot-dip galvanized after fabrication, or other approved weatherproofing method. STRUCTURAL STEEL 1 Fabrication and erection of structural steel shall be in accordance with "Specification for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A992. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. 1 1/2" Beams & Columns: Primary reinforcement, Ties, Stirups, Spirals 1 1/2" ≤ #5 Bars ≥ #6 Bars normal weight units with max linear shrinkage of 0.06% 2 All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall U.N.O. Retaining walls are to be as 3 All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted) shown in details. 4 Where finish is attached to structural steel. Provide 1/2" dia. bolt holes @ 4'-0" o.c. for attachment of nailer, U.N.O. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts) MASONRY 1 Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90-09, Grade A CBC 2022 ASCE7 2016 Size Doug Fir - Larch - 19% Max Moisture Content. It is remommended that lumber be free of heart center 6x10, 6x12, 6x14, 8x12, 8x14 6x6, 6x8, 8x8, 8x10 4x4, 4x6, 4x8, 4x10, 4x12, 4x14 2x4, 2x6, 2x8, 2x10, 2x12, 2x14 1350 Fb (psi) 1000 750 170 : : : : : : : : : : : : : :(1) Simpson HD19 per post FOUNDATION HARDWARE LEGEND Note: When anchor bolts are used, provide 3" sq. x .229" thick plate washer for all sill plate A.B.'s at shear walls only. 2-#4 Provide a total of 2-#4 at top 2-#4 at bottom of footing, 3' past post 3-#4 Provide a total of 3-#4 at top 3-#4 at bottom of footing, 3' past post 4-#4 Provide a total of 4-#4 at top 4-#4 at bottom of footing, 3' past post (1) Simpson HTT4 per post (1) Simpson HTT5 per post (1) Simpson HDU2 per post (1) Simpson HDU4 per post (1) Simpson HDU5 per post (1) Simpson HDU8 per post (1) Simpson HDQ8 per post (1) Simpson HDU11 per post (1) Simpson HDU14 per post (1) Simpson HD3B per post or MASA Anchors @ 16" O.C. or MASA Anchors @ 8" O.C. 1/4" x 4 1/2" SDS Screws @ 10" O.C. 1/4" x 4 1/2" SDS Screws @ 8" O.C. 1/4" x 4 1/2" SDS Screws @ 6" O.C. 1/4" x 4 1/2" SDS Screws @ 4" O.C. 1/4" x 4 1/2" SDS Screws @ 2" O.C. 1/2" Dia. X 10" Anchor Bolts @ 72" O.C. Dia. X 10" Anchor Bolts @ 64" O.C. Dia. X 10" Anchor Bolts @ 56" O.C. Dia. X 10" Anchor Bolts @ 48" O.C. Dia. X 10" Anchor Bolts @ 40" O.C. Dia. X 10" Anchor Bolts @ 32" O.C. Dia. X 10" Anchor Bolts @ 24" O.C. Dia. X 10" Anchor Bolts @ 16" O.C. Dia. X 10" Anchor Bolts @ 8" O.C. or MASA Anchors @ 72" O.C. or MASA Anchors @ 64" O.C. HDU14 HDU11 HTT4 HTT5 HDU2 HDU4 HDU5 1/2" or MASA Anchors @ 24" O.C. HD3B HD19 16d Sole Plate Nailing @ 16" O.C. 16d Sole Plate Nailing @ 12" O.C. 16d Sole Plate Nailing @ 10" O.C. 16d Sole Plate Nailing @ 8" O.C. 16d Sole Plate Nailing @ 6" O.C. HDU8 HDQ8 1/2" 1/2" 1/2" 1/2" AB40: AB32: AB24: or MASA Anchors @ 56" O.C. or MASA Anchors @ 48" O.C. or MASA Anchors @ 40" O.C. or MASA Anchors @ 32" O.C. 1/2" 1/2" 1/2" C. D. E. F. AB16: AB8: SCR2: AB72: AB64: 16d Sole Plate Nailing @ 4" O.C. 16d Sole Plate Nailing @ 2" O.C. SPN16: SPN12: SPN10: SPN8: SPN6: SPN4: SPN2: SCR10: SCR8: SCR6: SCR4: AB48: AB56: All beams to be supported with full bearing unless noted otherwise. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O. All bearing walls on wood floors are to be supported with double joists or solid blocking, U.N.O. Provide 4x or 2-2x members under sole plate nailing less than 6" o/c. All Simpson HTT, HDU, HDQ and CB holdowns to be fastened to 4x4 post min. U.N.O. SOLE PLATE NAILING 4 3/27/2023 P084 MHC Project Name:Newport Beach ADU Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS GENERAL SPECIFICATION FOR STANDARD RESIDENTIAL CONSTRUCTION A. B. CODES:IBC 2021 CBC 2022 ASCE7 2016 NDS 2018 SDPWS 2021 All nailing is to be per table 2304.10.1 of the IBC or California Building Code, U.N.O. L.All nails to be "common", U.N.O. I. J. K. Recommend Simpson 0.145" dia.,3" long PDP Powder Actuated Anchors @ 24" o.c. (ICC-ESR#2138) or equal. All conventional framed portions of structure are to be constructed per section 2308 of the CBC 2022 or IBC 2021 U.N.O. G. H. All hardware is to be Simpson Strong-Tie or approved equal. Install per mfr.'s specifications. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineers review. All exterior walls are to be secured with 1/2" diameter x 10" anchor bolts or MASA anchors @ 72" o.c., U.N.O. (Please call structural engineer for a fix.) All interior walls to be secured with shot pins per manufacturer's recommendations, U.N.O. Calculations govern in all cases. Roof:Joist Spacing < 24" o.c.: 15/32" Wood Struct. Panel PII 24/0, with 8d's @ 6" o.c. at edges & boundaries, 12" o.c. field. Floor:Joist Spacing < 16" o.c.: 19/32" Wood Struct. Panel T&G*, PI 32/16, w/10d's @ 6" o.c. at edges & bound., 10" o.c. field. Joist Spacing < 20" o.c.: 19/32" Wood Struct. Panel T&G*, PI 40/20, w/10d's @ 6" o.c. at edges & bound., 10" o.c. field. Joist Spacing < 24" o.c.: 23/32" Wood Panel T&G* shtg., PI 48/24, w/10d's @ 6" o.c. at edges & boundaries, 10" o.c. field. Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. All roof and floor shearing to be Exposure I or Exterior. 14 11 13 15 5 3/27/2023 P084 MHC Project Name:Newport Beach ADU Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS 10 a. 12 Nail Size b. d. Horizontal Where anchor bolts are provided at shear walls a 3"x3"x0.229" steel plate washers is required on each bolt. The washer shall be installed within 1/2" from the sheathed side of the plate. (SDPWS sect. 4.3.6.4.3) a. b. c. Where plywood is applied on both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. For allowable shear values greater than 350plf, provide a min. of a single 3x member at all framing members receiving edge nailing from abutting panels. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories. These values are for Doug-Fir Larch or Southern Pine, other lumber species may differ in shear capacities. 13 Notes 1760 PLF 1250 PLF Notes 12 14 880 PLF 625 PLF 1120 PLF 800 PLF 1980 PLF 1410 PLF 1370 PLF 970 PLF 15/32Wood Structural Sheathing Shear Capacity (Wind) Shear Capacity (Seismic) 365 PLF 260 PLF 530 PLF 380 PLF 685 PLF 485 PLF 990 PLF 705 PLF No No No No No Yes Yes Yes Boundy Nail Spacing (in) 6 4 3 2 2 2 3 2 2 Double Sided No8d 8d 8d 8d 10d 10d 8d 8d 10d Panel Thickness 3/8 3/8 3/8 3/8 15/32 15/32 3/8 3/8 Wood Structural Sheathing Panel Grade Wood Structural Sheathing Wood Structural Sheathing Wood Structural Sheathing Wood Structural Sheathing Structural 1 Wood Structural Sheathing Wood Structural Sheathing Lateral Shearwall Schedule CODES IBC 2021 CBC 2022 ASCE7 2016 SDPWS 2021 NDS 2018 R1 R2 R3 =(++)= =(++)= =(++)= =(++)= =(++)x (+)== =(++)x (+)=== =(++)x (+)===x x = =(++)x (+)== == == () Comments: ==== ==== === ==x = =(++)= =(++)= =(++)= =(++)= =(++)x (+)== =(++)x (+)=== =(++)x (+)===x x = =(++)x (+)== == == () Comments: ==== ==== === ==x = Roof Wall Floor Deck DL 15 Typ hip P2 P3 RL 20 1.00 14 14 6 3/27/2023 P084 MHC Newport Beach ADU Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS R2 P 10 RL 1100 X (ft)X R1 14 LL 40 60 Total (plf)Trib (ft) 0 0 0 0 Project Name: Member Span =15.0 FT p eq 35 x 10.5x10.5/2= SourceTotal (lb) 1927 0 0 827 1 P1 LLDL SIMPLY SUPPORTED BEAM NDS2018CODES:IBC 2021 CBC 2022 CF No Cr in3 10.4 Total Self Weight Fv E 2.00E+06 2900 10 Rep. Factor,Cr 2.5 9.5 ΔDL CFSize Factor, Mmax/Fb 1.5Vmax/Fv 21.92 5.64 0.50360L/ 263 PSL 2.0 (Parallam) D+.75LL+.75RL Sprovided Aprovided Δactual 52.65 33.25 R2(lb) 354 0 629 0 0.29 inGLB Camber X (ft) 0 367 1363 Sreq Areq Δall 733 R1(lb) 720 ΔDL 0.20 in 1.5 P1 0 Trib (ft)DL LL 1 0 0P4 Wall 10 RL 20 5 170 170 PSI Self Weight Cd 1.00 P3 Roof 15 16.5 Fv 1350 CF Cr Design Factors: No 1 Total (plf) 0 Fb 14 60 Total 1.60E+06 PSI Floor Live Load Reduction Factor 1.00 Roof Live Load Reduction Factor 1.00 0 289 E b= Deck 14 40Floor 1.5 ΔDL 0.27 inΔDL1350 Sprovided 167.06 in3 50.3% 24.7% Sreq Mmax/Fb 84.07 in3 Δactual 0.38 in 63.1% RL 0 0 Δall 0.60 in 18.36 in2 1350 LL 1251 1251 Areq 1.5Vmax/Fv 0.18 in GLB Camber DL L/360 Stress Ratio P4 0 MEMBER SIZE = Design: 1 2900 PSI 10 Rep. Factor, Size Factor,CF Cr 1 3.5 Design Factors: 290 PSI PSI Fb x OK 74.25 in2Aprovided 9364 ft-lb 2081 lb 2601 2601 14 OK x1 Stress Ratio MEMBER SIZE = R1(lb)R2(lb) 6 Mmax Design: Total DF #1 OK 1.25 290 RL Total (lb)Source OK OK 41.6% 17.0% 85.2% in3 in2 in0.43 in2 in P X OK 48016 943 lb DL LL RL Total R2 0.99 Vmax 5.50'' 13.50'' R1 D+RL D+.75LL+.75RL 2081 lb 1811 lb 9364 ft-lb 8149 ft-lb 1.25 1.25 2 Hdr at garage Member Span =18.0 FT DL LL Floor Live Load Reduction Factor Roof Live Load Reduction Factor 1.00 1.00 P2 d= 1337 PSI 3.50'' Vmax 1090 lb d=9.50'' Mmax 5297 ft-lb b= LC D+LL V/Cd 1251 lb M/Cd 5630 ft-lb 4571 ft-lb LC Cd V/Cd M/Cd D+LL 1.00 629 lb 2991 ft-lb D+RL 1.25 1090 lb 5297 ft-lb =(++)= =(++)= =(++)= =(++)= =(++)x (+)== =(++)x (+)=== =(++)x (+)===x x = =(++)x (+)== == == () Comments: ==== ==== === ==x = =(++)= =(++)= =(++)= =(++)= =(++)x (+)== =(++)x (+)=== =(++)x (+)===x x = =(++)x (+)== == == () Comments: ==== ==== === ==x = 3393 ft-lb LC Cd V/Cd M/Cd D+LL 1.00 784 lb 2351 ft-lb D+RL 1.25 1299 lb 3897 ft-lb Floor Live Load Reduction Factor Roof Live Load Reduction Factor 1.00 1.00 P2 d= 2900 PSI 5.50'' Vmax 1299 lb d=9.50'' Mmax 3897 ft-lb b= LC D+LL V/Cd 1426 lb M/Cd 6418 ft-lb DL LL RL Total R2 1.00 Vmax 5.25'' 11.25'' R1 D+RL D+.75LL+.75RL 2293 lb 2005 lb 10318 ft-lb 9022 ft-lb 1.25 1.25 4 Bm each side of attic Member Span =18.0 FT DL LL 1.25 170 RL Total (lb)Source OK OK 41.9% 21.9% 50.2% in3 in2 in0.20 in2 in P X OK 48016 1131 lb OK 59.06 in2Aprovided 10318 ft-lb 2293 lb 2866 2866 11.25 OK x1 Stress Ratio MEMBER SIZE = R1(lb)R2(lb) 5.25 Mmax alt 6 x 14 #1 Design: Total PSL 2.2 (Parallam) OK Stress Ratio P4 0 MEMBER SIZE = Design: 1 1350 PSI 271 Rep. Factor, Size Factor,CF Cr 1 6 Design Factors: 170 PSI PSI Fb x RL 0 0 Δall 0.60 in 11.86 in2 1440 LL 1426 1426 Areq 1.5Vmax/Fv 0.27 in GLB Camber DL L/360 1.5 ΔDL 0.41 inΔDL1440 Sprovided 110.74 in3 38.6% 20.1% Sreq Mmax/Fb 42.70 in3 Δactual 0.55 in 91.5% 0 Fb 14 60 Total 2.20E+06 PSI Floor Live Load Reduction Factor 1.00 Roof Live Load Reduction Factor 1.00 0 318 E b= Deck 14 40Floor 290 290 PSI Self Weight Cd 1.00 P3 Roof 15 18.5 Fv 2900 CF Cr Design Factors: No 1 Total (plf) P1 0 Trib (ft)DL LL 2 0 0P4 Wall 10 RL 20 8 R2(lb) 784 0 784 0 0.15 inGLB Camber X (ft) 0 840 1624 Sreq Areq Δall 840 R1(lb) 1624 ΔDL 0.10 in 1.5 20 Rep. Factor,Cr 10 ΔDL CFSize Factor, Mmax/Fb 1.5Vmax/Fv 34.64 11.46 0.40360L/ 280 DF #1 D+.75LL+.75RL Sprovided Aprovided Δactual 82.73 52.25 CBC 2022 CF No Cr in3 11.6 Total Self Weight Fv E 1.60E+06 1350 Project Name: Member Span =12.0 FT SourceTotal (lb) 0 0 0 3 P1 LLDL SIMPLY SUPPORTED BEAM NDS2018CODES:IBC 2021 14 LL 40 60 Total (plf)Trib (ft) 245 14 0 0 5.5 1 R2 P RL X (ft)X R1 7 3/27/2023 P084 MHC Newport Beach ADU Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS Roof Wall Floor Deck DL 15 hdr at rt of ADU P2 P3 1.5 RL 20 1.00 14 14 =(++)= =(++)= =(++)= =(++)= =(++)x (+)== =(++)x (+)=== =(++)x (+)===x x = =(++)x (+)== == == () Comments: ==== ==== === ==x = =(++)= =(++)= =(++)= =(++)= =(++)x (+)== =(++)x (+)=== =(++)x (+)===x x = =(++)x (+)== == == () Comments: ==== ==== === ==x = 1522 ft-lb LC Cd V/Cd M/Cd D+LL 1.00 513 lb 2306 ft-lb D+RL 1.25 123 lb 552 ft-lb Floor Live Load Reduction Factor Roof Live Load Reduction Factor 1.00 1.00 P2 d= 1035 PSI 1.50'' Vmax 513 lb d=11.25'' Mmax 2306 ft-lb b= LC D+LL V/Cd 826 lb M/Cd 3716 ft-lb DL LL RL Total R2 1.00 Vmax 1.50'' 11.25'' R1 D+RL D+.75LL+.75RL 229 lb 553 lb 1029 ft-lb 2487 ft-lb 1.25 1.25 6 attic jsts e/s of opening Member Span =18.0 FT DL LL 1.25 180 RL Total (lb)Source OK OK 84.5% 25.3% 78.7% in3 in2 in0.47 in2 in P X OK 48016 338 lb OK 33.75 in2Aprovided 3716 ft-lb 826 lb 826 826 12 OK x2 Stress Ratio MEMBER SIZE = R1(lb)R2(lb) 2 Mmax Design: Total DF #2 OK Stress Ratio P4 0 MEMBER SIZE = Design: at 16 in oc 1.15 1035 PSI 57 Rep. Factor, Size Factor,CF Cr 1 2 Design Factors: 180 PSI PSI Fb x RL 540 540 Δall 0.60 in 6.88 in2 0 LL 286 286 Areq 1.5Vmax/Fv 0.13 in GLB Camber DL L/360 1.5 ΔDL 0.20 inΔDL0 Sprovided 63.28 in3 68.1% 20.4% Sreq Mmax/Fb 43.08 in3 Δactual 0.38 in 63.4% 0 Fb 14 60 Total 1.60E+06 PSI Floor Live Load Reduction Factor 1.00 Roof Live Load Reduction Factor 1.00 88 92 E b= Deck 14 30 2Floor 180 180 PSI Self Weight Cd 1.00 P3 Roof 15 3.8 Fv 900 CF Cr Design Factors: Yes 1.15 Total (plf) P1 0 Trib (ft)DL LL 0 0P4 Wall 10 RL 20 R2(lb) 153 359 153 359 0.21 inGLB Camber X (ft) 0 0 513 Sreq Areq Δall 0 R1(lb) 513 ΔDL 0.14 in 1.5 0 Rep. Factor,Cr 12 ΔDL CFSize Factor, Mmax/Fb 1.5Vmax/Fv 26.74 4.27 0.60360L/ 0 DF #2 D+.75LL+.75RL Sprovided Aprovided Δactual 31.64 16.88 CBC 2022 CF Yes Cr in3 3.8 Total Self Weight Fv E 1.60E+06 900 Project Name: Member Span =18.0 FT SourceTotal (lb) 0 0 0 5 P1 LLDL SIMPLY SUPPORTED BEAM NDS2018CODES:IBC 2021 14 LL 30 60 Total (plf)Trib (ft) 0 0 53 0 1.33 R2 P RL X (ft)X R1 8 3/27/2023 P084 MHC Newport Beach ADU Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS Roof Wall Floor Deck DL 10 C/J at attic P2 P3 RL 30 1.00 14 10 =(++)= =(++)= =(++)= =(++)= =(++)x (+)== =(++)x (+)== =(++)x (+)== =(++)x (+)== === == () Comments: ==== ==== === ==x = =(++)= =(++)= =(++)= =(++)= =(++)x (+)== =(++)x (+)=== =(++)x (+)===x x = =(++)x (+)== == == () Comments: ==== ==== === ==x = 11.25''D+LL SIMPLY SUPPORTED BEAM CODES:IBC 2021 CBC 2022 NDS2018 AISC360 - 16 1.15 18.0 FT Total (lb) Design Factors: X (ft)Source 9776 Stress Ratio 139 0 1.5 Cv 1 PSI OK20.8% 3.6% 46.3% in3 in2 0.62 R2 OK OK 12.45 LL 2900 CF Cr CFSize Factor, 8961 lb 20 PSI 290 PSIFv 1.00 Deck 14 Floor Wall Roof 15 10 30 Fb0 Yes 60 2.20E+060 DL 14 E 2491 54715584 Areq Δall 480 0.31 in ΩvVu/.6FY 0.45 in2 Trib (ft) 9 P4 P3 0 0 RL 0 0 Δall 0.60 in 1080 LL L/360 ΔDL1080 0.27 in GLB Camber 1.5 0 Vu Total (plf) 984 lb D+RL 3335 PSI in 97.4% R2(lb) 5.5 1.00 LL ΔDL 0.40 in d= Cr x1 0 P X 262.00 14234 ft-lb 1651 lb 1.25 1651 lb 14234 ft-lb 8073 ft-lb R1 inΔactual ΔDL 4 hips 35x9x9/2x4x2/3= bm at center of attic flr to carry hips RL 2160 ΔDL 0.47 in DL Stress RatioDesign:R1(lb) 2064 OK 61.88 in2AprovidedAreq1.5Vmax/Fv 8.54 Sreq Mmax/Fb Sprovided 116.02 in3 13.8% Δactual 0.58 in3 Mmax OK44.1% OK984 b= 290 Floor Live Load Reduction Factor 1.00 Roof Live Load Reduction Factor 1.00 MEMBER SIZE = 984 in2 PSL 2.2 (Parallam) Self Weight 19.3 DL 51.22Total Vmax Total 2064 11.25 19 5.50'' 30 60 Design: 50000 in 119.0 Total Self Weight L/ Zreq 0 Rep. Factor, RL Zprovided 10 attic & roof eq 40x9x18 +35x5.5x18= SourceTotal (lb) 1584 X (ft) Project Name: Member Span =40.0 FT P3 DL P2 7 9549 703 703 3105 P1 beams each side of attic TA> 200 LL=16 750 750 1453 b= P P4 984 LL 864 Floor Live Load Reduction Factor Roof Live Load Reduction Factor R1 B4 + B1= B4 + B1= 1.00 10.5 28.5 19.5 19.00'' 20 4860 RL 1.00 LL Roof Wall Floor Deck DL 10 10 14 RL 30 RL R1(lb) 10087 20 DL LL Total 9 3/27/2023 P084 MHC Newport Beach ADU Page: Date: Job No: ESI/FME INC STRUCTURAL ENGINEERS Client: Plan No: X 1453 B8 Total (plf)Design Factors: 0 0 FY E PSI 1848 Trib (ft) 2.90E+07 ΩM 1.67 2 Ωv 11.30'' d= 1 3780 GLB Camber 1.5 Member Span = 2013 1935 8 P1 1620 R2(lb) 2369 1.33360 W18X119 ΩMMu/FY 54.50 in3 Aprovided 135966 ft-lbMu P2 R2 D+.75LL+.75RL 1.25 1435 lb 12290 ft-lb V M 8075 lb 123644 ft-lb 7596 lb 108176 ft-lb 8961 lb 135966 ft-lb LC D+LL D+RL D+.75LL+.75RL LC Cd V/Cd M/Cd MEMBER SIZE = =(++)= =(++)= =(++)= =(++)= =(++)x (+)== =(++)x (+)=== =(++)x (+)===x x = =(++)x (+)== == == () Comments: ==== ==== === ==x = =(++)= =(++)= =(++)= =(++)= =(++)x (+)== =(++)x (+)=== =(++)x (+)===x x = =(++)x (+)== == == () Comments: ==== ==== === ==x = Roof Wall Floor Deck DL 15 Ridge at entry roof P2 P3 3 RL 20 1.20 14 10 10 3/27/2023 P084 MHC Newport Beach ADU Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS R2 P RL X (ft)X R1 14 LL 30 60 Total (plf)Trib (ft) 166 0 0 0 1.75 Project Name: Member Span =8.0 FT SourceTotal (lb) 0 0 0 9 P1 LLDL SIMPLY SUPPORTED BEAM NDS2018CODES:IBC 2021 CBC 2022 CF Yes Cr in3 5.6 Total Self Weight Fv E 1.60E+06 900 112 Rep. Factor,Cr 8 ΔDL CFSize Factor, Mmax/Fb 1.5Vmax/Fv 10.63 4.58 0.27360L/ 280 DF #2 D+.75LL+.75RL Sprovided Aprovided Δactual 30.66 25.38 R2(lb) 308 0 308 0 0.06 inGLB Camber X (ft) 0 380 688 Sreq Areq Δall 380 R1(lb) 688 ΔDL 0.04 in 1.5 P1 0 Trib (ft)DL LL 8 0 0P4 Wall 14 RL 20 8 180 180 PSI Self Weight Cd 1.00 P3 Roof 15 7.2 Fv 900 CF Cr Design Factors: Yes 1.15 Total (plf) 0 Fb 14 60 Total 1.60E+06 PSI Floor Live Load Reduction Factor 1.00 Roof Live Load Reduction Factor 1.00 54 453 E b= Deck 14 40 1Floor 1.5 ΔDL 0.26 inΔDL820 Sprovided 49.91 in3 91.7% 43.6% Sreq Mmax/Fb 45.76 in3 Δactual 0.30 in 89.2% RL 205 205 Δall 0.34 in 14.12 in2 820 LL 1298 1298 Areq 1.5Vmax/Fv 0.17 in GLB Camber DL L/360 Stress Ratio P4 0 MEMBER SIZE = Design: 1.15 1242 PSI 172 Rep. Factor, Size Factor,CF Cr 1 4 Design Factors: 180 PSI PSI Fb x OK 32.38 in2Aprovided 4341 ft-lb 1694 lb 2323 2323 10 OK x1 Stress Ratio MEMBER SIZE = R1(lb)R2(lb) 4 Mmax Design: Total DF #2 OK 1.25 180 RL Total (lb)Source OK OK 34.7% 18.1% 33.4% in3 in2 in0.09 in2 in P X OK 48016 474 lb DL LL RL Total R2 1.10 Vmax 3.50'' 9.25'' R1 D+RL D+.75LL+.75RL 1694 lb 1653 lb 4341 ft-lb 4236 ft-lb 1.25 1.25 10 bm at master below upper floor wall Member Span =10.3 FT DL LL Floor Live Load Reduction Factor Roof Live Load Reduction Factor 1.00 1.00 P2 d= 1139 PSI 3.50'' Vmax 550 lb d=7.25'' Mmax 1100 ft-lb b= LC D+LL V/Cd 1503 lb M/Cd 3850 ft-lb 948 ft-lb LC Cd V/Cd M/Cd D+LL 1.00 308 lb 615 ft-lb D+RL 1.25 550 lb 1100 ft-lb 3/25/23, 11:52 AM U.S. Seismic Design Maps https://www.seismicmaps.org 1/2 Newport ADU 223 Evening Star Ln, Newport Beach, CA 92660, USA Latitude, Longitude: 33.6223805, -117.8949425 Date 3/25/2023, 11:52:15 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.363 MCER ground motion. (for 0.2 second period) S1 0.485 MCER ground motion. (for 1.0s period) SMS 1.636 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.091 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.594 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.712 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.363 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.497 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 2.599 Factored deterministic acceleration value. (0.2 second) S1RT 0.485 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.526 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.827 Factored deterministic acceleration value. (1.0 second) PGAd 1.052 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.594 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.911 Mapped value of the risk coefficient at short periods CR1 0.922 Mapped value of the risk coefficient at a period of 1 s CV 1.373 Vertical coefficient 11 P084 3/25/23, 11:52 AM U.S. Seismic Design Maps https://www.seismicmaps.org 2/2 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. 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Zone C =x = Zone D ==x = = ==x x = Zone C ==x x = =x x = =x x = = ==== ==== ====== ===== = == = =:12 == == == = Newport Beach ADU Lattitude Zip SM1 SSxFa 0.117W 1.090 S1 Fv 10.0 Total 850 plf Wind Pressures LATERAL ANALYSIS CODES:IBC 2021 CBC 2022 ASCE7 2016 1.2 SSxFa 1.363 1.636 All Other Structural Systems L1 Longitude 4 hn 12.0 ft 1.0 ‖ Int. Wall 10 psf 14 psf 10 psf Wind 8500 ASCE 7-16 Simplified Wind Design 0.587 1.8 0.485 6.5 1.0 9.9 psf Per (2/3)xSMS Opening =‖ Ext. Wall 5 Qty. 2 1 <-Governs SMS SDS SS Fa T Eh .7ρQE 0.117W R I ρ0.880 SD1 (2/3)xSMS 3/27/2023 P084 MHC Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS Wind Velocity KztRoof Slope Exposure C Eh 0.037 SD1 =0.700=CS(max) QE CSW =0.168 TxR/I SDS R/I CS(min)= CS PS A B C D Roof 0.129 for 850 plf hn 12.0 ft Wixhi 8500 Seismic 850 plf D Level Wi hi 0 plf 0 plf 50 plf 140 plf -2.6 -13.9 -9.2 -9.7 20.4 14.8 -6.4 13.6 -3.6 Hr H2 10.0 ft 4.0 ft Site Information 100 mph Level Σ(PsxTrib) E F (4ft x 2.6psf + 5ft x 9.9psf)Roof = .5S1 R/I = Hozitonal Pressures Vertical Pressures D ASCE7-16 11.4.3 Total 14 psf 1.0 Seismic Design Category 44 Trib. (ft) 2nd Story 15 psf 14 psf 5 Overhangs 60 plf60 plf Fx Story Shear Soil Site Class 2.6 psf Weight 5 5 Trib. (ft) Project Name: Occupancy Category II 0 % 100 % 33.662381 -117.8949 92660 0.0 ft Location 660 plf 0 plf Weight Floor Roof ┴ Ext. Wall ┴ Int. Wall Level Roof Story Shear 100 plf ASCE 7-16 Equivalent Lateral Force Method Level Roof Bld. Width 76 ft a 4.0 ft Fx 74 plf Wind at Corner Zone λ 1.21 -19.1 -12.6PS30 -13.3 -9.7 -4.6 9.9 Seismic Governing Load Seismic 100 plf Wind 60 plf -7.0 -19.4 -15.2 -26.7 -20.9 Story ShearFx 100 plf 100 plf Corner wind is the additional pressure applied at corner shearwalls. Pressure 'Fx' is to be included for a distance 'a' away from the corner PS .6λKztPS30 16.3 Degrees G H EOH GOH A B C C D G E H F GH EF A Zone C =x = Zone D ==x = = ==x x = Zone C ==x x = =x x = =x x = = =x = Zone C =x = =x (x +x )= =x (x +x )= =x (x +x )= =x (x +x )= = ==== ==== ====== ===== = == = =:12 == == == = LATERAL ANALYSIS CODES:IBC 2021 CBC 2022 ASCE7 2016 ASCE7-16 11.4.3 Corner wind is the additional pressure applied at corner shearwalls. Pressure 'Fx' is to be included for a distance 'a' away from the corner Level Roof Level 1 Bld. Width 38 ft 76 ft a 3.2 ft 3.2 ft Fx 77 plf 50 plf Wind at Corner ASCE 7-16 Simplified Wind Design Newport Beach ADU L2 2 story Seismic Seismic Governing Load Seismic 166 plf 259/94 plf Wind 54 plf 154/100 plf -7.6 -20.5 -16.1 -26.7 -20.9 psf 0 % 100 % 33.662381 -117.8949 92660 Wind Pressures 166 plf Project Name: Occupancy Category II Level Roof Level 1 2.6 psf 10.9 psf Floor Roof 1st Story Location Fx 9.2 Level Σ(PsxTrib) Total Wind 2208 plf Story Shear 259/94 plf ASCE 7-16 Equivalent Lateral Force Method PS .6λKztPS30 18.4 Degrees G H EOH λ 1.28 100 mph (4ft x 2.6psf + 4ft x 10.9psf) 28816 hn 19.2 ft Wixhi Roof Level Wi hi 17 18402.7 10413.3 Seismic SM1 SSxFa 54 plf Story Shear Hr H2 D1 H1 1.2 ft 8.0 ft 4.0 ft 8.0 ft 10.9 Roof Level 1 0.183 for 166 plf 94 plf 166 plf 259 plf CS <-Governs T PS A B C D E F Level 1 Hozitonal Pressures 16.4 -4.6 10.9 -2.6 -14.7 -10.0 (5.2ft x 10.9psf + 4ft x 10.9psf) Vertical Pressures Zone 100 plf PS30 21.3 -6.1 14.2 -3.4 1136 plf Total Trib. (ft) 4 ‖ Int. Wall 10 psf D Story ShearFx Qty. Per Qty. 2 3 0 54 plf -10.2 1072 plf 1136 plf Overhangs 154 plf GOH 10 psf 4 0 0 2 3 -19.1 -13.0 -13.3 -9.9 4 4 840 plf 0 plf 672 plf 224 plf 240 plf 0 plf 0 plf 0 plf 0 plf 120 plf 112 plf 0 plf 1072 plf =CS(max) QE CSW =0.168 TxR/I R I ρ1.636SMS SDS SS Fa Eh .7ρQE 0.117W Eh 0.117W 0.037 SD1 =0.493 1.0 6.5 1.0 SDS R/I CS(min)= = .5S1 R/I = 0.880 SD1 (2/3)xSMS 0.587(2/3)xSMS 1.090 S1 0.485 Fv 1.81.2 SSxFa 1.363 Trib. (ft) Total2nd Story 1St Story Seismic Design Category Soil Site Class Longitude Lattitude Zip 0 4 0 56 0 Trib. (ft) 4 4 3 10 psf 14 psf 10 psf 4 4 4 Site Information ┴ Ext. Wall 14 psf 4 0 Qty. ‖ Ext. Wall 14 psf 4 2 ┴ Int. Wall 14 psf 48 Weight Trib. (ft) 15 psf Weight Trib. (ft) ┴ Int. Wall ‖ Ext. Wall ‖ Int. Wall 2nd Story 15 psf 14 psf Weight 14 psf Weight Floor Roof ┴ Ext. Wall 3/27/2023 P084 MHC Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS Wind Velocity KztRoof Slope Exposure C All Other Structural Systems 4 hn 19.2 ft 1.0 D A B C C D G E H F GH EF A Zone C =x = Zone D ==x = = ==x x = Zone C ==x x = =x x = =x x = = ==== ==== ====== ===== = == = =:12 == == == = Newport Beach ADU Lattitude Zip SM1 SSxFa 0.117W 1.090 S1 Fv 10.0 Total 720 plf Wind Pressures LATERAL ANALYSIS CODES:IBC 2021 CBC 2022 ASCE7 2016 1.2 SSxFa 1.363 1.636 All Other Structural Systems T1 Longitude 4 hn 12.0 ft 1.0 ‖ Int. Wall 10 psf 14 psf 10 psf Wind 7200 ASCE 7-16 Simplified Wind Design 0.587 1.8 0.485 6.5 1.0 9.9 psf Per (2/3)xSMS Opening =‖ Ext. Wall 5 Qty. 1 1 <-Governs SMS SDS SS Fa T Eh .7ρQE 0.117W R I ρ0.880 SD1 (2/3)xSMS 3/27/2023 P084 MHC Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS Wind Velocity KztRoof Slope Exposure C Eh 0.037 SD1 =0.700=CS(max) QE CSW =0.168 TxR/I SDS R/I CS(min)= CS PS A B C D Roof 0.129 for 720 plf hn 12.0 ft Wixhi 7200 Seismic 720 plf D Level Wi hi 0 plf 0 plf 50 plf 70 plf -2.6 -13.9 -9.2 -9.7 20.4 14.8 -6.4 13.6 -3.6 Hr H2 10.0 ft 4.0 ft Site Information 100 mph Level Σ(PsxTrib) E F (4ft x 2.6psf + 5ft x 9.9psf)Roof = .5S1 R/I = Hozitonal Pressures Vertical Pressures D ASCE7-16 11.4.3 Total 14 psf 1.0 Seismic Design Category 40 Trib. (ft) 2nd Story 15 psf 14 psf 5 Overhangs 60 plf60 plf Fx Story Shear Soil Site Class 2.6 psf Weight 5 5 Trib. (ft) Project Name: Occupancy Category II 0 % 100 % 33.662381 -117.8949 92660 0.0 ft Location 600 plf 0 plf Weight Floor Roof ┴ Ext. Wall ┴ Int. Wall Level Roof Story Shear 85 plf ASCE 7-16 Equivalent Lateral Force Method Level Roof Bld. Width 50 ft a 4.0 ft Fx 74 plf Wind at Corner Zone λ 1.21 -19.1 -12.6PS30 -13.3 -9.7 -4.6 9.9 Seismic Governing Load Seismic 85 plf Wind 60 plf -7.0 -19.4 -15.2 -26.7 -20.9 Story ShearFx 85 plf 85 plf Corner wind is the additional pressure applied at corner shearwalls. Pressure 'Fx' is to be included for a distance 'a' away from the corner PS .6λKztPS30 16.3 Degrees G H EOH GOH A B C C D G E H F GH EF A Zone C =x = Zone D ==x = = ==x x = Zone C ==x x = =x x = =x x = = =x = Zone C =x = =x (x +x )= =x (x +x )= =x (x +x )= =x (x +x )= = ==== ==== ====== ===== = == = =:12 == == == = 3/27/2023 P084 MHC Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS Wind Velocity KztRoof Slope Exposure C All Other Structural Systems 4 hn 19.2 ft 1.0 D 2nd Story 15 psf 14 psf Weight 14 psf Weight Floor Roof ┴ Ext. Wall Site Information ┴ Ext. Wall 14 psf 4 0 Qty. ‖ Ext. Wall 14 psf 4 2 ┴ Int. Wall 14 psf 35 Weight Trib. (ft) 15 psf Weight Trib. (ft) ┴ Int. Wall ‖ Ext. Wall ‖ Int. Wall Trib. (ft) Total2nd Story 1St Story Seismic Design Category Soil Site Class Longitude Lattitude Zip 0 4 0 37 0 Trib. (ft) 4 4 2 10 psf 14 psf 10 psf 4 4 4 1.0 6.5 1.0 SDS R/I CS(min)= = .5S1 R/I = 0.880 SD1 (2/3)xSMS 0.587(2/3)xSMS 1.090 S1 0.485 Fv 1.81.2 SSxFa 1.363 =CS(max) QE CSW =0.168 TxR/I R I ρ1.636SMS SDS SS Fa Eh .7ρQE 0.117W Eh 0.117W 0.037 SD1 =0.493 555 plf 0 plf 490 plf 224 plf 160 plf 0 plf 0 plf 0 plf 0 plf 80 plf 112 plf 0 plf 747 plf Qty. 2 2 0 54 plf -10.2 747 plf 874 plf Overhangs 154 plf GOH 10 psf 4 0 0 2 2 -19.1 -13.0 -13.3 -9.9 4 4 874 plf Total Trib. (ft) 4 ‖ Int. Wall 10 psf D Story ShearFx Qty. Per PS A B C D E F Level 1 Hozitonal Pressures 16.4 -4.6 10.9 -2.6 -14.7 -10.0 (5.2ft x 10.9psf + 4ft x 10.9psf) Vertical Pressures Zone 100 plf PS30 21.3 -6.1 14.2 -3.4 SM1 SSxFa 54 plf Story Shear Hr H2 D1 H1 1.2 ft 8.0 ft 4.0 ft 8.0 ft 10.9 Roof Level 1 0.183 for 117 plf 73 plf 117 plf 190 plf CS <-Governs T 20835 hn 19.2 ft Wixhi Roof Level Wi hi 17 12823.5 8011.67 Seismic PS .6λKztPS30 18.4 Degrees G H EOH λ 1.28 100 mph (4ft x 2.6psf + 4ft x 10.9psf) Project Name: Occupancy Category II Level Roof Level 1 2.6 psf 10.9 psf Floor Roof 1st Story Location Fx 9.2 Level Σ(PsxTrib) Total Wind 1621 plf Story Shear 190/73 plf ASCE 7-16 Equivalent Lateral Force Method Newport Beach ADU T2 2 story Seismic Seismic Governing Load Seismic 117 plf 190/73 plf Wind 54 plf 154/100 plf -7.6 -20.5 -16.1 -26.7 -20.9 psf 0 % 100 % 33.662381 -117.8949 92660 Wind Pressures 117 plf LATERAL ANALYSIS CODES:IBC 2021 CBC 2022 ASCE7 2016 ASCE7-16 11.4.3 Corner wind is the additional pressure applied at corner shearwalls. Pressure 'Fx' is to be included for a distance 'a' away from the corner Level Roof Level 1 Bld. Width 50 ft 50 ft a 3.2 ft 3.2 ft Fx 77 plf 50 plf Wind at Corner ASCE 7-16 Simplified Wind Design A B C C D G E H F GH EF A = =-=+= =-=+= =-=+= =-=+= =-=+= =-=+= =-=+= =-=x == =-=== =-= =L = V == ==L = = =≤ =x = ==x = ==x = = 0 lb 0 lb 0 lb 0 lb bs Aspect Ratio h bs 10.0 ft 16.0 ft WL2 MR(S) Wall 10.0 20.45 VLH Ve r t i c a l L o a d 8.0 Uplift Calculation for Wall 1 Roof 120 plf Load Co m m e n t s 0 16.0 ft Wall 9 0.0 ft Wall 10 0.0 ft 0.6 2.0 1.25-.125h/bs= h/bs Seismic Total Load (W) Mo Load Trib (ft) (.6-.14SDS)0.45 h Wall 6 0.0 ft Wall 7 0.0 ft Wall 8 0.0 ft or HD Capacity(lb) Alt. HD Capacity(lb) Wind 1200 lb 0 lb Wall 1 Wall 2 Length 260 plf 1.09 Net Length 10.0 ft 16.0 ft 0.0 ft CODES:IBC 2021 CBC 2022 Shearwall Design 15 psf 14 psf 15 psf 16 ft 0 0 Mo(ft-#) Stacking Mo(ft-#) 0 MR(ft-#) 0 40 ft Provide A35/LTP4 @ 48'' O.C. Opening 8560 Seismic (plf) SDS 16 3/27/2023 P084 MHC Project Name:Newport Beach ADU Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS ASCE7 2016 NDS 2018 SDPWS 2021 Corner Wind 4.0 ft Unit Shear (V) Total Length Load/Length Total Load74 Diaphragm Shear Transfer Design 0.0 ft 296 lb 1496 lb 1 Wind (plf) Wall 5 Wall 4 Wall 3 = 43 plf 156 plfVa Wind 16.0 ft 0.0 ft 0.0 ft Floor Wall 4 1 0 0 #N/A Uplift(lb) -313 Ratio 0.26 0.41 No HD 72'' O.C. Ok " A.B. @ Ok #N/A 10 or 0 lb 1700 lb #N/A@ AB721/2 0 lb 106 plf94 plf Tributary (ft) ( 40/2 0 lb w/ 1700 lb Demand Capacity 94 plf 106 plf 365 plf 260 plf 0 lb 0 lb Wind Seismic Wall at left of garage Shearwall DesignPlate Height (H) Source T1 #N/A #N/A 0 0 132 =MR(W) Seismic 0 lb 0 lb Addn'l MR(ft-#) WL2 20.6 14960 17000 Lateral Loads Aspect Ratio Factor #N/A Wall 2 Wall 3 MR(ft-#) Addn'l MR(ft-#) Stacking Mo(ft-#)Mo(ft-#) No HD0 Holdown 0 Uplift(lb) HD Capacity(lb) ##### 0.0 0 plf 140 plf Mo(ft-#) Stacking Mo(ft-#) HD Capacity(lb) 9 9Wall 5 Wall 6 Wall 7 Seismic 0 0 0 4830 4830 Total Vert. LoadH (ft) 0 0 0 0 0 0 0 0 0 Wall 8 Wall 9 Wall 10 0 0 #DIV/0!0 8 0 273 plf 273 plf 273 plf 273 plf 9 9 8 8 8 8 Uplift(lb) 13464 0 #DIV/0!0 ##### Wind 0 0 0 0 #DIV/0!0 ##### #DIV/0!0 ##### 0 0 0 0 0 No HD No HD No HD 4x4 w/ MST60 4x4 w/ MST60 4x4 w/ MST60 No HD 4x4 w/ MST600 0 0 0 0 0 0 0 0 0 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0 0 4830 0 4830 ##### ##### ##### ##### 0 0 #####0 0 0 0 0 0 0 0 #DIV/0!0 ##### #####0 0 #DIV/0!4830 ##### #DIV/0!4830 ##### #####0 0 #DIV/0!4830 ##### #DIV/0!0 ##### #####0 0 #DIV/0!4830 ##### = =-=+= =-=+= =-=+= =-=+= =-=+= =-=+= =-=+= =-=x == =-=== =-= =L = V == ==L = = => =x = ==x = ==x = = #DIV/0!0 ##### #####0 0 #DIV/0!4830 ##### #DIV/0!4830 ##### #####0 0 #DIV/0!4830 ##### #DIV/0!0 ##### #####0 0 #DIV/0!4830 ##### 4830 0 4830 Ok ##### ##### ##### 3295 0 #####9037 0 0 0 0 0 0 0 0 0 0 -204 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0 0 0 0 0 No HD No HD No HD 4x4 w/ MST60 4x4 w/ MST60 4x4 w/ MST60 No HD 4x4 w/ MST600 0 0 0 0 0 0 0 Uplift(lb) 2824 0 128 0 Ok Wind 33280 0 0 0 -1042 0 Ok #DIV/0!0 ##### 11619 0 Wall 8 Wall 9 Wall 10 3813 0 421 0 8 0 260 plf 260 plf 273 plf 273 plf 10 10 8 8 8 8 9 9Wall 5 Wall 6 Wall 7 Seismic 0 0 0 4830 4830 Total Vert. LoadH (ft) 0 0 0 0 0 0 0 0 0 Lateral Loads Aspect Ratio Factor #N/A Wall 2 Wall 3 MR(ft-#) Addn'l MR(ft-#) Stacking Mo(ft-#)Mo(ft-#) No HD3583 Holdown 0 Uplift(lb) HD Capacity(lb) Ok 0.0 0 plf 140 plf Mo(ft-#) Stacking Mo(ft-#) HD Capacity(lb) Wall at right or ADU of garage Shearwall DesignPlate Height (H) Source T1 #N/A #N/A 0 0 465 =MR(W) Seismic 0 lb 0 lb Addn'l MR(ft-#) WL2 20.6 2824 3268 1870 lb Demand Capacity 63 plf 73 plf 354 plf 252 plf 0 lb 0 lb Wind Seismic 1870 lb #N/A@ AB721/2 0 lb 73 plf63 plf Tributary (ft) ( 40/2 0 lb w/ 0 0 #N/A Uplift(lb) 277 Ratio 0.18 0.29 No HD 72'' O.C. Ok " A.B. @ Ok #N/A 10 or 0 lb 2 Wind (plf) Wall 5 Wall 4 Wall 3 16.0 ft = 47 plf 156 plfVa Wind 4.5 ft 5.3 ft 16.0 ft 0.0 ft Floor Wall 4 0.97 ASCE7 2016 NDS 2018 SDPWS 2021 Corner Wind 4.0 ft Unit Shear (V) Total Length Load/Length 2.0 ) Total Load74 Diaphragm Shear Transfer Design 0.0 ft 296 lb 1616 lb 17 3/27/2023 P084 MHC Project Name:Newport Beach ADU Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS Shearwall Design 15 psf 14 psf 15 psf 5 ft 0 0 Mo(ft-#) Stacking Mo(ft-#) 0 MR(ft-#) 0 40 ft Provide A35/LTP4 @ 48'' O.C. Opening 8560 Seismic (plf) SDS or HD Capacity(lb) Alt. HD Capacity(lb) Wind 1320 lb 0 lb Wall 1 Wall 2 Length 260 plf 1.09 Net Length 10.0 ft 4.5 ft 5.3 ft CODES:IBC 2021 CBC 2022 Wall 6 0.0 ft Wall 7 0.0 ft Wall 8 0.0 ft Co m m e n t s 2 25.8 ft Wall 9 0.0 ft Wall 10 0.0 ft 2.2 2.0 1.25-.125h/bs= h/bs Seismic Total Load (W) Mo Load Trib (ft) (.6-.14SDS)0.45 h bs Aspect Ratio h bs 10.0 ft 4.5 ft Uplift resisted by beams and hdrs. Actually the 4.5 panel is not needed at all. WL2 MR(S) Wall 10.0 20.45 VLH Ve r t i c a l L o a d 8.0 Uplift Calculation for Wall 1 Roof 120 plf Load alt 2 AB's per short panels 0 lb 0 lb 0 lb 0 lb = =-=+= =-=+= =-=+= =-=+= =-=+= =-=+= =-=+= =-=x == =-=== =-= =L = V == ==L = = =≤ =x = ==x = ==x = = #DIV/0!0 ##### #####0 0 #DIV/0!4830 ##### #DIV/0!4830 ##### #####0 0 #DIV/0!4830 ##### #DIV/0!0 ##### #####0 0 #DIV/0!4830 ##### 4830 0 4830 ##### ##### ##### ##### 0 0 #####0 0 0 0 0 0 0 0 0 0 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0 0 0 0 0 No HD No HD No HD 4x4 w/ MST60 4x4 w/ MST60 4x4 w/ MST60 No HD 4x4 w/ MST600 0 0 0 0 0 0 0 Uplift(lb) 14960 0 #DIV/0!0 ##### Wind 0 0 0 0 #DIV/0!0 ##### #DIV/0!0 ##### 0 0 Wall 8 Wall 9 Wall 10 0 0 #DIV/0!0 8 0 260 plf 260 plf 273 plf 273 plf 10 10 8 8 8 8 9 9Wall 5 Wall 6 Wall 7 Seismic 0 0 0 4830 4830 Total Vert. LoadH (ft) 0 0 0 0 0 0 0 0 0 Lateral Loads Aspect Ratio Factor #N/A Wall 2 Wall 3 MR(ft-#) Addn'l MR(ft-#) Stacking Mo(ft-#)Mo(ft-#) No HD0 Holdown 0 Uplift(lb) HD Capacity(lb) ##### 0.0 0 plf 140 plf Mo(ft-#) Stacking Mo(ft-#) HD Capacity(lb) Wall at front or ADU and garage Shearwall DesignPlate Height (H) Source L1 #N/A #N/A 0 0 -269 =MR(W) Seismic 0 lb 0 lb Addn'l MR(ft-#) WL2 20.6 14960 20000 2000 lb Demand Capacity 94 plf 125 plf 365 plf 260 plf 0 lb 0 lb Wind Seismic 2000 lb #N/A@ AB721/2 0 lb 125 plf94 plf Tributary (ft) ( 40/2 0 lb w/ 0 0 #N/A Uplift(lb) -926 Ratio 0.26 0.48 No HD 72'' O.C. Ok " A.B. @ Ok #N/A 10 or 0 lb 3 Wind (plf) Wall 5 Wall 4 Wall 3 = 50 plf 156 plfVa Wind 21.0 ft 0.0 ft 0.0 ft Floor Wall 4 1 ASCE7 2016 NDS 2018 SDPWS 2021 Corner Wind 4.0 ft Unit Shear (V) Total Length Load/Length Total Load74 Diaphragm Shear Transfer Design 0.0 ft 296 lb 1496 lb 18 3/27/2023 P084 MHC Project Name:Newport Beach ADU Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS Shearwall Design 15 psf 14 psf 15 psf 21 ft 0 0 Mo(ft-#) Stacking Mo(ft-#) 0 MR(ft-#) 0 40 ft Provide A35/LTP4 @ 48'' O.C. Opening 5.0 ft 10060 Seismic (plf) SDS or HD Capacity(lb) Alt. HD Capacity(lb) Wind 1200 lb 0 lb Wall 1 Wall 2 Length 260 plf 1.09 Net Length 10.0 ft 16.0 ft 0.0 ft CODES:IBC 2021 CBC 2022 Wall 6 0.0 ft Wall 7 0.0 ft Wall 8 0.0 ft Co m m e n t s 0 16.0 ft Wall 9 0.0 ft Wall 10 0.0 ft 0.5 2.0 1.25-.125h/bs= h/bs Seismic Total Load (W) Mo Load Trib (ft) (.6-.14SDS)0.45 h bs Aspect Ratio h bs 10.0 ft 21.0 ft WL2 MR(S) Wall 10.0 20.45 VLH Ve r t i c a l L o a d 8.0 Uplift Calculation for Wall 1 Roof 120 plf Load 0 lb 0 lb 0 lb 0 lb = =-=+= =-=+= =-=+= =-=+= =-=+= =-=+= =-=+= =-=x == =-=== =-= =L = V == ==L = = =≤ =x = ==x = ==x = = #DIV/0!0 ##### #####0 0 #DIV/0!4830 ##### #DIV/0!4830 ##### #####0 0 #DIV/0!4830 ##### #DIV/0!0 ##### #####0 0 #DIV/0!4830 ##### 4830 0 4830 Ok ##### ##### ##### 10100 0 #####12986 0 0 0 0 0 0 0 0 0 0 1590 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0 0 0 0 0 4x4 w/ HDU2 No HD No HD 4x4 w/ MST60 4x4 w/ MST60 4x4 w/ MST60 No HD 4x4 w/ MST600 0 0 0 0 0 0 0 Uplift(lb) 10100 0 897 3075 Ok Wind 13000 0 0 0 230 3075 Ok #DIV/0!0 ##### 21719 0 Wall 8 Wall 9 Wall 10 15203 0 1765 3075 8 0 260 plf 260 plf 273 plf 273 plf 10 10 8 8 8 8 9 9Wall 5 Wall 6 Wall 7 Seismic 3075 0 0 4830 4830 Total Vert. LoadH (ft) 0 0 0 0 0 0 0 0 0 Lateral Loads Aspect Ratio Factor #N/A Wall 2 Wall 3 MR(ft-#) Addn'l MR(ft-#) Stacking Mo(ft-#)Mo(ft-#) 4x4 w/ HDU26370 Holdown 0 Uplift(lb) HD Capacity(lb) Ok 1.0 15 plf 180 plf Mo(ft-#) Stacking Mo(ft-#) HD Capacity(lb) rear of garage and front of house Shearwall DesignPlate Height (H) Source L1 #N/A #N/A 0 0 1632 =MR(W) Seismic 1568 lb 1645 lb Addn'l MR(ft-#) WL2 20.6 10100 15203 2000 lb Demand Capacity 144 plf 217 plf 365 plf 260 plf 0 lb 1750 lb Wind Seismic 5213 lb #N/A@ AB561/2 0 lb 217 plf144 plf Tributary (ft) ( 40/2 ( 19/2 ( 35/2 0 lb w/ 3075 3075 #N/A Uplift(lb) 718 Ratio 0.4 0.84 4x4 w/ HDU2 56'' O.C. Ok " A.B. @ Ok #N/A 10 or 0 lb 4 Wind (plf) Wall 5 Wall 4 Wall 3 10.0 ft L2 flr = 118 plf 156 plfVa Wind 7.0 ft 7.0 ft 9410.0 ft 0.0 ft Floor Wall 4 1 ASCE7 2016 NDS 2018 SDPWS 2021 Corner Wind Unit Shear (V) Total Length Load/Length Total Load 100 Diaphragm Shear Transfer Design 0.0 ft 0 lb 3463 lb 19 3/27/2023 P084 MHC Project Name:Newport Beach ADU Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS Shearwall Design 15 psf 10 psf 15 psf 7 ft 0 0 Mo(ft-#) Stacking Mo(ft-#) 0 MR(ft-#) 0 44 ft Provide A35/LTP4 @ 48'' O.C. Opening 10060 54 Seismic (plf) SDS or HD Capacity(lb) Alt. HD Capacity(lb) Wind 1200 lb 513 lb165L2/ rf Wall 1 Wall 2 Length 345 plf 1.09 Net Length 10.0 ft 7.0 ft 7.0 ft CODES:IBC 2021 CBC 2022 Wall 6 0.0 ft Wall 7 0.0 ft Wall 8 0.0 ft but add HDU2 at right of shortened panelCo m m e n t s 2 24.0 ft Wall 9 0.0 ft Wall 10 0.0 ft 1.4 2.0 1.25-.125h/bs= h/bs Seismic Total Load (W) Mo Load Trib (ft) (.6-.14SDS)0.45 h bs Aspect Ratio h bs 10.0 ft 7.0 ft alt 3 AB's at new 7 ft panel existing 7 and 10 panels ok WL2 MR(S) Wall 18.0 20.45 VLH Ve r t i c a l L o a d 10.0 Uplift Calculation for Wall 1 Roof 150 plf Load existing HD's also ok at existing shear walls 0 lb 0 lb 0 lb 0 lb = =-=+= =-=+= =-=+= =-=+= =-=+= =-=+= =-=+= =-=x == =-=== =-= =L = V == ==L = = =≤ =x = ==x = ==x = = 0 lb 0 lb 0 lb 0 lb bs Aspect Ratio h bs 8.0 ft 8.0 ft upper level was designed ext to ext so this level only takes floor load WL2 MR(S) Wall 12.0 20.45 VLH Ve r t i c a l L o a d 1.0 Uplift Calculation for Wall 1 Roof 15 plf Load ex HD at top ok add HDU2 at garage end existing AB's ok as min 3 and need 2Co m m e n t s 0 8.0 ft Wall 9 0.0 ft Wall 10 0.0 ft 1.0 2.0 1.25-.125h/bs= h/bs Seismic Total Load (W) Mo Load Trib (ft) (.6-.14SDS)0.45 h Wall 6 0.0 ft Wall 7 0.0 ft Wall 8 0.0 ft or HD Capacity(lb) Alt. HD Capacity(lb) Wind 1700 lb 0 lb Wall 1 Wall 2 Length 300 plf 1.09 Net Length 8.0 ft 8.0 ft 0.0 ft CODES:IBC 2021 CBC 2022 Shearwall Design 15 psf 10 psf 15 psf 8 ft 0 0 Mo(ft-#) Stacking Mo(ft-#) 0 MR(ft-#) 0 35 ft Provide A35/LTP4 @ 48'' O.C. Opening 73100 Seismic (plf) SDS 20 3/27/2023 P084 MHC Project Name:Newport Beach ADU Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS ASCE7 2016 NDS 2018 SDPWS 2021 Corner Wind Unit Shear (V) Total Length Load/Length Total Load Diaphragm Shear Transfer Design 0.0 ft 0 lb 1700 lb 5 Wind (plf) Wall 5 Wall 4 Wall 3 = 49 plf 156 plfVa Wind 8.0 ft 0.0 ft 0.0 ft Floor Wall 4 1 3075 3075 #N/A Uplift(lb) 980 Ratio 0.58 0.6 4x4 w/ HDU2 56'' O.C. Ok " A.B. @ Ok #N/A 10 or 0 lb 1241 lb #N/A@ AB561/2 0 lb 155 plf213 plf Tributary (ft) ( 34/2 0 lb w/ 1241 lb Demand Capacity 213 plf 155 plf 365 plf 260 plf 0 lb 0 lb Wind Seismic wall at rt of master Shearwall DesignPlate Height (H) Source T2/flr #N/A #N/A 0 0 704 =MR(W) Seismic 0 lb 0 lb Addn'l MR(ft-#) WL2 20.6 13600 9928 Lateral Loads Aspect Ratio Factor #N/A Wall 2 Wall 3 MR(ft-#) Addn'l MR(ft-#) Stacking Mo(ft-#)Mo(ft-#) No HD0 Holdown 0 Uplift(lb) HD Capacity(lb) ##### 11.0 165 plf 120 plf Mo(ft-#) Stacking Mo(ft-#) HD Capacity(lb) 9 9Wall 5 Wall 6 Wall 7 Seismic 0 0 0 4830 4830 Total Vert. LoadH (ft) 0 0 0 0 0 0 0 0 0 Wall 8 Wall 9 Wall 10 0 0 #DIV/0!0 8 0 260 plf 260 plf 273 plf 273 plf 10 10 8 8 8 8 Uplift(lb) 17000 0 #DIV/0!0 ##### Wind 0 0 0 0 #DIV/0!0 ##### #DIV/0!0 ##### 0 0 0 0 0 No HD No HD No HD 4x4 w/ MST60 4x4 w/ MST60 4x4 w/ MST60 No HD 4x4 w/ MST600 0 0 0 0 0 0 0 0 0 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0 0 4830 0 4830 ##### ##### ##### ##### 0 0 #####0 0 0 0 0 0 0 0 #DIV/0!0 ##### #####0 0 #DIV/0!4830 ##### #DIV/0!4830 ##### #####0 0 #DIV/0!4830 ##### #DIV/0!0 ##### #####0 0 #DIV/0!4830 ##### === === == ==== => === <OK <OK <OK ====<OK = === === == ==== => === <OK <OK <OK ====<OK = SHEAR TRANSFER AROUND WINDOW OPENING Using DCLU (City of Seattle, Dept. of Design Construction and Land Use) drag strut method 0.3 3.5 L 10.00 FT vC 200 PLF vE 200 PLF vH 200 PLF H1 3.00 FT C-E-H =B 0.8 3.5 H G 1 3.5 A-D-F 0.2 3.5 TA 1700 LB 343 LB 8. 0 0 F T T1 T2 CS16 OK vB 286 PLF OPENING vG 286 PLF H2 3.00 FT ASPECT RATIO PANEL H/W LIMIT T2 (vG-vF)L3 257 LB vA 200 PLF vD 200 PLF vF 200 PLF H3 2.00 FT L1 4.00 FT L2 3.00 FT L3 3.00 FT CS16 STRAP P 2000 LB T1 (vB-vA)L1 343 LB B G A-D-F C-E-H 3.5 3.5 3.5 3.5 0.4 0.4 0.1 0.2 CS16 OK PANEL H/W LIMIT ASPECT RATIO 1700 LB 238 LB T1 (vB-vA)L1 CS16 STRAP 238 LB T2 (vG-vF)L3 238 LB 3 1 TA L1 8.00 FT L2 5.00 FT L3 H3 2.50 FT 10 . 0 0 F T vB 125 PLF OPENING vG 125 PLF H2 L 21.00 FT 3.50 FT 21 4/6/2023 P084 MHC Project Name:Newport Beach ADU Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS 8.00 FT P vA 95 PLF vD 2000 LB 95 PLF vH 95 PLF T2T1 95 PLF H1 4.00 FT = H vC 95 PLF vE 95 PLF vF = = = A 38 FTA WL2 16d Nail Capacity CHORD DESIGN 48 PLF std. DIAPHRAGM DESIGN 240 PLF Section Unit Shear (v) Allowable Shear (va) Section Width Shear Type 1900 LB V2= L=38 FT 48 P L F WL =2 1900 LB W=100 PLF Diaphragm at liv D=40 FT 21 3/27/2023 P084 MHC Newport Beach ADU Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS Project Name: DIAPHRAGM ANALYSIS (SDPWS 15) 0 0 1 Use (3)-16d Nails Ta 141 LB Ta 3*141*1.6 DIAPHRAGM UNIT SHEAR (V/D) 1 0 677 LB 8DT==451 LB 48 P L F V1=WL 2 = =(Allowable Soil Bearing Pressure) =(Overburden Weight) = (Design) =(Depth of Footing) == =(++)x (+)= =(++)x (+)= =(++)x (+)= =(++)x (+)= = =(++)x (+)= =(++)x (+)= =(++)x (+)= =(++)x (+)= = =(++)x (+)= =(++)x (+)= =(++)x (+)= =(++)x (+)= = = = CONTINUOUS FOOTING DESIGN CO M M E N T S Pmax Pmax =8438 LB 24 IN L = 3.5 +2(24 + 8) = 67.5 IN 8 IN Pmax =SBP x L x W x 144 1 =x =8438 LB1500 x 67.5 x 12 144 1 Reinforcement #5(2)T&B D= 3.5" (4x Post Min) Wused 6.50 IN 12 IN >6.50 IN OK Wreq.=812 PLF 1500 PSF x 12 1 = Footing Design 2 Story 0 Total 812 Total 812 Wall 14 0 Floor 14 40 0 1s t F l o o r Total 812 Deck Project Name: Footing Loading Ro o f 1s t F l o o r 0 0 Deck 14 0 0 0 0 1500 PSF D D 24 IN CODES:IBC 2021 CBC 2022 ACI318 2019 Roof 1st Floor 1st Floor 14 40 Floor 14 40 Roof Deck 0 0 DL RL Trib (ft)Total (plf) 21 20 0 14 40 Roof 15 20 0 Wall 14 0 1500 - 0SBP Soil Site Class DL LL 15 Wall 14 Floor 14 DL LL 23 3/27/2023 P084 MHC Newport Beach ADU Page: Date: Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS SOILS DESIGN CRITERIA PER: JOB NO: DATE: SBP OVB CBC 2019 1500 PSF 0 PSF DESIGN CRITERIA RL Trib (ft)Total (plf) Roof 40 40 LL RL Trib (ft)Total (plf) 20 20 700 8 0 112 =(Allowable Soil Bearing Pressure) =(Overburden Weight) = (Design) =(Depth of Footing) == P===#Bars @ O.C. P===#Bars @ O.C. P==*12=#Bars @ O.C. P===#Bars @ O.C. P===#Bars @ O.C. P===#Bars @ O.C. P===#Bars @ O.C. PAD DESIGN CODES:IBC 2021 CBC 2022 ACI318 2019 Load Source SBP 1500 PSF 24" Sq. x 24 " Pad w/ Size (Areq)0.00 IN. SQ.4 12'' E/W @ Bottom *12 =0 LB =0.00 SQ. FT.UsePAD NO:7 Areq =P Load Source SBP 1500 PSF 24" Sq. x 24 " Pad w/ Size (Areq)0.00 IN. SQ.4 12'' E/W @ Bottom *12 =0 LB =0.00 SQ. FT.UsePAD NO: Load Source SBP 1500 PSF 24" Sq. x 24 " Pad w/ Size (Areq)0.00 IN. SQ.4 12'' E/W @ Bottom *12 =0 LB =0.00 SQ. FT.UsePAD NO:5 Areq = Load Source SBP 1500 PSF 24" Sq. x 24 " Pad w/ Size (Areq)0.00 IN. SQ.4 12'' E/W @ Bottom *12 =0 LB =0.00 SQ. FT.UsePAD NO:4 Areq = Load Source SBP 1500 PSF 24" Sq. x 24 " Pad w/ Size (Areq)0.00 IN. SQ.4 12'' E/W @ Bottom =0 LB =0.00 SQ. FT.UsePAD NO:3 Areq = *12 =0 LB =UsePAD NO:2 0.00 S'Q. FT. Source SBP 1500 PSF 24" Sq. x 24 " Pad w/ Size (Areq)0.00 IN. SQ.4 12'' Job No: Client: Plan No: ESI/FME INC STRUCTURAL ENGINEERS P 6 Areq = P P P P 1000 LB Size (Areq) Areq = *12 Use1000 LB Load E/W @ Bottom P SBP Areq == 24 3/27/2023 P084 MHC CBC 2022 1500 PSF D D 24 IN 1500 PSF = 1500 - 0SBP Soil Site Class Project Name:Newport Beach ADU Page: Date: 4 12'' 24" Sq. x 24 " Pad w/ E/W @ Bottom SOIL DESIGN CRITERIA PER: JOB NO: DATE: SBP OVB 1500 PSF 0 PSF DESIGN CRITERIA 9.80 IN. SQ. 0.67 S'Q. FT.PAD NO:1 Load porch Source