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HomeMy WebLinkAboutAPPROVED-STRUCT CALCS-RRAD21-0089.pdfSHEET ELEVATED DESIGN & CONSULTING ENG. P.O. BOX 2305 DATE NORWALK, CA 90651 JOB # PHONE: (562) 412-8599 JOB # DATE FM 2/18/2021 21-18 Palm Desert, CA 92260 Structural Design Residential Remodel Project: Moon Residence 47312 Abdel Circle 2/18/2021 Prepared for: Shields Residential 75306 Palm Shadow Drive Indian Wells, CA 92210 DATE OLIVER MENDOZA PROJECT ENGINEER 21-18 SHEET ELEVATED DESIGN & CONSULTING ENG. P.O. BOX 2305 DATE NORWALK, CA 90651 JOB # PHONE: (562) 412-8599 DESIGN PARAMETERS 1.0 DESIGN CRITERIA ………………………...………………………………………………………………………………………… 2.0 LOADING CONDITIONS…………………...……………………………………………………………………………………… FRAMING DESIGN 3.0 ROOF FRAMING………………………….……………………………………………….. FOUNDATION DESIGN 5.1 PAD FOOTING DESIGN………………………….………………………………………………….... 47312 Abdel Circle FM 2/18/2021 21-18 9 7 Palm Desert, CA 92260 TABLE OF CONTENTS 1 2 SHEET ELEVATED DESIGN & CONSULTING ENG. P.O. BOX 2305 DATE NORWALK, CA 90651 JOB # PHONE: (562) 412-8599 DESIGN CRITERIA Code: 2019 California Building Code Dimensional Lumber: Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing:DF-L #2 (U.N.O.) 2x Rafters & Joists: DF-L #2 (U.N.O.) 4x Members:DF-L #1 (U.N.O.) 6x Members:DF-L #1 (U.N.O.) GluLam Beams: U.N.O. :Grade 24F-V4 (DF/DF) Engineered Framing: Wood I-Joists:TJI 110,210,230,360,560 ICC ESR-1153 LSL, PSL 1.55E Timberstrand, 2.2E Parallam ICC ESR-1387 Sheathing:Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Concrete: Compressive Strength @ 28 days per ASTM C39-96: Footings:2500 psi Grade Beams and Caissons:3000 psi Concrete Block: Grade N-I per ASTM C90-95, f’m = 1500 psi per ASTM E447-92 Mortar:Type S Mortar Cement per ASTM C270-95, Min. f’m = 1800 psi @ 28 days. Grout: Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91, Min. f’m = 2000 psi @ 28 days. Reinforcing Steel: #3 to #18:ASTM A706 (Fy = 60 ksi) Structural Steel: ‘W’ Shapes:ASTM A992,Fy= 50ksi Plates, Angles, Channels:ASTM A36 Fy = 36 ksi Tube Shapes: ASTM A500, Grade B Fy= 46 ksi Pipe Shapes:ASTM A53, Grade B Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 A615-60 Rebar:E90 Series Bolts: Sill Plate Anchor Bolts & Threaded Rods:F1554 Grade 55 Quality Minimum Bolted Connections:A307 (Bearing, U.N.O.) References: 1.0 FM 2/18/2021 21-18 Page 1 SHEET ELEVATED DESIGN & CONSULTING ENG. P.O. BOX 2305 DATE NORWALK, CA 90651 JOB # PHONE: (562) 412-8599 VERTICAL LOADING Roofing psf Ceiling Framing psf 15/32" Sheathing psf 5/8" Gyp. Bd.psf Roof Framing psf R-30 Insulation psf 5/8" Gyp. Bd.psf Misc.psf R-30 Insulation psf Misc.psf Σ DEAD psf Σ DEAD psf LIVE psf LIVE psf 5/8" Gyp. Bd. (2 Sides)psf 7/8" Stucco psf 2x4 Studs @ 16" o.c.psf 15/32" Sheathing psf Misc.psf 2x4 Studs @ 16" o.c.psf 5/8" Gyp. Bd.psf Misc.psf Σ DEAD psf Σ DEAD psf 2.0 ROOF 3.5 1.5 FM 2/18/2021 21-18 1.9 CEILING 2.8 2.8 10.0 4.6 INTERIOR WALL EXTERIOR WALL 9.0 1.5 14.0 20.0 2.8 2.8 1.5 1.5 0.9 8.0 1.1 2.3 8.0 1.1 2.8 1.6 16.0 Page 2 SHEET ELEVATED DESIGN & CONSULTING ENG. P.O. BOX 2305 DATE NORWALK, CA 90651 JOB # PHONE: (562) 412-8599 SEISMIC LOADING Latitude: Longitude:R = :Special Steel Moment Frame R = :Wood Structural Shearwalls Occupancy Category: 2 Site Class: D R = :Special Reinforced Concrete Shearwalls Importance Category:Roof Height ft R = :Special Reinforced Masonry Shearwalls R = :Upper Limit on Hillside Structures R = :Ordinary Steel Moment Frame Ss = g S1 = g R = :Ordinary Steel Cantilevered Column Fa =Fv = R = Selected R Value Sds =Sd1 = NOTE: SEE FOLLOWING PAGES FOR USGS DATA SMS = FaSs SMS = SDS = (2/3) SMS (11.4-3) SDS = Seismic Design Category:(12.8-2) Ta = Ct * (hn)0.75 = Ts = SD1/SDS = WDL 2/18/2021 21-18 DESIGN CATEGORY R FACTOR SCHDULE 8.0 6.5 FM 2.0 PARAMETERS USGS SPECTRAL INFORMATION 33.705 1.5 0.600 1.20 Cs =SDS S1 > 0.04 (11.6.1 & 2 ASCE 7-16) 6.5 Ss > 0.15 5.0 5.0 4.5 1.800 VASD=CsWDL 1.4 3.50 1.25 -116.379 1.20 1.70 1.200 0.680 1.0 12 CS SEISMIC COEFFICIENT S1 < 0.75 (11.6 ASCE 7-16) Csmax =SD1 T(R/I) Csmax =0.811 k = 1.0 Ta<0.5 VASD=0.132 (R/I) D Cs = 0.185 PERIOD CALCULATION 0.13 Ta < (0.8)Ts, OK0.57 Page 3 2/18/2021 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=33.7053678&lng=-116.3791575&address=47312 Abdel Cir%2C Palm Desert%2C CA 92260%2C USA 1/2 Hazards by Location Search Information Address:47312 Abdel Cir, Palm Desert, CA 92260, USA Coordinates:33.7053678, -116.3791575 Elevation:378 ft Timestamp:2021-02-19T04:37:57.349Z Hazard Type:Seismic Reference Document: ASCE7-16 Risk Category:II Site Class:D-default Basic Parameters Name Value Description SS 1.5 MCER ground motion (period=0.2s) S1 0.6 MCER ground motion (period=1.0s) SMS 1.8 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 1.2 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA *See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.922 Coefficient of risk (0.2s) CR1 0.9 Coefficient of risk (1.0s) PGA 0.544 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.652 Site modified peak ground acceleration 378 ft Report a map errorMap data ©2021 Google, INEGI Page 4 2/18/2021 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=33.7053678&lng=-116.3791575&address=47312 Abdel Cir%2C Palm Desert%2C CA 92260%2C USA 2/2 TL 8 Long-period transition period (s) SsRT 1.618 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.755 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.612 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.681 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.544 Factored deterministic acceleration value (PGA) *See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Page 5 SHEET ELEVATED DESIGN & CONSULTING ENG. P.O. BOX 2305 DATE NORWALK, CA 90651 JOB # PHONE: (562) 412-8599 WIND LOADING z:height above Ground Level ϴ:Roof Angle V:Basic Wind Speed ASCE 7-16 Figure 26.5-1A ASCE 7-16 Table 26.6-1 ASCE 7-16 Section 26.7 Topographical Factor ASCE 7-16 Section 26.8.2 Section 26.10 & 26.2 KZ:Velocity Wind Pressure Exposure Coefficient ASCE 7-16 Table 30.3-1 KD:Wind Directionality ASCE 7-16 Table 26.6-1 Zg:Terrain Exposure Constant ASCE 7-16 Table 26.9-1 α:Terrain Exposure Constant ASCE 7-16 Table 26.9-1 GCpi:Internal Pressure Coefficients ASCE 7-16 Table 26.11-1 qh:Velocity Pressure ASCE 7-16 Eqn. 30.3-1 USE:Wall: Roof: DESCRIPTION REFERENCE 2/18/2021 21-18 FM 0.57 12 ' 0-5 2.0 DESIGN PARAMETERS Enclosure Classification: KZT:1 Enclosure Classification: Enclosed Kz= 2.01*(15/1200)^(2/7) 115 mph Structure Type: Building Structure Type Exposure Category: B Exposure Category 0.85 1200 ' 7 0.18 16.54 psf DESIGN WIND PRESSURES GCpf (ASCE Figure 28.4-1)p Load Case 2 External Pressure Coefficient Design Wind Pressure External Pressure Coefficient Design Wind Pressure GCpf (ASCE Figure 28.4-1)p 1 0.40 4 psf -0.45 -10 psf Building Surface Load Case 1 3 -0.37 -9 psf -0.37 -9 psf -8 psf 4 -0.29 -8 psf -0.45 -10 psf 5 --0.40 4 psf 16.0 psf 6E ---0.43 -10 psf Design Wind Pressure 4E -0.43 -10 psf -0.48 -11 psf 5E --0.61 7 psf 16.0 psf 1E 0.61 7 psf -0.48 -11 psf 3E -0.53 -12 psf -0.53 -12 psf 2E -1.07 -21 psf -1.07 -21 psf 2 -0.69 -14 psf -0.69 -14 psf 6 ---0.29 𝑓𝑜𝑟 15 ≤ 𝑧 ≤ 𝑧௚ ; 𝐾௓ = 2.01 ∗ 𝑧 𝑧௚ ଶ ఈ 𝑓𝑜𝑟 𝑧 < 𝑧௚ ; 𝐾௓ = 2.01 ∗ 15 𝑧௚ ଶ ఈ 𝑝 = 𝑞௛ [𝐺𝐶௣௙ −𝐺𝐶௣௜ ] Page 6 SHEET ELEVATED DESIGN & CONSULTING ENG. P.O. BOX 2305 DATE NORWALK, CA 90651 JOB # PHONE: (562) 412-8599 FRAMING 21-18 3.0 FM 2/18/2021 ROOF RAFTER SCHEDULE: 2x8 CEILING JOIST SCHEDULE: 16 ''29 ' 24 ''16 ' 12 '' 24 ''12 ' 16 ''24 ' 12 ''27 ' 24 ''24 ' 16 ''19 ' 12 '' 12 ''32 ' 2x12 2x10 2x10 24 ''16 ' 16 ''19 ' DF#2 DEAD LOAD 8 PSF/ LIVE LOAD 10 PSF L/∆=240 24 '' 16 '' RAFTER SIZE SPACING ALLOWABLE SPANS 8 ' 10 ' 9 '2x4 2x6 16 ''14 ' 12 ''16 ' 21 ' 24 ''21 ' DF#2 DEAD LOAD 15 PSF/ ROOF LIVE LOAD 20 PSF L/∆=240 RAFTER SIZE SPACING ALLOWABLE SPANS 2x4 24 ''6 ' 16 ''7 ' 12 ''8 ' 2x8 24 ''13 ' 16 ''15 ' 12 ''16 ' 2x6 24 ''10 ' 16 ''11 ' 12 ''12 ' 12 ''21 ' 2x12 24 ''19 ' 16 ''23 ' 12 ''26 ' Page 7 Wood Beam WRG DesignsLic. # : KW-06010660 DESCRIPTION:RB-1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 47312 Abdel Circle.ec6 Project Title:47312 Abdel Circle Engineer:FM Project ID: Printed: 24 FEB 2021, 6:19PM Project Descr:Interior Residential Remodel CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0140, Lr = 0.020 ksf, Tributary Width = 16.0 ft, (Roof) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.307: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 2.500 ft 44.26 psi= = 1,350.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.197 : 1 0.000 ft= = 414.00 psi Maximum Deflection 0 <360 2843 Ratio =0 <180 Max Downward Transient Deflection 0.012 in 4895Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.021 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 5.0 ft 1 0.179 0.115 0.90 1.200 1.00 1.00 1.00 0.72 173.57 972.00 0.40 162.001.00 18.56 1.00+D+Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.307 0.197 1.25 1.200 1.00 1.00 1.00 1.72 414.00 1350.00 0.96 225.001.00 44.26 1.00+D+0.750Lr 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.262 0.168 1.25 1.200 1.00 1.00 1.00 1.47 353.89 1350.00 0.82 225.001.00 37.83 1.00+0.60D 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.0 ft 1 0.060 0.039 1.60 1.200 1.00 1.00 1.00 0.43 104.14 1728.00 0.24 288.001.00 11.13 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0211 2.518 0.0000 0.000 . Page 8 SHEET ELEVATED DESIGN & CONSULTING ENG. P.O. BOX 2305 DATE NORWALK, CA 90651 JOB # PHONE: (562) 412-8599 FOUNDATION DESIGN-CONTINUOUS FOOTING ϕCONC:REINF. COVER:FOOTING WIDTH: fy:BAR SIZE:FOOTING DEPTH: f'c:SOIL DEPTH ABV FTG: ASB:STEM WIDTH: ϕSOIL:STEM HEIGHT: ASD LOAD CASES FROM ASCE 7-16: 2.) D+L 3.) D+(Lr or S) = Wd = MAXIMUM ADDITIONAL ALLOWABLE POINT LOAD ON FOOTING =allowable soil bearing = = footing width = = footing depth = =height of ftg above grade =continuous load MAX POINT LOAD Pmax = ASB*w*2(D+Hp)-2wt(D+Hp)= Pmax = Pmax = lb FM 2/18/2021 21-18 16 224 Int Wall 8 10 80 5.0 DESIGN PARAMETERS 150 pcf 3.0 in 12.0 in 60000 psi 4 8.0 in 100 pcf 18.0 in 2500 psi 18.0 in EFF. DEPTH TO TOP LAYER OF STEEL:1500 psf 6.0 in 4.25 in Psf ft lb/ft Description Force/Area Tributary L/H LoadingCategory Ratio 0.416 wallowable 1500 plf wt 624 plf FOOTING LOADING LOADING D D LrRoof 20 16 320 Roof 14 DESIGN PARAMETERS 624 6132 lbs wt ADDITIONAL ALLOWABLE POINT LOAD psf * 1ft * 2(2ft + 1.5ft) - 2 * 624lb/ft * (2ft + 1.5ft) 6132 Pmax D Hp ASB w 1500 psf 12.0 in 1 ft 2 ft 1.50 ft 24.0 in 18.0 in 624 plf Page 9