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Home My WebLink AboutX2020-0514 - Calcs0 Y20Z0 -mu) 2i mvine Or, Dong Engineering, Inc. 10692 SILVER CIR, GARDEN GROVE, CA 92843 Office: (714) 204 - 2874 Email: Truongdong@gmail.com Project: REMODEL STRUCTURAL CALCULATIONS FOR RESIDENCE AT: 21 STONE PINE DR, NEWPORT COAST, CA 92657 DATE: 03/03/2020 CLIENT: JOB NO.: 19069 Page 1 of 18 BUILDING DIVISION r, BY: M.K. DONG ENGINEER, INC. #Fnlalt I n 9 "7 a N111 r x o-3 Flit LOADING CONDITIONS PAGE DATE: 08101119 Project # I,t t8 Si ROOF. TILE FLOOR: Without Lt. Wt. CONC. Slope 4:12 2 Sheets: Date: Live Load 20 psf Live Load 40 psf Roof Material 10 psf Floor Material 3.0 psf Sheathing 1.5 psf Sheathing 2.5 psf Trusses / Rafters 2.5 psf Floor Joists 2.5 psf Ceiling Joists 2.0 psf Ceiling Joists 0.0 psf Drywall 2.5 psf Drywall 3.0 psf Sprinkler 0.5 psf Sprinkler 0.5 psf Miscellaneous 1.0 psf Miscellaneous 1.5 psf Total D.L. 20 psf Total D.L. 13.0 psf Total Load 40 psf Total Load 53 psf EXTERIOR WALL: INTERIOR WALL: EXTERIOR: 9 DRYWALL: 3 DRYWALL: 3.0 DRYWALL: 3.0 STUDS: 2.0 STUDS: 2.0 MISC.: 1.0 MISC.: 2.0 DL= 15.0 PSF DL= 10.0 PSF REVISIONS: 1 Sheets: Date: Init: Remark: 2 Sheets: Date: Init: Remark: 3 Sheets: Date: fnit: Remark: 4 Sheets: Date: Init: Remark: 5 Sheets: Date: [nit: Remark: 6 Sheets: Date: Init: Remark: Page 2 of 18 LOADS -2013 NEWAs I 21 Stone Pine Dr, Newport Coast, CA 92657, USA Latitude, Longitude: 33.604652, -117.83289100000002 OSP rype varue uescripuon Ss 1.612 MCER ground motion. (for 0.2 second period) St 0.584 MCER ground motion. (for 1.0s period) SMs 1.612 Site -modified spectral acceleration value SMI 0.877 Site -modified spectral acceleration value SDS 1.075 Numeric seismic design value at 0.2 second SA SDI 0.584 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa I Site amplification factor at 0.2 second Fv 1.5 Site amplification factor at 1.0 second PGA 0.645 MCEG peak ground acceleration FpGA 1 Site amplification factor at PGA PGAM 0.645 Site modified peak ground acceleration TL 8 Long -period transition period in seconds SsRT 1.612 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.742 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 3.323 Factored deterministic acceleration value. (0.2 second) S1RT 0.584 Probabilistic risk -targeted ground motion. (1.0 second) S1UH 0.612 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. SID 1.137 Factored deterministic acceleration value. (1.0 second) PGAd 1.223 Factored deterministic acceleration value. (Peak Ground Accelerator) CRs 0.925 Mapped value of the risk coefficient at short periods CRI 0.955 Mapped value of the risk coefficient at a period of 1 s Page 3 of 18 2.0 1.5 A 1.0 m rn 0.5 0.0 0.0 MCER Response Spectrum 1.5 1.0 Cn0 m 0.5 0.0 0.0 2.5 5.0 T5 Period, T (sec) — Sa(g) Design Response Spectrum 2.5 5.0 7.5 Period, T (sec) — Sa(g) IIKIJ MAV 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. The material presented in this web application 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, SEAOC / OSHPD do 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 seismic data 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 IatitudeAongitude location in the search results of this webstie. Page 4 of 18 Title Block Line 1 Project Title: You �can change this area Engineer: Project ID: using the "Settings" menu item Protect Descr: and then using the "Printing & Title Block" selection. G.T.#1, G.T.#2, Bfv11 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - PHI 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.050 pcf Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads 1,372.73 psi Beam self weight calculated and added to loads Unif Load: D=0.020, Lr = 0.020 Wit, Tdb=13.0 it Design Summary 1,375.00 psi Max fb/Fb Ratio = 0.639. 1 fb : Actual: 2,275.54 psi at 9.000 It in Span # 1 Fb: Allowable: 3,563.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.355: 1 fv : Actual: 128.81 psi at 0.000 ft in Span # 1 Fv: Allowable: 362.50 psi Load Comb: +D+Lr+H Max Reactions (k) D 6 Id s W € Left Support 2.48 2.34 Right Support 2.48 2.34 D(O.2601 Lr 0.260 18.0% 3.5x74.0 H Downward L+Lr+S 0.386 in Downward Total 0.794 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deb Ratio 560 >360 Total Defl Ratio 271 >180 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: NO Fb - Tension 1,000.0 psi Fc - PHI 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.20 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr = 0.020 klft, Trib= 5.0 ft Desian Summary Max fb/Fb Ratio = 0.998; 1 fb : Actual: 1,372.73 psi at 9.000 It in Span # 1 Fb: Allowable: 1,375.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.286: 1 tv : Actual : 64.35 psi at 0.000 ft in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) D 6 Lr s W E Left Support 0.98 0.90 Right Support 0.98 0.90 1)(0.10) 10 .101 18.Oft, 412 H Downward L+Lr+S 0.336 in Downward Total 0.701 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dan Ratio 642 >360 Total Defl Ratio 307 >180 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - PHI 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Fb - Compr 2,900.0 psi Fc - Perp 625.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.010 Wft, Trib= 9.0 ft Unif Load: D = 0.0130, L = 0.040 Wft, Trib=12.250 ft Point: D = 2.480, Lr = 2.340 k @ 10.0 ft Point: D = 0.980, Lr = 0.90 k @ 11.0 ft Point: E = 4.290 k @ 5.750 ft Point: E = -4.290 k @ 17.750 ft Page 5 of 18 Density 45.050 pcf Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Design Summary Max tb/Fb Ratio = 0.862; 1 fb : Actual : 2,458.24 psi at 9.977 ft in Span # 1 Fb : Allowable : 2,850.80 psi Load Comb: +D+L+H Max fv/FvRatio = 0.427: 1 fv : Actual : 123.75 psi at 17.094 ft in Span # 1 Fv : Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) o L I r a w 9 Left Support 4.06 4.47 1.42 2.82 Right Support 4.50 4.47 1.82 -2.82 H Page 6 of 18 r nward L+Lr+S 0.384 in Downward Total 0.902 in and L+Lr+S 0.000 in Upward Total 0.000 in Load Dell Ratio 570 >360 Total Dell Ratio 242 >180 o � u d o o d XI ,�m r Number of Story: 2 Section width: 38.5(ft) Section length: 34(ft) Base height: (ft) Slope roof height: 24(ft) Gable mean roof height: 23(ft) Plate height: ROOF = 21 (ft); FIRST FLOOR = 11(ft) WIND PARAMETERS: Wind speed = 110, Wind exposure = C, Wind importance factor Iw= 1 Coefficients: Kd = 0.85, Kzt = 1, G=0.85, Gcpi = +/-0.18, omega = 1 B = 96(ft), L = 36(ft), H = 24(ft)-->L/B = 0.38, H/L = 0.67 Wall coefficient: Cpw = 0.8, Cpl= -0.5, Roof coefficient: Cpw = (-0.18;-0.84), Cpl= -0.54 Wind exposure = C-->anpha = 9.5, zg = 900 Kz = 2.01*(15/zg)A(2/anpha) qz = 0.00256*Kz*Kzt*Kd*VA2*lw P = G(Cpw*qz+Cpl*qh) (z, Kz, qz, P): (24, 0.94, 24.68, 27.27); (21, 0.91, 23.99, 26.8); (16.5, 0.87, 22.8, 25.99) (15, 0.85, 22.35, 25.69) WIND LOAD: SHEAR ROOF = 90.36(plf) SHEAR FIRST FLOOR = 170.54(plf) SEISMIC PARAMETERS: Light frame wood -->Ry = 6.5, Site class :D, SDS = 2FaSs/3 =1.075, SD1 = 2FvS1/3 =0.584, Seismic design category: D, 1 = 1, V = SDS*I*W/(1.4*Ry) = 1.075*1*W/(1.4*6.5) = 0.1181*W ROOF Roof = 20*37 = 740 PLF Wall = 15*3*4.5 + 10*2*4.5 = 292.5 PLF Shear = 0.1181(740+292.5) = 0.1181 *1032.5 = 121.94 PLF FIRST FLOOR Floor = 13*34 = 442 PLF Wall = 15*3*4.5 + 15*3*5.5 + 10*2*4.5 + 10*2*5.5 = 650 PLF Shear = 0.1181(442+650) = 0.1181 *1092 = 128.97 PLF Total Seismic Load = 121.97 + 129 = 250.97 PLF Redistrib: 1032.5*21 + 1092*11 = 33694.5 PLFxFT SHEAR ROOF = 250.97*1032.5*21/33694.5 = 161.5 PLF SHEAR FIRST FLOOR = 250.97*1092*11/33694.5 = 89.47 PLF ROOF 161.5 PLF SEISMIC GOVERN FIRST FLOOR 170.54 PLF WIND GOVERN ROOF DIAPHRAGM Max shear = 161.5 x 19.25 / (2 x 34) = 45.72 PLF Use: 15/32" spa rated unblock 32/16 w/8d common nails at 6", 6", 12" o.c. Chord force = 161.5 x 19.2512 / (8 x 34) = 220.02 LBS Splice w/ min. (2) 16d sinker nails each side of splice at 8" o.c. (standard construction) FIRST FLOOR DIAPHRAGM Max shear = 170.54 x 19.25 / (2 x 34) = 48.28 PLF Use: 23/32" ape rated unblock w/10d common nails at 6", 6", 12" o.c. Chord force = 170.54 x 19.2512 / (8 x 34) = 232.34 LBS Splice w/ min. (2) 16d sinker nails each side of splice at 8" o.c. (standard construction) Page 8 of 18 Lateral V—(Ib)=v_(plf)'Span•Span/2/(Span+Offset) D Factor: X Direction: 0=0: Y Direction: n=1.3 Wall Sec. Sto. Wind Seismic Span, Offset Wind Seismic L Description # # # v_ I v I ft ft V Ib V_ lb 1 :Wind -5022.331b Seismic =6280.531b 1 1Y 2 90.4 181.5 38.5 1739.4 3108.9----------38.5(ft)-----------I 1 1Y 1 1 170.51 89.51 38.51 1 3282.91 1722.3--------38.5(R)----------I Page 9 of 18 Line shear V = Maximum(V1;V2) V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic v(plf) = V/L Shear Wall (X -X Direction) Line Story Section Span Wind I Seismic Kdded V (Ib) H L v Type # # # ft If If Wind Seismic ftft If Page 10 of 18 Line shear V = Maximum(V1;V2) V1 = Wind*Span/2 + Added Vwind V2 = Seismic*Span/2 + Added Vseismic v(pif) = V/L Shear Wall (Y -Y Direction) Line Story Section Span Wind Seismic dded V (Ib) H L v Type # # # (ft) (plf) (plf) Wind Seismic (ft) (ft) (plf) 1 1 1Y 38.5 90.36 161.5 3282.9 1722.3 11 12 523.38 D Page 11 of 18 \ �§ 400,11 \/ j}&G j}GQ _ _ 2 . M 00 CD C^ { (( £ _21 §§\a|ek\a(N72_ ee0Nq {f\.�f$s]{/�{/ fo�c {)) a/a\-j7ƒ/J R})}o k\[ Page 13 of 18 EMMAnchor DesignerTm Software Version 2.6.6703.1 1.Prolect i Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:AC1318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.500 Effective Embedment depth, he (inch): 10.000 Code report: ICC -ES ESR -4057 Anchor category: - Anchor ductility: Yes hmon (inch): 11.25 ca. (inch): 23.34 Cmm (inch): 1.75 Smm (inch): 3.00 Recommended Anchor Anchor Name: SET -3G - SET -3G w/ 1/2"0 F1554 Gr. 36 Code Report: ICC -ES ESR -4057 i Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 18.00 Stale: Cracked Compressive strength, r. (psi): 3000 WqV: 1.0 Reinforcement condition: A tension, A shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Periodic Temperature range, Short/Long: 150/110°F Ignore Edo requirement: Not applicable Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 14 of 18 Anchor DesignerM Software Version 2.6.6703.1 Company: Date: 2/28/2020 Engineer: Page: 2/5 Project: Address: Phone: E-mail: Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.2.3.4.3 (a) (iii) -(vi) is satisfied Ductility section for shear: 17.2.3.5.3 (a) is satisfied Do factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nu. [Ib]: 5100 W. [lb]: 0 Vu, [lb]: 0 <Figure 1> 7 - Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9600 Fax: 925.847.3871 www.sbongtie.com Page 15 of 18 Anchor Designer TIM Software Version 2.6.6703.1 <Figure 2> Company: Date: 212 8/2020 Engineer: Page: 315 Project: Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 16 of 18 Anchor DesignerTIM compan Engineer Software Project: Version 2.6.6703.1 Address: 3. Resulting Anchor Forces w,.=.=rx,arf han�.,mK.ar(f./2,500)"2'Naaia Anchor Tension load, Shear load x, Shear load y, Shear load combined, 3000 0.24 1226 W„ (lb) W.. (lb) V..y (lb) J(V.a.)2+(V.ay)2 (Ib) 1 5100.0 0.0 0.0 0.0 Sum 5100.0 0.0 0.0 0.0 Maximum concrete compression strain (%a): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 5100 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strenath of Anchor in Tension (Sec. 17.4.11 N.. (lb) d ON.. (lb) 8235 0.75 6176 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Ne = k.Aa4fchad s (Eq. 17.4.2.2a) ka A. f" (psi) he (in) Nb (lb) 17.0 1.00 3000 10.000 29445 0.750Nch = 0.750 (ANc/AN"a)Tad,N%NY4p,NNn (Sec. 17.3.1 & Eq. 17.4.2.1a) ANc (Ind) AN. (In2 ca,mm (In) 44dN Y",N Y.p,N Nb (Ib) 0 0.75^h (lb) 450.00 900.00 7.50 0.850 1.00 1.000 29445 0.75 7039 6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5) w,.=.=rx,arf han�.,mK.ar(f./2,500)"2'Naaia rks, (psi) f.hod-. Kw aN...I. f� (psi) n rice (psi) 1304 1.00 1.00 0.90 3000 0.24 1226 Nn. = Aa wzdah.f (Eq. 17.4.5.2) A r (psi) d. (in) he (in) Nha(lb) 1.00 1226 0.50 10.000 19259 0.75ONa = 0.750 (ANa/ ANao)TBdNe Pop,NaNha (Sec. 17.3.1 & Eq. 17.4.5.1 a) ANa (int) ANao (int) cNa (in) camm (in) %d,N. 'Yp,N. Nao (lb) d 0.750Na (lb) 191.09 191.09 6.91 7.50 1.000 1.000 19259 0.55 7945 Input data and results must be checked for agreementwith the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588Phone: 925.560.9000 Fax: 925.847.3871 w .strongtie.com Page 17 of 18 EEMAnchor DesignerTM Software Version 2.6.6703.1 ASD Level tensile demand load = 6,176 x 0.7 = 4,323 Ib. 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.717 Tension Factored Load, N.. (Ib) Concrete breakout 5100 Adhesive 5100 7945 o% (lb) Ratio Status u.as Vass 0.72 Pass 0.64 Pass SET -313 wl 1/2"0 F1554 Gr. 36 with hef = 10.000 inch meets the selected design criteria. ACI 318-14 Section 17.2.3.4.3(al (I) & (ii) Calculations for Ductility requirement for tension load Steel Factored Load, Nu. (lb) 1.2 x Nominal Strength, W (Ib) Ratio Steel 5100 9882 51.6% Governs Concrete Factored Load, Nn. (lb) Nominal Strength, Nn (lb) Ratio Concrete breakout 5100 12514 40.8% Adhesive 5100 19259 26.5% ACI 318-14 Section 17.2.3.4.3(a) (i) & (ii) satisfied since steel ratio governs and the steel element is ductile. 12. Warnings - Per designer input, ductility requirements for shear have been determined to be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Pashas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.atronglle.com Page 18 of 18