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Home My WebLink AboutX2021-3418 - MiscX20z1-3 IS Lts19 � �J�11e- 0 A FILE NO.: Torres DATE: 04/27/2021 PROJECT: Structural Engin@eriri i6hlri$ por remodeling and �g nh Coro Mar, CA. room addition-lo6atedin-t�6CiiY'df a- el SUBJECT: Structural Calculations Owner: Melvin Torre' s1061 4518 Wayne Road' � „�� Corolla Del Mar, CA OA25"/ � �81 1 r 'O��,.tNTERWEST GR PUP If<!IS ARCHITECT Denise Xagorarakis b'csigns Designer: �,,. Y r Costa Mesa, CA 92626 s^%� 0-;,� mrsxaa(a).me.com r r, BUILDING MD oMuela'ng a��EWED s COMPLIANCREVE FIC REVIEW INCEWOH designeStructur: 24482 �OCAECTAIDOPTEDR ESPNAAND HEE Viejo, CA 28y; S STATED SCOPE pF ELATED THIS Morzdt@gmai COmMission INTERWEST CO DATE: TI G GROUP ✓/ / CODE: 2019 CBC ENGINEER of RECORD: r � 1 , (_-� \ err•.. - - 3anivrr�r a 3ui i0 s31011o, >Ii�a,�ISNoO; a a s3a c. N w,wv �Nu I L/H13�1�HU 1: �'I iir I^IIOd ONY SPId - - 03i iahl d0 s.,d Sdx] lira is' lON S30N �SNVId 3S3Hi 1N3W1aVd30 ONICTnO NOV38180dM3N 10 ,U /12/2020 U.S. Sets Ic Design Maps OSH PD 4518 Wayne Rd, Corona Del Mar, CA 92625, USA Latitude, Longitude: 33.5912876,-117.8587532 0 IP60r creSr m e<n �a aZook Harold B whoa w oc �twona p fat o a nPR a �a5o1 C�7iaha �\,�a yo F Go gle Map data 02021 Deft 4/12/2021, 4:26:16 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) j Type Value... Description Ss 1.342 MCER ground motion. (for 0.2 second period) St 0.475 MCER ground motion. (for 1.Os period) ',- SMs 1.61 Site -modified spectral acceleration value SMI null -See Section 11.4.8 Site -modified spectral acceleration value SDe 1.073 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..8 Seis Ic design category Fa 1.2 Site a plification factor at 0.2 second ! Fv null See Section 11..8 Stte a plification factor at 1.0 second -, PGA 0.585 MCED peak ground acceleration FPGA 1.2 Site a plification factor at PGA '.. PGAM 0.702 Site odified peak ground acceleration �I TL 8 Long -period transition period In seconds SsRT 1.342 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.474 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 2.645 Factored deterministic acceleration value. (0.2 second) j, S1RT 0.475 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.515 Factored uniform -hazard (2°k probability of exceedance in 50 years) spectral acceleration. S1D 0.825 Factored deterministic acceleration value. (1.0 second) '.. PGAd 1.064 Factored deterministic acceleration value. (Peak Ground Acceleration) CRs 0.91 Mapped value of the risk coefficient at short periods ., CR1 0.922 Mapped value of the risk coefficient at a period of 1 s hftps://seis lemaps.org 1/2 4/12/2021 U.S. Seismic Design Maps DISCLAIMER While the informatlon presented on this website is believed to be correct, SEAOC /OyS,HPD 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 speck 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 latitudeAongitude location in the search results of this website. https://soismicmaps.org 2/2 MDTORRES PAGE: 1 / 11 COUNSLTING PROJECT NO.: Torres PLAN: ADDITION DATE: 4/12/2021 LOAD DEFINITIONS PLAN ORIENTATION East-West (X dir) North -South (Y dir) LOAD TYPES D L Lr Sn W(+) W(-) E E=Eh+/-Ev Ern =DEh+/-Ev SPECIFICATIONS AND SCHEDULES Dead Load Floor Live Load Roof Live Load Snow Load Wind Load (Bottom and Left) Wind Load (Top and Right) Seismic Load Ev = (0.2 Sds)D Ev = (0.2 Sds)D LOAD COMBINATIONS - 2018 IBC ASD REGULAR N Y d W E X Longitudinal S D IBC 18 ASD (1") D + 0.75L+ 0.75Lr+ 0.45W(-) IBC 18 ASD (16-13) D+L IBC 18 ASD(16-9) D+0.75L+0.75Sn+0.45W(+) IBC 18 ASD(16-13) D+Lr IBC 18 ASD(16-10) D + 0.75L + 0.75Sn + 0.45W(-) IBC 18 ASD(16-13) D+Sn IBC 18 ASD(16-10) D+0.75L+0.75Lr+0.75 x0.7pE IBC 18 ASD(16-13) D + 0.75L + 0.75Lr IBC 18 ASD(16-11) D+0.75L+0.75Lr-0.75x0.7pE IBC 18 ASD(16-13) D+0.75L+0.75Sn IBC 18 ASD(16-11) D + 0.75L + 0.75Sn + 0.75 x0.7pE IBC 18 ASD(16-14) D+0.6W(+) IBC 18 ASD(16-12) D + 0.75L + 0.75Sn - 0.75 x 0.7pE IBC 18 ASD(16-14) D + 0.6W(-) IBC 18 ASD (16-12) 0.61) + 0.6W(+) IBC 18 ASD (16-15) D + 0.7pE IBC 18 ASD (16-12) 0.613 + 0.6W(-) IBC 18 ASD (16-15) D - 0.7pE IBC 18 ASD (16-12) 0.61) + 0.7pE IBC 18 ASD (16-16) D + 0.75L + 0.75Lr+ 0.45W(+) IBC 18 ASD (16-13) 0.61) - 0.7pE IBC 18 ASD (16-16) LOAD COMBINATIONS - 2018 IBC ASD DEFLECTION L IBC 18 ASD T 1604.3 (fd)D + 0.75L + 0.75Lr Lr IBC 18 ASD T 1604.3 (fd)D + 0.75L + 0.75Sn Sn IBC 18 ASD T 1604.3 + (Cd)E (fd)D+ L IBC 18 ASD T 1604.3 - (Cd)E (fd)D + Lr IBC 18 ASD T 1604.3 LOAD COMBINATIONS - 2018 IBC ASD SPECIAL SEISMIC 0.83(D + 0.7Em) IBC 18 ASD ASCE 12.4.3.1(5) 0.83(D - 0.7Em) IBC 18 ASD ASCE 12.4.3.1(5) 0.83(D + 0.75L + 0.75Lr+ 0.75(0.7Em)) IBC 18 ASD ASCE 12.4.3.1(6) 0.83(D + 0.75L + 0.75Lr - 0.75(0.7Em)) IBC 18 ASD ASCE 12.4.3.1(6) IBC 18 ASD T 1604.3 IBC 18 ASD T 1604.3 IBC 18 ASD ASCE 12-12.1 IBC 18 ASD ASCE 12-12.1 MDTORRES COUNSLTING PROJECT NO.: Torres PLAN: ADDITION PAGE: 2 / 11 DATE: 4/12/2021 0.83(D + 0.75L + 0.75(fs)Sn + 0.75(0.7Em)) 0.83(D + 0.75L + 0.75(fs)Sn - 0.75(0.7Em)) 0.83(0.6D + 0.7Em) 0.83(0.6D - 0.7Em) NOTES: IBC 18 ASD ASCE 12.4.3.1(6) IBC 18 ASD ASCE 12.4.3.1(6) IBC 18 ASD ASCE 12.4.3.1(8) IBC 18 ASD ASCE 12.4.3.1(8) fd: Dead load reduction factor per IBC 18, table 1604.3 footnotes d & g Cd: Seismic deflection amplification factor per ASCE 7-16, table 12.2-1 MDTORRES COUNSLTING PROJECT NO.: Torres PLAN: ADDITION PAGE: 3/11 DATE: 4/1212021 MATERIAL SPECIFICATIONS 1. Concrete member strength is as noted. 2. 3. 4. 5. 6. 7. 8. 9. 10. Hardware embedment into concrete is based on fG2500 psi, U.N.O.. Steel Reinforcement is Grade 60 except that No. 3 and No. 4 bars are Grade 40. Nails are 8d common, 10d common and 16d framing (short), U.N.O.. Hardware is Simpson brand U.N.O.. Solid framing lumber shall conform with the rules of the Western Wood Products Association. Lumber grades, U.N.O. shall be: Use 2x4 studs 9 It in height or less: 2x4 studs more than 9' in height: 2x6 studs 9 ft in height or less: 2x6 studs more than V in height: 2x8 & deeper studs: 2x4, 3x4, & 44 plates: 2x6, 3x6, 4x6 & deeper plates: 3x4 & 44 studs & posts: 46 & deeper studs & posts: 6x6 & larger square posts: 6x8 & larger rectangular posts: 2x4 joists & rafters: 2x6 & deeper joists & rafters: 4x6 & deeper beams: 6x8, 8x10, 10x12 and deeper beams: Grade mark and bending stress Douglas Fir -Larch Stud Douglas Fir -Larch Construction or#2 Douglas Fir -Larch Stud Douglas Fir -Larch Construction or#2 Douglas Fir -Larch #2 Douglas Fir -Larch #2 Douglas Fir -Larch Construction or #2 Douglas Fir -Larch Construction or #2 Douglas Fir -Larch Construction or #2 Douglas Fir -Larch Construction or #1 Douglas Fir -Larch Construction or #1 Douglas Fir -Larch Construction or#2 Douglas Fir -Larch Construction or #2 Douglas Fir -Larch Construction or#2 Douglas Fir -Larch #1 Glued -Laminated beams are 24F-V4 for simple span and 24F-VB for other conditions. Manufactured lumber is by Truss -Joist MacMillan, U.N.O.. I -Joists are by Truss -Joist MacMillan, U.N.O.. Steel: I -beams are A36, pipe is A53 B, and tube is A500B. MDTORRES COUNSLTING PROJECT NO.: Torres PLAN: ADDITION PAGE: 6 / 11 DATE: 4/12/2021 Level ROOF (Height = 13' Level Height = 13' Plate Height = 9') (PSL 5 1/4 x 11 7/e PSL 2.0) ®—._._L = 14'—._-. BM —ROOF 47 (Steel HSS10X6X5/8) BM_ROOF_45(1) (Steel HSS10X6X5/8) —., L = 23- _.—.—.—.y BM_ROOF_47(1) MDTORRES COUNSLTING PROJECT NO.: Torres PLAN: ADDITION PAGE: 7 / 11 DATE: 4/12/2021 GRAVITY LOADS ROOF (Slope 2/12) Roofing,(D) 10.00 psf Shtg, 1/2" (15/32") OSB(D) 1.50 psf Roof, Framing(D) 4.47 psf Insulation(D) 0.50 psf Allowance, Roof(D) 0.00 psf Ceiling Framing(D) 0.00 Psf Interior, 5/8" Gypsum board(D) 2.80 psf Mach. & elect. system allowance(D) 0.50 psf Sprinkler allowance(D) 0.00 psf Item(D) 0.00 psf Allowance, Ceiling(D) 0.00 psf Slope Adj(D) 0.23 psf Roof Live Load(Lr) 20.00 psf Total D 20.00 psf Total Lr 20.00 psf Total 40.00 psf INT. WALL Interior, 1/2" Gypsum board(D) 2.80 psf Item(D) 0.00 psf Framing(D) 1.50 psf Insulation, None(D) 0.40 psf Interior, 5/8" Gypsum board(D) 2.80 psf Mach. & elect. system allowance(D) 0.50 psf Item(D) 0.00 psf Allowance(D) 0.00 psf Total D 8.00 psf Total 8.00 psf EXT. WALL Exterior, Stucco, 7/8" o/ 1-15#(D) 9.20 psf Shtg, 3/8" OSB(D) 1.50 psf Framing(D) 2.00 psf Insulation(D) 0.50 psf Interior, Finish(D) 2.80 psf Mach. & elect. system allowance(D) 0.00 psf Item(D) 0.00 psf Allowance(D) 0.00 Psf Total D 16.00 psf Total 16.00 psf MDTORRES COUNSLTING PROJECT NO.: Torres PLAN: ADDITION PAGE: 8 / 11 DATE: 4/12/2021 SEISMIC SEISMIC LOADS SEISMIC ANALYSIS PROCEDURE Equivalent Lateral Farce Analysis ASCE 7-16 sec 12.8 Si = 0.475 Site Class = D Default TL = 8 Ss = 1.342 F. = 1.825 Do = 3.0 SDI = 0.578 F. = 1.2 Cd = 4.0 SDs = 1.074 SDC = D EAST -WEST (X DIR) h„=13 1=1 R=6.5 CI=0.02 T=0.137 k=1 Redundancy Factor = 1.3 C,=SDs!(R/1)=0.165 ASCE 7-1612.8-2 C. max1=SDI /(Tx(R/1))for Ti>T=0.649 ASCE 7-1612.8-3 C. max2=SDI xTL/(T2 x(R/I))for Ti<T=37.902 ASCE 7-1612.84 C. minl = 0.044 x S Ds x 1 = 0.047 ASCE 7-16 12.8-5 C.min2=0.5 xSI!(R/I)for Sl>0.6=0.037 ASCE 7-1612.8-6 Use V = 0.165W NORTH -SOUTH (YDIR) h„=13 1=1 R=6.5 CI=0.02 T=0.137 k=1 Redundancy Factor = 1.3 C, = SDs / (R / 1) = 0.165 ASCE 7-16 12.8-2 C. max1 =SDI /(Tx(R/1))for TL>T=0.649 ASCE 7-1612.8-3 C,max2=SmxTo/(T' x(R/I))forTo<T=37.902 ASCE 7-16 12.8-4 Cs minl = 0.044 x S DS x 1 = 0.047 ASCE 7-16 12.8-5 C.mint=0.5x SI !(R/I)for Sl>0.6=0.037 ASCE 7-1612.8-6 Use V = 0./65W MASS DISTRIBUTION: (USE WALL WT IN BOTH DIR) Level W (Ibs) H (ft) WxH (Ibs-ft) WXH/i(WXH) Area (sq ft) F (Ibs) FM F/A ROOF 42800 13 556400 100 1600 7062 0.165 4.41 Total 42800 - 556400 100 1600 7062 project Tmes by MD location date 4/12/2021 Shear Wall Design(N)------- (4'-0") 0,7pE Load from Current Level D I' T Current Level Lateral Load, E (Unfactored) = 4.41 psf Tributary Area A = 300.0 ft2 Redundancy Factor p = 1.3 Applied Uniform Dead Load D = 0.0 plf Applied Point Dead Load = 0.0 Ibs at Distance from Leftffop = 0 ft Applied Point Dead Load = 0.0 Ibs at Distance from Left/Top = 0 ft Shear Wall Self Weight W = 16.0 psf Shear Wall Length L = 4 ft Shear Wall Height H = 6.00 ft Capacity Shear Wall Type Used: = 010 350 plf Hold Down Used (Left(Top) jHDU2 13075 Ibs Hold Down Used (Right/Bottom) JHDU2 3075lbs Design Load Combination: 0.61D + 0.7pE Applied Lateral Force for Shear Wall 0.7pE = 1204 Ibs Applied Unit Shear of Shear Wall v = 301 plf OK Maximal Tension Load TO, (Left(Top) = 1977 Ibs OK Maximal Tension Load T1, (Right/Bottom) = 1977 Ibs OK Shear Wall Design OK MDTORRES PAGE: 10111 COUNSLTING PROJECT NO.: Torres PLAN: ADDITION DATE: 4/1212021 SUMMARY Beam Name Selection Beam Size BEAMS Width/Depth/Area S / I / Wt F� / Fn / E (in) / (in) / (in') (in3) / (in°) / (plo (psi) / (psi) / (psi) BM ROOF_47 (PSL) 5 1/4 x 11 7/8 PSL 2.0 5.25 / 11.875 / 65.31 129.3 / 767.51 / 14.15 362.5 / 3516.25 / 2000000 BM ROOF_47(1) (Steel) HSS10X6X5/8 6.00 / 10.00 / 16.40 40.2 / 201 / 59.10 BEAM ANALYSIS MDTORRES PAGE: 11/11 COUNSLTING PROJECT NO.: Torres PLAN: ADDITION DATE: 4/12/2021