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HomeMy WebLinkAboutX2021-0773 - CalcsX 2021-0l-fi3 112Z Leeoard Ln. inic ENGINEERING INC. STRUCTURAL CALCULATIONS FOUR SEASONS BUILDING PRODUCTS Project: Hamming Residence Location: 1822 Leeward Ln., Newport Beach, CA 92660 Building Code: 2019 CBC Plump File No: S.2103001.13 By: J.M. Date: March 29, 2021 Revisions: No. C 052696 Z Exp. 12-31-22 * in CU ill S?gTfVIL GCI 3/30/21 Z I Tp s-. 3lculations not valid unless ; �c d sealed in space above. m Architectural I Structural ( Mechanical I Electrical I Plumbing I Civil I Survey \�\ 914 E. Katella Avenue, Anaheim, CA 92805 P: (714) 385-1835 F: (714) 385-1834 PLUMP Engineering, Inc. 914 E. Katella Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 ..... .... ...n.. ... . www.peica.com Information: Project = Hamming Residence Number = 'S.2103001.13 Design Loads: Dead= 8.00', psf includes 5.00'!, psf (Solar Panels) Live = 10.00'.. psf CBC 20191105.1 Snow = 0.00''! psf Wind = 95 mph Exposure = C Occupancy = 11 2019 CBC Seismic: Length = ! 18AZft Width = 18.33 ft Area = !i 338',,ft2 Ht. _ 8.42 It Weight = ! 2701Ib Ct = 0.02', R = 1.25 x = 0.75 ft 1 = 1.00 T = 0.10 Fa = 1.20!, Ts 1.20 Fv = 1.62'',, g51.5Ts Ground motion analysis not mq'd per ASCE 7.16 Sec 11.4.6 Ss = 1.34, SDs = ,.......1.07.. S1 = 0.48 SD1 = 0.58 Cs = 0.86 W VEL = 16251b(ASD) ASCE 7.16 Eq 12.8-1 2019 CBC Wind: h = 0-15 ft Ki = 0.85,, ASCE 7-16T 126.10-1 Kri = 1.00', ASCE 7.16 Seo 26.8.2 'b = 1.001 ASCE 746 Thl 26.9-1 Kd = 0.85!. ASCE7-16Tb126.8-1 V = 95 mph ASCE 7-16 fig 26.5-1B qh = 16.69 psf ASCE 7-16 Eq 26.18-1 G = 0.65 ASCE 746 Sec 26.11 CN. = �!! 1.20. ASCE 7-16 Tb127.34 `'N- _ '! 1.10',. ASCE7-161nb127.34 ASD = 0.60! ASCE7-16SEC. 2.4.1 p+ = 10.22 psf (vert.) ASCE 746 Eq 27.3-2 p. = 9.60 psf (vert.) ASCE 7-16 Eq 2732 P = 10.22 psf (hor.) ASCE 7-16 Eq 27.32 Length = 16.00; ft Height = 1.50 ft VWL = 245 Ib (ASD) PLUMP Engineering, Inc. 914 E. Katella Ave. Anaheim, California 92805 P P:714.385.1835 x 113 (:714.385.1834 www.peica.com Lateral: V = 1625 lb %Trlb = 50.0%: Wine = 813 lb Length = 16.00, It uLine1 = 51 Wit V = 1625 Ib % Trib = 50.0% Vunez = 813 lb # of Posts - 2 Vpst = 406 Ib Panel: Size = '!0.032x4" Alum, Skin (ICC #2229) Load -Max = ! 15.221 psf Span -Max = 17.25 It> 16.00 It ' Self -weight Included in span chart DL+LL = 15.00 psf < Load -Max OKI DL+WL = 15.22 psf < Load -Max OKI 0.6DL-WL = 4.80 psf < Load -Max OKI ' 10 psf as additional Dead Load. Panel to Wall: Size =1#14 Screws VA = 89 lb Ca -Lust = 1.25' CaWL = 1.60'.. # of - 2.00' VLL-MAX = 223 lb VWLIEL-MAX = 285 lb Spacing - 161,in Tributary = 8�!ft VDL+LL = 192 Ib<VLL-MAX OKI VDL+WL = 194 lb<VWL.mm OKI VO.6DL-WL = 58 lb<VwL.MAx OKI VDL+EL = 153lb<VWL-M,x OKI PLUMP Engineering, Inc. 914 E. Katella Ave. Anaheim, California 92805 p■ P:714.355.1835 x 113 F:714.385.1834 nnvainn www.peica.com Panel to Beam: Size =#14 SMS # of = 2 TMM = 145; Ib Spacing = 12.00,in Tributary = 10.42 ft TDSDL-WL = 50 Ib<TMAX OKI Header Beam: Size = Dbl.16ga. Steel Insert MA = 96701 lb -ft Length = 16.00 It Tributary = 8.00 ft Overhang = 2A21ft MDL+LL = 6000 Ib -ft < MA OKI MDL+WL = 6072 Ib -ft < MA OKI MOBDL-WL = 1600 Ib -ft < MA OKI RDL+LL 1500 Ib RDL+WL = 1518 lb RD.6DL-WL = 4001b Header to Post: Size = 1#14 SMS VA 215Ib # of = 8'. VLL-Max = 1720 Ib VWUEL-MAR = 1720 Ib VDL+U- = 1500 Ib < VLL-R, OKI VDL+WL = 15181b<VWL-MAx OKI VO.BDL-WL = 400 lb<VWL-MAX OKI PLUMP Engineering, Inc. 914 E. Katella Ave. Anaheim, California 92805 P:714.385.1835 x 113 F:714.385.1834 �nC www.peica.com Post: Size = '0.188x3x3 Steel Post Height _ 6.92 It PMM = j 12141 Ib MMAX _ - 4915i Ib -ft Trib. L = 10.421 ft Thb. W = 9.17'.ft Poi+LL 1719 Ib < PmAx OKI PDL+WL = 1739 Ib < PmAx OKI POADL-WL = 458 lb<PmAx OKI Voosi = 406 lb MEL = 2810 Ib -ft < Mm, OKI PDL 764 lb Unity = 0.63 < 1.00 OKI Footing: Depth = 36.00', in Size = 36.00linsq. Qm� = 1000', Psf QDL+LL = 191 Psf<QMAX OKI QDL+WL = 193 psf<QmAx OKI FSD.6DL-WL = 8.54 FS > 1.50 FS OKI FS, = 2.09 FS> 1.50 FS OKI ESR -2229 I Most Widely Accepted and Trusted Page 4 of 5 TABLE 1—ALLOWABLE SPANS FOR ROOF PANELS WITH 1.5 PCF EPS C0RE(l)(2)(3)(4)(e)(7)I9i PANEL DESCRIPTION APPLIED PRESSURE FOR DESIGN Nominal Co. Thickness (Inches) Nominal Facer Thickness (Inches( 0 tlanal Channel 8eamin Load Type 10 psi 15 Palk 20 psf 25 psf 30 psf 3S Palk 40 psf 45 psi 50 psf 55 psf Min. Panel Slope (per k of prolectloDlln Live 36'-8" 13 3 ,° feet Wind(Upward) 1]'-9" 15'-2" 13'-6" 12'1" 31'-6" 10'-9' 10'17' 9'1" 8'-11" I.,., n/a 3 0.024 No Wind (Downward) 16'-e" 14'-6" 13'-1" 32'-D" 11'-2' 10'-6 10'-0" 9'6" 8'-]" ]'-10" n/a Snowr f i xtf .,-.•`;r, 12'-7" 11'7" 30'10" 1014" 9'-8" 9'1k, e'4" T'-10" 1/2-- foot U. b„7` 3/8” / hot Wind iUpward) ,.-6' 14'-11" 13'-3" 12'-3" ID'-T 9'-0" 7'-11" 7'4' 6'-3'514. n/a 3 0.024 Yes Wind (Downward) 16'1" 14'-6" 13'-3" 12'1" 11'4" 10'-5" 9'-10" 9'-2" 8'1" 7'6" n/a Snow fz 12'_6" 11•4" 10'4" 9'-9" 9'-2" 8'6" 8'-2" 7'-6" 1/2"/feet Uve 18'_5" in a`° c" .s 14' 6 fi ,G.3. ;. v. N.F,e v 'rr . s,. , t , s:./G „",.w'. 3/8"/feet Wind (Upward) 39'-8" 16-10" 15'-0" 13'-9" 12'10" 12'-0" 11'-5" 30'-10"� 10'49' 9'-8" n/a 3.5 0.024 No Wind (Downward) la' -5" 16-1" 19'-6" 13'-5" 12'-6" 11'-9" 11'-2" 1".. 10'-3" I".. n/a Snow 77-9, ,' et'v tib? 14'-D" 12'-11" 12'-1" 11•-5" 10'-9" 10'-T' 9'-8" 9'-2" 1/2" /foot Like 18--2., "/1;✓a, ..,.:. 14Irk�,.�wo=K.A 77S.: "". a.. st s- .+.,'x r..r. �; .,, ;�". ,Y at 3/811 hint Wind (Upward) 19'-6" 36'-8" 14'-11" 13'4" 12'-2" 11'1.1 1".. 8'-8" 7'1" 7-1" 1 a/a 3.5 0.024 Yes Wind (Downward) 18'1" 35'-11" 19'-4" 33'-2" 12'4" 11'4" 11'-0" 10'-6" IOb" 911" n/a SnowA014l5."• -L.vr r a;<; 13'-l0" 12'-6" 11'-5" SO' -T' 9'-11" 9' Lute 19'30" 3/8"/foM Wind (Upward) 21'-0" 11".. 36'-3" 14'-10" 13'-9" 12' -Il" 12'-3" 11'-7" 31'-1" 10'-e" n/a 4 0.024 No Wind (Downward) 19'40" IT -4" 15'-8" 14'-5" 13'-5" 12'.8 12'-0" 11'-5" 10'-11" 10'-5" n/a Snow -%Z,* ..,jai 15•_1" 13'_8" 12'_7' 10'-4" I'-9" I'll 1/T'/foot Live r,�I tti ."u4 +fn 1;'f?>F. 725'7, 9/8"/foot Wind (Upward) 21'-2" IT -6" 15'-1" 13'-5" 12'-3" 11'-3" 10'-6" 9'-11" I.".. 8'-1" n/a 4 0.024 Yes Wind (Downward 19'-7' 17'4" 15'-5" 39'-2" ITT 12'-1" 11'-4" 10'-8" I'll, 916" n/a Snow �'Ya 'tm' § . #`3,' 14'-1" 12'-8" Ilk)" 10'-9" 10'-1" 9'6" 9'-1" 1".. 1/2- fact Live 23'-0",� a „ ;�. 20'4 Y3 ft r, ?"-;a m .. ! §."'+$'Tr 1/44t foot Wind (Upward) 23',0" 23'_0" 21'-7" 39'-2" 1T -e- 16'-2" IS' -1" 14'-2" 13'_5" 12•_10" n/a 6 0.024 No Wind (Downward) 23'-0' 23'-0" 20'4" 18'4" 36'40' 35'-7" 14'-e" 13'-10" 13'4" 12'6" n/a , 18' 3 i6•S" S' -0 14' -p 13' -I" 11'3Snw 3/8" foot Le 23'-0" v.,�. -9 -I2'n-0b" ..,�I1•9 7=" k... .' J.•h.`.,, 1/4" foot Wind (Upward) 23'-0" 20'-3" 17'-S" 15'-6" 14'-1" 13'-0" 12'-2" 11'1" 10'-10" 1014" n/a 6 0.024 Yes Wind (Downward) 11-0" 21'-4" 18'4" 36'-10" 15'-fi" 14'-4' 13'-6" 12'-9" 12'-1" 11'-6" n/a Snow 2tj i +'p`"smr/ 16'-9" 1'-1" 13'40" 12'-30" 12'-1" 11'-5" 10'-10" 10'4" 3/8"/foot Live 18'_q,. '3ar r$ 14'-4 . n v . f ..' ,'Pa;tr" i s -`i^ .#r•', <c (r4, tv,:�.#:+.?, a„ 3/e"/foot Wind(Upward) 19'-8" 36'-9" 14'-11" 13'-8" 12'-8" 13'-10" I'll" 10'-8" 10'-2" 9'A" n/a 3 0.032 No Wind (Downward) 18'4" 35'-11"r� 13'-3" 12'-4" 11'4" 11'-0" 30'-5" 30'-0" 9'4" n/a Snow rxfikII = ' 13'_9" 12'-8" 11'-10" 13'-2" IO,.. 10'-1" 9'-B" 9'-3" 1/2"/fact Ube 18'3 fK'.,'; Xek 14'-2 ..1,,, 6 o v n<.. , t „•H v a r,", 7 v4 - "v"c 3/9"/Pont Wind (Upward) 19'6" 16'4" 14'-9" 13'-6" 12'-6" 31'-8" 11'-0" 10'-5" 9'-6' 8'4" n/e 3 0.032 Yes Wind (Downward) 18'-1" 15'-9" 14'-2" 13'4" 12'-1" 11'4" 10'-9" 1014" 9'-9" 9'4" n/a rp„C ^- ;. •a S"Y' ",; c�. 13' 6" 12'-W' 11'P' 10 --ill, 10'-4" 9'-10" 9'S" 9'-0" 1/2" /foot 20 fill "" 16'-2"=""r a "r " s 3/8- fact rd) 22'-1" 18'-10" 16'-10 15'-4" 14'3" 13'4' 12'-e' 12'-0" 11'6" n/a 3.5 0.032 No ard) 20'-6" 17-10" 16'-2" 14'-30" 13'-10" 13'-0" 12'-0" 11'-9" 31'-3" 10'-30" n/a OW,ndd)) rr ,- ,t ',;] r„'% 15'-6” 14'-3" 13'-4" 12'4" 1I'-11" 31'4" So' -IS" Sc' -5" 1/2"/feet 20-3 ty ,.a 4.-." IS -11 _ 7777= y r13'-2" 777777777 t.. 7 J 3/8"/hot rd) 22'1" 18'-8" 36'-8" 15'2"i 11-11, 12'-5" 11'-9" 10'-1D" 9'30" n/a 3.5 0.032 Yes ard) 20'-3" 17'-8" 15'-i1" 14'-7 13'-J" 12'-9" 12'-1" 11'-6" 11'4" 1'-6' n/a 14'-D" 13'-1" 12'-4" 11'6" 13•_7 10'-8" 10'-T' 1/2" /foot Live 21'10' 1J'd :;,'.. . .... 3/8" Met Wind (Upward) 23'1" 20'-2" 18'-0" 16'-5" 35'-3" 14'd" 13'-6" 32'-10" 12'-3" 11'-9" n/a 4 0.032 No Wind (Downward) 21'-10" 19'-1" IT -3" 5'-10" 14'-9" 13'-11" 13'-2" 12'-7' 12b" 33'-6" n/a Snow .7.... - S _ ......¢ 16.7 15'-3" 14-3" 13' 5" 12'-9" 12'-2" 11'-8" 31'.2'• 1/2"/feet 21' r -'.- '-11 3'"- Y': << "� ` ' • " v : i : , n ,..r, ,c, < .., " 3/e" /foot Wind (Upward) 23b" 20'-0 1]-10" 16'-1" 14'-7" 13'-6' 12'-7" 11'-1D' 11'-3" 10'-9" n/a 4 0.032 Yes Wind (Downward) 23'-7' 18'-10 16-11" 15'4" 14'-6" 13'-8" 12'-I1" 12'4" 11'-9" 11'-3" n/a Snow Sk.>.' ,_µ: I6'-3" 15'-0" 13'-10" 12'-10" 12'-0" 1114" 10'-10" 10'-4" 1/2" /foot Uve 23'-0 'cul .t - 22'8i vc ,s. . 3/8"/foot� Wind (Upward) 23'-0" 23'-0' 23'-0" 21'-9" 20'-1" 18'-10"171-101, I6'-10" 15'-11" fi 0.032 No Wind (Downward) 23'-0" 23'4" 22'-8" 20'-10" 19'-5" 18'-3" 11'1" 16'4" 15'-6" 14 -ID" n/a Snow 77777;';{ F, :;j 21'-6" 19'4" 17'-9" 16'-6" 35'-6" 1.4. 13'-11" 13'3" 1/2"/fom Live 23'-0" "t w..-` 22'-1 rti, ,. .x'i� 1/4"/foot Wind (Upward) 23'-0" 23'-0" 20'-8" 18'-5" 16'-9" 15'-5" 14'-5" 33'-]" 12'-10" 12'-3" n/a 6 0.032 Yes Wind (Downward) 23'-0" 23'-0" 22'-1" 19' -IS" 18'-3" 17'-0" SS' -11" IS' -0" 14'4" 13'-e" n/a Snow 1 i:,z` <:'. 19'_9" 1J'6" 164" IS' -2" 14'4" 13'-S" 12'-9" 12'_3" 3/8"/fee[ For SI:1 inch = 25.4 mm, 1 foot = 305 mm, 1 psf = 47.9 Pa. (Table 1 Notes continued on next page) ., 3/29/2021 ATC Hazards by Location OTC Hazards by Location Search Information' � Riverside' - .Santa MouiCe o+ Add": 1822 Leeward Ln, Newport Beech, CA 92660, USA i q 1 U7 ft helm ® Palm aj " Coordlnatee: 33.6376025,-117.8929054 Long(q asci elevation: 101R I Timestarep: 2021-03-291-18:05:35.36DZ Temecula Catalina Island Hazard Type: Seismic Essential Fish Habitat... Cleveland Reference Document: ASCE/-16�(,2DD9 to Ocean � Mm nasal Fnroar Map data 02021 Google, INEGI ap Risk Category: II Sue Class: D -default Basic Parameters Name Value Description as 1.343 NICER ground motion (period=0.2s) 31 0.478 MCER ground motion(pedod=l.0s) SMS 1.611 Site -modified spectral acceleration value SMl - null Site -modified spectral accelembon value Say 1.074 Numeric seismic design value Of 0.29 SA Sol `null Numeric seismic design value at t.Os SA See Section 11.4.8 -Additional Information Name Value Description SDC ' null Seismic design category Fe 1.2 Site amplification factor at cls Fv •null Site amplification factor at 1.09 CRS 0.915 Coefficient of risk (0.2s) CR1 0.924 Coefficient of risk (1.0s) PGA 0.582 MCEg peak ground acceleration FpaA 1.2 Site amplification factor at PGA PGA, 0.698 Site modified peak ground acceiere6on Tc 8 Long -period transition period (s) SORT 1.343 Probabilistic rick -targeted ground motion (0.2s) SsUH 1.468 Factored un8orm-hazard spectral accelere0on(2%probability of excesdance in 50 years) Sao 2.564 Factored deterministic acceleration value (02s) S1RT 0.478 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.518 Featured untlaml-hazard spectral acceleration (2% probability of exccedence in 50 years) S11) 0.827 Factored deterministic acceleration value (1.0s) PGAd 1.042 Featured deterministic acceleration value(PGA) See Section 11.4.8 The results indicated here DO NOT mlect any state or local amendments to the values or any delineation lines made during the building code adoptlon pmcess. Users should confirm any output obtained ham this tool with the local Aulhm/ty Having Judedictlon beforeproceeding with design. Disclaimer Hazard loads ere provided by the U.S. Geological Survey Seismic De an Web Services While the information presented on this wewito is believed to be correct, ATC and tm spanaore, and contributors assume no responsibility or Ilabll6y for Its accuracy. The material presented In the report should not be used or wiled upon for any specific application without competent examination and vellication 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 Me field of practice, nor to substitute for the standard of cam required of such professionals in Interpreting and applying the results of the report provided by Mrs webstie. Users of the Information from this website assume all liability adaing from such use. Use Of the output of this website does not imply approval by Me governing building Once bodies responsible for building code approval and interpretofian for Me building site described by latitudellongitude location in the report. httos://hazards.atcouncil.ora/#/seismic?lat-33.6376025&Ina 1 1 7.8929054&address= 1822 Leeward Lna/62C Newoort Beach%2C CA 92660%2C USA 1/1