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Home My WebLink AboutX2021-2959 - Calcs (2)1 x7,o2 I —2aI S°►. Bashar Jamil, P.E. 751 Shasta Drive Corona, CA 92881 Tel: 714-883-4124 Structural Calculations For Greenburg Residence 1418 Mariner Drive Newport Beach, CA 92660 !! �m No. C83129 o p/F N��'�; �F CALF u ji II BUILDING DIVISION 1-11/1 y r BY: M.K 1 of8 ROOF LOADING DESIGN Roof and Re roofing material ----- ----------------- 1/2" Plywood----------------------- -------------- 2x1 0 at 16" o. c. Roof Rafters Insullation and Mechanical (future solar panels) Ceilling material 1/2" Gyp. Bd.— -------------------- Total d.---------------------- Total Roof Dead Load -------------------------------- Roof live Load ------------------------------------------- FLOOR LOADING DESIGN Floor covering (Carpet) ------------------------------ 3/4" Plywood-------------------- ---------------------- 2X1 0 at 16" o.c. Roof Rafters Partitions----------------------------------------- Insullatins artitions----------------------------------------- Insullatins and Mechanical -------------------------- 5/8" Gyp. Board ------------------------------- Total Floor Dead Load -------------------------------- Floor live Load ------------------------------------------- Deck live Load ........................................... 8.0 psf 1.5 psf 4.0 psf 4.0 psf 2.8 psf 20.3 psf 0.7 psf '211;0 psf 20.0 psf CBC2019 TABLE 1607.1 2.0 psf 2.5 psf 4.0 psf 5.0 psf 2.0 psf 2.8 psf 1.7 psf 20.0 psf 20.0 psf 40.0 psf ; <,CBC2019 TABLE 1607.1 60.0 psf , . CBC2016 TABLE 1607.1 2 of 8 ODL=,21 py f x is =zlz),OClr WJ L-, ;o ,�� Flo .200 (0 T 1o,r.r.. -6 ' se. 5 /v x l 4 P-� L . N -t E,4• end morn bi above, 4i� i)4 i o d sj Le % �8 — ,3 85 2 D7" 3 of 8 A "' YJEBi MEMBER REPORT PASSED Greenburg Residence, Roof: Drop Beam B1 1 piece(s) 5 1/4" x 14" 2.0E Parallam@ PSL o 'o All locations are measured from the outside face of left support (or left cantilever end), All dimensions are horizontal. ?Desi aReslts: t : .-" a Pctpx)t� Lp(;{tlbP 1 ;.`Pllgweq 1 ,Rekklru . ,_Y ac F.r.:.3yL Fn ?,; 7i° b nahP „ ttern) � , % Member Reaction (lbs) 4618 @ 2 7809 (3.50") Passed (59%) -- 0 D + 1b.0 Lr (A I Spans) v Shear (lbs) rm2mr" 17763 Passed (22%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 23868 @ 10' 8" 50928 Passed (47%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Den. (in) o 'o All locations are measured from the outside face of left support (or left cantilever end), All dimensions are horizontal. ?Desi aReslts: t : .-" a Pctpx)t� Lp(;{tlbP 1 ;.`Pllgweq 1 ,Rekklru . ,_Y ac F.r.:.3yL Fn ?,; 7i° b nahP „ ttern) � , % Member Reaction (lbs) 4618 @ 2 7809 (3.50") Passed (59%) -- 0 D + 1b.0 Lr (A I Spans) v Shear (lbs) 3987 @ V 5 1/2" 17763 Passed (22%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 23868 @ 10' 8" 50928 Passed (47%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Den. (in) 0.382 @ 10'8". 0.700 Passed (U660) -- 1.0 D + 1.0 Lr (All Spans) Total Load DeFl. (in) • turn HwI rritwria n n nam 0.827 @ 10' 8" 1.050 PassedLr (All Spans) Allowed moment does not reflect the adjustment for the beam stability Factor. s + x 00 slI- Stud wall - SPF 3.50" 3.50' 2.07 2485 2133 4618 Blocking -Stud w8 ll-5PF 3.50" 3.50" 2.07" 2485 2133 4618 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to Ne member being designed. akWF�liBraoiig v„- erepinq intervals` =`�vinmg@4 r op Edge (Lu) I 21'4” me lettom Edge (Lu) 21' W. a/c Maximum allowable bracing intervals based on applied load. to �k �a �,eaai°uu6ngve Job Notes „� /41't(CaI LOIS, ?i.g ..@�'oca�OnipQltl@)I.a tTnb'G ryNli�t�1 ��( r9B(o aiJiIt25 t g`'`et •, g: (714) 883-4124 bashad@twcmm - Self Weight(PLF) Oto 21'4" N/A 23,0 _ - Uniform (PLF) 0 to 21 4" (Front) N/A 210.0 200.0 Default Load Wdmb�r'NotpS )earn B1 System : Roof Member Type : Drop Beam Building Use: Residential Building Code: IBC 2018 Design Methodology : Aso Member Pitch : 0/12 Weyerhaeuser warrant that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having juriscilc0'on. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall patient. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this saftware. Products manufactured at Weyerhaeuser facilities are third -party certl0ed to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR - and/or tested In accordance with applicable ASTM standards, For current rode evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.cam/wwdprWucts/daument-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software operator ForteWEB Software Operator Job Notes Bashar Jamil Engineering (714) 883-4124 bashad@twcmm 5/19/2021 9:21:31 PM UTC ForteWEB v3.2, Engine: V8.2,0.17, Data: V8.1.0.16 f Wrycrhacuser File Name: GreenBu g Residence Page 1 / 1 5/19/2021 - U.S. Seismic Design Maps 5 '-s \ S H PD Greenburg residence 1418 Mariners Dr, Newport Beach, CA 92660, USA Latitude, Longitude: 33.6323895, -117.8977576 Newport Beach Fire Dept Mariners Station 6 Mariners Library y'0 Canyon Co. �Aari(jers Dr Mariners Dr y O z"'b ra 3riner5. Martpers 4r o �'? .r0. ,g b�k =mentary School o e Go-_?gle --------- C"} Map data 002021 I Date 5/19/2021, 1:56:02 PM —�-� Design Code Reference Document ASCE7-16 j Risk Category II Site Class ..Value D - Default (See Section 11.4.3) Type .. Description - .- _-- SS 1.355 MCER ground motion. (for 0.2 second period) i,. St 0.482 MCER ground motion. (for 1.0s period) '. SMs 1.626 Site -modified spectral acceleration value SM1 null -See Section 11.4.8 Site -modified spectral acceleration value SDs 1.084 Numeric seismic design value at 0.2 second SA -Di null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA I Type Value Description-Descnptlon SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second F„ null -See Section 11.4.8 Site amplification factor at 1.0 second I PGA 0.589 MCEC peak ground acceleration FPGA 12 Site amplification factor at PGA PGAM 0.706 Site modified peak ground acceleration TL 8 Long -period transition period in seconds SsRT 1.355 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.485 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration I SsD 2.579 Factored deterministic acceleration value. (0.2 second) S1 RT 0.482 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.523 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. j SID 0.828 Factored deterministic acceleration value. (1.0 second) j, PGAd 1.046 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.912 Mapped value of the risk coefficient at short periods 5 of 8 haps://seismicmaps.org 13 Greenburq Residence LATERAL ANALYSIS DATE 5/19/2021 CALL. BY Equivalent Lateral Design (ELF)-ASCE7-16 Sec. 12.8. Mapped Spectral Response Acceleration @ Short Period Ss= Mapped Spectral Response Acceleration @ Long Period S1= 1.355 Site Soil Class Type D 0.48 Short Period Site coefficient (0.2 second) section 11.4.3 ASCE7-16 Long Period Site coefficient (1 second) Fa 1.2 table 11.4-1 ASCE7-16 , Max Considered Spectral Response For Short Period Sms Fv Fa Ss 1.85 table 11.4-2 ASCE7-16 Max Considered Spectral Response For Long Period Sm1 x Fv 81 1.63 equ. 11.4-1 ASCE7-16 Design Spectral Response Acceleration For short Period Sds x 2/3 x Sms 0.89 equ. 11.4-2 ASCE7-16 1.08 11.4-3 ASCE7-16 Design Spectral Response Acceleration For Lang Period Sd1 2/3 z Sm1 0.592 11.411 ASCE7-16 Siesmic Design Category (SDC) D Risk Category Importance Factors II table 1.5-1 ASEC7-16 Ta = Ct * h -x i table 1.5-2 ASEC7-16 Ct 0.14 section 11.5-1 ASCE-16 hn 0.02 all other systems X 14 ft DESIGN BASE SHEAR 0.75 Response Modification Factor R=NIR".,_ _M table 12.2-1 ASCE7-16 W = TOTAL SEISMIC WEIGHT Vmax = Cs * W =((Sds*I)/R) * W = 0.167 W Equ. 12.8-2 V =( Sd1/T*(R/1)) * W = 0.629 W Equ. 12.8-3 For S1>= 0.69, Cs shall not be less than 0.551/(R/I) = 0.037 W Equ. 12.8-6 V(max)s = � W AT STRENGTH LEVEL AT WORKING STRESS LEVEL V(max)w = V (max) * 0.7 AT WORKING STRESS LEVEL 6 of 8 vjcfll 7 of MEMBER REPORT - Greenburg Residence, Wall; Header Hl 1 piece(s) 4 x 6 DF NO.2 All locations are measured from the outside face of left support (or left cantilever end). All dimenslons are horizontal. • Lateral deflection criteda: Wind (4360) • Applicable calculations are based on NDS. in L, Lepgt[j' .r-L'o;tls Co 6uPppr} (IbS " $UppOrf6 ,^,Tog1able; Ragoired^ -D€ad Raollive Total ACCPsgodes 1 -Trimmer -SPF 1.50" 1.50" 1.50" 457 165 622 lNone" 2 -Trimmer -SPF 1.50" 1.50" 1.50" q5] 165 622 None 4-dYerdl BS301[I , t sri"` ISFadntgtvalsE is t +'+ e rr m e r E ...: a. r: S. -:a • h" fi.f"m v S ,�q.. TOP Edge (Lu) 8' 3" o/c � - h E , � :3�a. v Bolton Edge (Lo) -Maximum allowable bmcing intervals based on apalied load. PASSED System : Wall Member Type : Haztler Building Ilse: Resitlential Bantling Code: IBC 2018 Deslgn Methodology: ASD [Right ateral Canneckions Supports plata`SIiOs'.. Plate Material Connector 'TYPQ/�lotlgl i Quandtyr NaJj ;7. ft 2x Spruce -Pine -Fir Nails - Im x 3" Box (End) q p9 - 2x Spruce -Pine -Fir Nails lod x 3" Box (End) q Member Reaction (lbs) 622 @ 0 3281 (1.50")1.0 Engineering VartlOBI LOaQ Lr (All Spans) Shear(Ibs) 393 @ 7" 2079 Passed (19n/) 0.90 1.0 D (All Spans) Moment (Ft -lbs) 943 @ 4' 1 1/2" 1548 Passed (61%) 0,90 1,0 D (All Spans) Vert Live Load Defl. (in) 0.054 @ 4' 1 1/2" 0.205 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Vert Total Load Defl. (in) 0.203 @ 4' 1 1/2" 0.313 Passed (L/489) -- 1.0 D + LO Lr (All Spans) Lat Member Reaction (lbs) 339 @ 8' 3" N/A Passed (N/A) Lat Shear (lbs) 305 @ S" 3696 Passed (8%o) 1.6D 1.0 D + 0.6 W Lat Moment (Ft -lbs) 700 @ mid -span 1839 Passed (38%) 1.60 1.0 D + 0.6 W Lat Deflection (in) 0.191 @ mid -span 0.275 Passed (L/519) - 1.0 D + 0.6 W Bi -Axial Bending 0.73 1.00 Passed (73"/a) 1.60 1.0 0 + 0.6 W • Deflealon criteria: l l ll/4nm anon /uvm.n • Lateral deflection criteda: Wind (4360) • Applicable calculations are based on NDS. in L, Lepgt[j' .r-L'o;tls Co 6uPppr} (IbS " $UppOrf6 ,^,Tog1able; Ragoired^ -D€ad Raollive Total ACCPsgodes 1 -Trimmer -SPF 1.50" 1.50" 1.50" 457 165 622 lNone" 2 -Trimmer -SPF 1.50" 1.50" 1.50" q5] 165 622 None 4-dYerdl BS301[I , t sri"` ISFadntgtvalsE is t +'+ e rr m e r E ...: a. r: S. -:a • h" fi.f"m v S ,�q.. TOP Edge (Lu) 8' 3" o/c � - h E , � :3�a. v Bolton Edge (Lo) -Maximum allowable bmcing intervals based on apalied load. PASSED System : Wall Member Type : Haztler Building Ilse: Resitlential Bantling Code: IBC 2018 Deslgn Methodology: ASD [Right ateral Canneckions Supports plata`SIiOs'.. Plate Material Connector 'TYPQ/�lotlgl i Quandtyr NaJj ;7. ft 2x Spruce -Pine -Fir Nails - Im x 3" Box (End) q p9 - 2x Spruce -Pine -Fir Nails lod x 3" Box (End) q Wind La10,Y3LLmad t t EI ,' Location bad` WiTdt r e " 2 �^ 1-Undoml (PSF) Full Length q' 34,3 • ASCE/SEI 7 Sec. 30.q: Exposure Category (C), Mean Roof Height (33'), TopographicFa.,or,m, Wind Uneotionality Factor (0.85), Basle Wind Speed (115), Risk Category(Ip, Effective Wind Area determined using full mamberspan and Mb. width. • IBC Table 1604,3, footnote C collection tlmcrks are na,n,,..,en .:gym,, anv- -1-T, 1--._: Forte WEB software Operator job Notes Bashar Jamll Engineering VartlOBI LOaQ .it l,P(atlon Tnhµtary Q(IdtK' (nonTsttgwil'25)F 0 - Self Weight (PLF) 0 to 8' 3" N/A 4.9 1-Unifonn(PLF) Oto B'3" N/A 11lOfi3O q0,0 Oe(ault Load Wind La10,Y3LLmad t t EI ,' Location bad` WiTdt r e " 2 �^ 1-Undoml (PSF) Full Length q' 34,3 • ASCE/SEI 7 Sec. 30.q: Exposure Category (C), Mean Roof Height (33'), TopographicFa.,or,m, Wind Uneotionality Factor (0.85), Basle Wind Speed (115), Risk Category(Ip, Effective Wind Area determined using full mamberspan and Mb. width. • IBC Table 1604,3, footnote C collection tlmcrks are na,n,,..,en .:gym,, anv- -1-T, 1--._: Forte WEB software Operator job Notes Bashar Jamll Engineering (714) 883-4124 bashad@twc.mm 5/24/2021 8:18:26 PM UTC ForteWEB V3.2, Engine: V8.2.0.17, Data: V8,1.0.16 WihAH'aenmer File Name: Green�Ju$g Residence Page 1 / 2