Loading...
HomeMy WebLinkAboutX2021-3189 - CalcsOF�P��Mnft N�! l Otj� ,'(NGS.,' GG`cidOOP�`.a li,_ 13oA-000 �./ XZo2l-3�8a 21jjvj ffift trrtrxdq F M E ENGINEERS IBl!UMINGIMVI UN OCT' BY tX .5y4 PROJECT: Structural calculations for interior remodel at 2165 Vista Entrada in Newport Beach, Ca. McIntosh Residence 09-07-21 Revisions:0 Shipped: INTERIOR REMODEL 2019 Client Job No. McIntosh Job No. M362 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: (714) 835-2800 / Fax: (714) 835-2819 Page: 2 ESI/FME Inc. Date: 09-07-21 5TRUCTUR,4L ENGINEERS Job #: M362 Client: McIntosh Project Name: McIntosh Residence Plan #: REMODEL 4D CONDITIONS: (2018 IBC 12019 CBC) OF : Asphalt Built Up T© FLOOR FYI Ful F-37 e <6:12 Flat <6:12 w/o Conc. DECK Load 20.0 psf 20.0 psf 20.0 psf Live Load 40.0 psf 60.0 psf �oorg MVI 4.0 6.0 10.0 D.L. of F.F. 4.5 5.0 sprinklers 1.0 1.0 0.0 Sprinklers 0.0 0.0 heathing 1.5 1.5 1.5 Miscellaneous 1.0 2.0 loof Truss/RR's 1.5 1.5 2.0 Sheathing 2.5 2.5 -ailing Joist 1.5 1.5 0.0 Floor Joists _ 3.5 4.0 irywall 2.5 2.5 2.5 Drywall 2.5 2.5 Use. 6.0 6.0 1.0 Total D.L. 14.0 psf 16.0 psf otal D.L. 1 8-U-psfpsf psf Total Load 54.0 psf 76.0 psf otal Load 36.0 psf 40.0 psf 37.0 psf LOAD CONDITIONS: STANDARD SPECIFICATIONS FOR PROJECT DESCRIPTION: STRUCTURAL CALCULATIONS Job Name McIntosh Residence City Newport Beach Sketches of details in calculations are not Client McIntosh to scale and may not represent true PROJECT ENGINEER: SCOTT W ROSS CALCS BY: SWR DATE: 09-07-21 conditions on plans. Architect or designer ASSOC. CHECK: DATE: is responsible for drawing details in plans BACK CHECK: DATE: which represent true framing conditions ROOF TRUSS Rev.: DATE: and scale. Enclosed details are intended to FLR. TRUSS Rev.: DATE: complement standard construction practice to be used by experienced and qualified Pfr FOUND. Rev.: DATE: PLAN CHECK: DATE: contractors. REVISIONS: The structural calculations included here are for the analysis and design of primary structural system. The attachment of non- structural elements is the responsibility of the architect or designer, unless specifically shown otherwise. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. All changes made to the subject project shall be submitted to E S I / F M E, Inc. in writing for their review and comment. These calculations are meant to be used by a design professional, omissions are intended. Copyright® -1994 by E S I / F M E, Inc. Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission of ESI/FME, Inc. SHTS: ESI/FME, Inc.-Stmc, (This signature is to be a wet signature, not a copy.) APPROVED BY: DATE: Init.: DATE: Mit.: DATE: [nit.: [nit.: u Page: 3 ESI / F M E Inc. Date: 09.07-21 STRUCTURAL ENGINEERS Job #: M362 Client: McIntosh Project Name: McIntosh Residence Plan #: REMODEL DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: IBC2018 / CBC2019I ASCE-7-16 In all cases calculations will supersede this design criteria sheet. TIMBER Douglas Fir -Larch - 19% max, moisture content 4x6,8 #2/#1: Fb = 1170/1300 psi; fv=180 psi; E=1.6/1.7 2x4 #2: Fb = 1315/1552 psi; fv=180 psi; E=1.6 4x10 #2/#1: Fb = 1080/1200 psi; fv=180 psi; E=1.6/1.7 2x6 #2: Fb = 1170/1345 psi; fv=180 psi; E=1.6 4x12 #21#1: Fb = 990/1100 psi; fv=180 psi; E=1.6/1.7 2x8 #2: Fb = 1080/1242 psi; fv=180 psi; E=1.6 4x14 #2/#1: Fb = 90011000 psi; fv=180 psi; E=1.6/1.7 200 #2: Fb = 990/1138 psi; fv=180 psi; E=1.6 4x16 #2/#1: Fb = 900/1000 psi; fv=180 psi; E=1.6/1.7 202 #2: Fb = 900/1150 psi; fv=180 psi; E=1.6 6x10 #1/SS: Fb = 1350/1600 psi; fv=170 psi; E=1.6 2x14 #2: Fb = 810/931 psi; fv=180 psi; E=1.6 6x12 #1/SS: Fb = 1350/1600 psi; fv=170 psi; E=1.6 It is recommended that lumber be free of heart center. PARALLAM PSL 2.0E Glued Laminated Beams: Douglas Fir -Larch fb=2900.psi; fv=290.psi; E=2.0 Ind. App. Grade: Fb=2400 si;Fv=240 si;E=1.8E6 psi MICROLLAM LVL: Fb=2600 si;Fv=285 si;E=1.9 CONCRETE 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 2. All structural concrete......................................................................... £c = 3000 psi w/ inspection. All slab-on-grade/continuous footings/pads ............................. £c = 2500 psi w/o inspection. All concrete shall reach minimum compressive strength at 28 days. REINFORCING STEEL 1. All reinforcing shall be A.S.T.M. A-615-40 for #4 bars and smaller, A-615-80 for #5 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 2. Development length of Tension Bars shall be calculated per AC1318-14 Section 12.2.2.. Class B Splice = 1.3 x 1, Splice Lengths for 2500 psi concrete is: #4 Bars (40K) = 21", #5 Bars (60K) = 39", #6 Bars (60K) = 47" (30 dia. for compression). Masonry reinforcement shall have lappings of 48 dia. or 2'-0". This is in all cases U.N.O. 3. All reinforcing bars shall be accurately and securely placed before pouring concrete, or grouting masonry. 4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover for cast -in-place concrete shall be as follows, U.N.O.: A. Concrete cast against & permanently exposed to earth ...................................... 3" B. Concrete exposed to earth or weather < = #5 Bars ........................................... 1 1/2" #6 => #18 Bars 2" C. Concrete not exposed to weather or in contact with ground Slabs, walls, joists, < = #11 Bars .................................................... 3/4" Beams & Columns: Primary reinforcement, ties, sirups, spirals.......................1 1/2' STRUCTURAL STEEL 1. Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A992. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. 2. Al welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding. 3. All steel exposed to weather shall be hot -dip galvanized after fabrication, or other approved weatherproofing method. 4. Where finish is attached to structural steel, provide 112"o bolt holes @ 4'4" o.c. for attachment of milers, U.N.O. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). MASONRY 1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90-09, grade A normal weight units with max. linear shrinkage of 0.06% 2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown in details. 3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted). VER 212)l ESI/FME Inc. STRUCTURAL ENGINEERS Project name: McIntosh Residence Page: 7 Date: 09-07-21 Job #: M362 Client: McIntosh Plan #: REMODEL 1 EXIST DBL F] OVER KITCHEN n= 0.1111 PSL/VLJ6)6AVM L2 n- 0.136 LVL p2 LI No => Cr= 1 Member Span = 10.0 ft Fb= 1200 x Cf x Cr-- 1180 psi 1 E= 1.60 Mmax = 6675.41667 ft -Ib= 80.11 in -K P1= 0 lbs from OLi= 0.0 ft DL= o lbs Cd= 2-oacuPance = 1 111D.L= 1310 Its VIII P2= 0 Its from OL2= 0.0 ft DL= o lbs S..au6ed= Mmax/(Fb*Cd)= 67.91 in' sp.o Mm 87.8 in3 TOTAL PSF TRIBUTARY (ft) PLF Dead Load L/ 240 = 0.50 ROOF = ( 37 )x( 11.0 + 0.0 )= 407 17 psf ==> 187 pif WALL = ( 6 )x( 8.0 + 0.0 )= 48 6 psf =_> 48 pif FLOOR = ( 54 )x( 1.3 + 0.0 )= 70.2 14 psf =_> 18.2 pif DECK = ( 76 )x( 0.0 + 0.0 )= 0 16 psf =_> 0 pif SELF WEIGHT = 8.8 8.833 psf =_> 8.8 pif TOTAL LOAD = 534.0 PLP TOTAL D.L. = 262.0 PLF ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VLJ6)6AVM Size Factor, Cr = 0.98 [If C1>12, CF (12/d)7ni] n- 0.136 LVL Repetitive Member, Cr=> No => Cr= 1 n- 0.092 LSL Fb= 1200 x Cf x Cr-- 1180 psi PV= 180 psi E= 1.60 Mmax = 6675.41667 ft -Ib= 80.11 in -K Vmax= Rmax-(w*d)= RL= 2670. lbs - R2= 2670 -lbs` Cd= 2-oacuPance = 1 111D.L= 1310 Its R2D.L= 1310 lbs R1 LL= 1360 Its RILL= 1360 Its S..au6ed= Mmax/(Fb*Cd)= 67.91 in' sp.o Mm 87.8 in3 A.eAuimd= 1.5*Vmax/(Fv*Cd)= 17.3 in' APMVrdad= 39.8 inZ Allowable Def.= L/ 240 = 0.50 in. Actual Def.= 0.13 in. Dead Load Def.= 0.06 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ I 13.250 in. 1.5 in. X106 psi 2081 Its USED CAPACITY 77.4% O.K. 43.6% O.K. O.K. 929 VEP._ 2020.71 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: McIntosh Residence O2 EXIST DBL FJ AT STAIRS USEDCAPACITY 17 psf =_> Member Span = 14.5 ft 0 plf P3= 1490 lbs from ADJDBL FJ Ou= 8.0 ft DL= 390 Its P2= 0 lbs from 8.8 AL2= 0.0 ft DL= a Its TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 37 )x( 0.0 + 0.0 )= 0 WALL = ( 14 )x( 0.0 + 0.0 )= 0 FLOOR = ( 54 )x( 1.0 + 0.0 )= 54 DECK = ( 76 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 8.8 TOTAL LOAD = 62.5 PLF Page: - :) Date: 09-30-21 Job #: M362 Client: McIntosh Plan #: REMODEL Dead Load USEDCAPACITY 17 psf =_> 0 plf 14 psf =_> 0 plf 14 psf =_> 14 plf 16 psf =_> 0 plf 8.833 psf =_> 8.8 plf TOTAL D.L. = 22.8 PLF ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VL/WAWN Size Factor, Cr = 0.98 [If d>12, Cr= (12/d)1"I] n- 0.136 LVL Repetitive Member, Cr=> No => Cr-- 1 n= 0.092 LSL Fb= 1200 x Cf x Cr-- 1180 psi Fv= 180 psi Mmax = 6994.78682 ft -lb= 83.94 in -K Vmax= RA= 1123 -lbs Rz= 1278 lbs Cd= z-occupanm R1 D.1.= 340 lbs RZD.L= 381 lbs R1 L.L= 783 lbs R2LL,= 897 lbs S"quimd= Mmax/(Fb*Cd)= 71.16 in3 Sp,dded= Arequ' d= 1.5*Vmax/(Fv*Cd)= 10.1 int Apmlded= Allowable Def.= L/ 240 = 0.73 in. Actual Def.= Dead Load Def.= 0.08 in. GLB Camber = D.L. Def.x 1.5 = N.A. In. E= 1.60 Rmax-(w*d)= 1 d= 13.250 in. b= 1.5 in. XIV psi 1208 lbs USEDCAPACITY 87.8 in3 81.1% O.K. 39.8 int 25.3% O.K. 0.28 in. O.K. Actual Def.= L/ 612 `,ER 2020.1 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: McIntosh Residence Page: c Date: 09-30-21 Sob *: M362 Client: McIntosh Plan *: REMODEL NDS 2018, CBC 2019 & SDPWS-15 (ASD) 2868 psl W= 290 psi Mmax = 18336.3705 ft -Ib= 220.04 in -K O.K. 3 NEW BEAM BETWEEN LIVING & KITCHEN R1=:.. 4804 ; Ibs L2 0.27 in. P L12 R2o,L, 2092 Ibs Member Span = 10.5 ft R1L,L.= 3289 Its R2L,L= 4008 Ibs 1 S.equ"d= P1= 1278 lbs from BM 2 OLS= 6.5 ft DL= 381 Ibs Amquind= 1.5*VMBX/(FV*Cd)= 27.8 int Apra„ 1ded= Allowable Def.= L/ 240 = 0.53 in. Actual Def.= P2= 2670 its from BM 1 @L2= 7.2 ft DL= 1310 Its 1.5 = N.A. in. Am TOTAL PSF TRIBLMARY (ft) PLF Dead Load ROOF = ( 37 )x( 0.0 + 0.0 )= 0 17 psf ==> 0 pif WALL = ( 14 )x( 0.0 + 0.0 )= 0 14 psf ==> 0 pif FLOOR = ( 54 )x( 12.0 + 0.0 )= 648 14 psf ==> 168 pif DECK = ( 76 )x( 0.0 + 0.0 )= 0 16 psf ==> 0 plf SELF WEIGHT = 14.5 14.49 psf ==> 14.5 plf TOTAL LOAD = 662.5 PLF TOTAL D.L. = 182.5 PLF ALTERNATE BEAM = DESIGN' n= 0.1111 PSLNIJ6xsAwN Size Factor, Cf = 0.99 [If d>12, Cf= (12/d)fnl] n= 0.136 LVL Repetitive Member, Cr=> No => Cr-- 1 n= 0.092 LSL Fb= 2900 x Cf x Cr= 2868 psl W= 290 psi Mmax = 18336.3705 ft -Ib= 220.04 in -K O.K. Vmax= R1=:.. 4804 ; Ibs R2= 6100 - - Ibs 0.27 in. Cd= z-Occupance R18.L.= 1515 Its R2o,L, 2092 Ibs 470 R1L,L.= 3289 Its R2L,L= 4008 Ibs Kn 20201 S.equ"d= Mmax/(Fb*Cd)= 76.71 in3 sp.euukd= Amquind= 1.5*VMBX/(FV*Cd)= 27.8 int Apra„ 1ded= Allowable Def.= L/ 240 = 0.53 in. Actual Def.= Dead Load Def. 0.09 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. E= 2.00 Rmax-(w*d)= = 1 d= 13.250 b= 3.5 X106 psi 5369 Ibs in. in. USED CAPACITY 102.4 1n3 74.9% O.K. 46.4 int 59.9% O.K. 0.27 in. OX Actual Def.= L/ 470 Kn 20201 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: McIntosh Residence 04 EXIST BEAM OVER UPPER LEVEL STAIRS Member Span = 14.5 ft P3= 0 lbs from 0u= 0.0 ft DL= o Its P2= 0 lbs from 011= 0.0 ft DL= o Its Page: 7_ Date: 09-07-21 Job #: M362 Client: McIntosh Plan #: REMODEL TOTAL PSF n= 0.1111 VVI,10 AWN TRIBUTARY (ft) PLF Dead Load ROOF = ( 37 )x( 10.5 + 0.0 )= 388.5 17 psf =_> 178.5 plf WALL = ( SO )x( 0.0 + 0.0 )= 0 10 psf =_> 0 plf FLOOR = ( 54 )x( 0.0 + 0.0 )= 0 14 psf =_> 0 plf DECK = ( 76 )x( 0.0 + 0.0 )= 0 16 psf =_> 0 plf Mmax/(Fb*Cd)= 101.01 in' SP,P.Ia.d= 135.7 in' 74.5% O.K. SELF WEIGHT = 11.9 11.86 psf =_> 11.9 pif L/ 240 = 0.73 in. Actual Def.= 0.24 in. 0. V_ TOTAL LOAD = 400.4 PLF TOTAL D.L. = 190.4 PLF ALTERNATE BEAM = DESIGN: n= 0.1111 VVI,10 AWN Size Factor, CF = 1.00 (If d>12, Ci= (12/d)6"i] n= 0.136, LVL L d= 15.250 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 3.5 in. Fb= 1000 x Cf x Cr= 1000 psi W= 180 psi E= 1.60 x106 psi Mmax = 10521.9905 ft -Ib= 126.26 in -K Vmax= Rmax-(w*d)= 2394 lbs R1= 2903 lbs - R2= 2903 lbs Cd= 4 -Roof 1.25 R1 D.L.= 1380 lbs R2D.L,= 1380 lbs RILL.= 1523 lbs R2L.L.= 1523 lbs USED CAPACITY S,.W"d= Mmax/(Fb*Cd)= 101.01 in' SP,P.Ia.d= 135.7 in' 74.5% O.K. Anquir.d= 1.5*Vmax/(W*Cd)= 16.0 in' Aprorided= 53.4 In' 29.9% 0. V_ Allowable Def.= L/ 240 = 0.73 in. Actual Def.= 0.24 in. 0. V_ Dead Load Def. 0.11 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 723 VCR 2020.1 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: McIntosh Residence NDS 2018, CBC 2019 & SDPWS-15 (ASD) @NEW BEAM BETWEEN KITCHEN & DINING Member Span = 9.0 ft P1= 3000 Ibs from BM ABOVE OLI= 2.0 It DL= 1400 lbs P2= 0 lS Its from Oil= 0.0 ft DL= a Its TOTAL PSF 91 TRIBLITARY (ft) PLF ROOF = ( 37 )x( 0.0 + 0.0 )= 0 WALL = ( 14 )x( O.0 + 0.0 )= 0 FLOOR = ( 54 )x( 6.5 + 0.0 )= 351 DECK = ( 76 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 14.5 TOTAL LOAD = 365.5 PLF Page: lS Date: 09-30-21 Job #: M362 Client: McIntosh Plan #: REMODEL Dead Load 17 psf =_> 0 plf 14 psf =_> 0 plf 14 psf =_> 91 plf 16 psf =_> 0 plf 14.49 psf =_> 14.5 plf TOTAL D.L. = 105.5 PLF ALTERNATE BEAM = DESIGN: n= 0.1111 PSVVU6xSAWN Size Factor, Cf = 0.99 [If d>12, Cf= (12/d)1Dl] 0 n- 0.136 LVL Repetitive Member, Cr=> No => Cr-- 1 n= 0.092 ISL Fb= 2900 x Cf x Cr= 2868 psi W= 290 psi Mmax = 8367.27507 ft -Ib= 100.41 in -K Vmax= Ri= 3978 lbs , R2= 231, 16s Cd= 2.Occupanm R1 D.1.= 1564 lbs R1D.L,= 786 lbs R1 L,Lp 2414 lbs RZL,L,= 1526 lbs s,"= Mmax/(Fb*Cd)= 35.01 in3 SPoW"d= Arequlmd= 1.5*Vmax/(FV*Cd)= 18.5 int APro mad= Allowable Def.= L/ 240 = 0.45 in. Actual Def.= Dead Load Def. 0.03 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. E= 2.00 Rmax-(w*d)= = 1 d= 13.250 in. b= 3.5 in. X10, psi 3574 Ills USEDCAPACITY 102.4 in3 34.2% O.K. 46.4 int 39.9% O.K. 0.09 in. O.K. Actual Def.= L/ 1201 VER 2020.1 Page: ESI / F M E Inc. Date: 09-30-21 STRUCTURAL ENGINEERS lob #: M362 Client: McIntosh Project Name: McIntosh Residence Plan #: REMODEL FOUNDATION ANALYSIS ALLOWABLE SOIL BEARING PRESSURE = 1500 psf (PER 2019 CBC TABLE 1806.2) CONTINUOUS FOOTING DESIGN: Roof: ( 37 ) ( 7) = 259 plf Wall : ( 14) ( 18) = 252 Floor: ( 54) ( 10) = 540 Deck: ( 0) ( 0) = 0 1051 plf Width Required = ( 1051) 1 ( 1500- 50) = 0.72 ft. EXISTING INTERIOR FOOTING: 16 in. wide x 18 in. deep with ALLOWABLE POINT LOAD ON CONT. FOOTING: Pmax=SBPxLxWI144 Pmax (EXIST.) = 9000 lbs. PAD FOOTINGS NEEDED (if req'd): post width "S"= 6 " NO NEW PAD FOOTINGS REQUIRED: MAX. NEW POINT LOAD= 6100# (NEW BM 93) <9000# .... OK