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HomeMy WebLinkAboutX2021-2097 - Calcss aa,4�5 �26Z Axy pr. PRO]ECT: Structural calculations on remodel &new trellis structure for the F��J O'Shea residence at 1337 Galaxy Dr. in Newport Beach, Ca. O'SHEA RESIDENCE REMODEL & NEW TRELLIS STRUCTURE 11-30-20 Revisions:Q 2019 Client Sob No. AUST Shipped: Job No. L372 II BY: E.S. 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: (714) 835-2800 / Fax: (714) 835-2819 E S I/ F M E Inc. Page: 2 Date: 11-30-20 STRUCTURAL ENGINEERS Job #: L372 Client: AUST Project Name: O'SHEA RESIDENCE Plan #: REMODEL/TRELLIS LOAD CONDITIONS: (2018 IBC 12019 CBC) ROOF: Asphalt Shingle Ceiling/Attic Trellis Slope <6:12F© FI® FLOOR: w/o Conc. DECK Live Load 20.0 psf 20.0 psf 20.0 psf Live Load 40.0 psf 60.0 psf Roofg MCI 3.0 0.0 0.0 D.L. of F.F. Sprinklers 0.0 0.0 0.0 Sprinklers Sheathing 1.5 0.0 0.0 Miscellaneous Roof Framing 2.0 0.0 5.0 >bmsrposts Sheathing Ceiling Joist 2.0 2.0 4.0 Saxe@16" Floor Joists Drywall 2.5 2.5 0.0 Drywall Misc 2.0 1.5 1.0 Total D.L. Total D.L. 13.0 psf 6.0 psf 10.0 psf Total Load Total Load 33.0 psf 26.0 psf 30.0 psf LOAD CONDITIONS : 6.0 5.0 0.0 1.0 2.0 2.0 3.5 2.5 0.0 3.0 2.5 2.5 14.0 psf 16.0 psf 54.0 psf 76.0 psf STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS PROJECT DESCRIPTION: Job Name O'SHEA RESIDENCE city NEWPORT BEACH 1. Sketches of details in calculations are not to scale and may not represent true conditions on plans. Architect or designer is responsible for drawing details in plans which represent true framing conditions and scale. Enclosed details are intended to complement standard construction practice to be used by experienced and qualified contractors. Client RUST PROJECT ENGINEER: SCOTT W ROSS CALCS BY: SWR DATE: 11-30.20 ASSOC. CHECK: DATE: BACKCHECK: DATE: ROOF TRUSS Rev.: DATE: FLR. TRUSS Rev.: DATE: PIT FOUND. Rev.: DATE: PLAN CHECK: DATE: REVISIONS: 2. 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. 3. 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. 4. 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 A SHTS: DATE: Init.: OSHTS: DATE: Init.: OSHTS: DATE: Init.: D SHTS: DATE: Inst.: E SHTS: DATE: Init.: OsHTS: DATE: Init.: O SHTS: DATE: Init.: E S I / F M E, Inc. - Structural Engineers (This signature is to be a by a design professional, omissions are intended. 5. Copyright ©- 1994 by ESI /FME, Inc. Structural Engineers. All rights reserved. wet signature, not a copy.)iDFESS/Opp APPROVED BY: "Y aNlLLfgy>• Fy to This material may not be reproduced in whole or part without written permission of ESI /FME, Inc. DATE: 'G �"� y OFCAOtF Page: 3 ESI / F M E Inc. Date: 11-30-20 STRUCTURAL ENGINEERS Job #: L372 Client: AUST Project Name: O'SH EA RESIDENCE Plan #: REMODEL/TRELLIS DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: IBC2018I CBC2019I ASCE4-16 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=1.611.7 2x4 #2: Fb = 1315/1552 psi; fv=180 psi; E=1.6 4x10 #21#1: Fb = 1080/1200 psi; fv=180 psi; E=1.6/1.7 2x6 #2: Fb = 1170/1345 psi; fv=180 psi; E=1.6 412 #2/#1: Fb = 990/1100 psi; fv=180 psi; E=1.611.7 2x8 #2: Fb = 1080/1242 psi; fv=180 psi; E=1.6 4x14 #21#1: Fb = 900/1000 psi; fv=180 psi; E=1.6/1.7 2x10 #2: Fb = 990/1138 psi; fv=180 psi; E=1.6 4x16 #21#1: Fb = 900/1000 psi; fv=180 psi; E=1.611.7 202 #2: Fb = 90D/l150 psi; fv=180 psi; E=1.e 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 psi7Fv=240 si;E=1.BE6 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......................................................................... fc = 3000 psi w/ inspection. All slab-on-grade/continuous footings/pads ............................. f = 2500 psi Wo inspection. All concrete shall reach minimum compressive strength at 28 days, REINFORCING STEEL 1. All reinforcing shall be A.S. I .M. A-615-40 for #I4 bars and smaller, A-615-60 for #5 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-112 spaces, 9" min. 2. Development length of Tension Bars shall be calculated per ACI318-14 Section 12.2.2.. Class B Splice =1.3 x Id. 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 tappings 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.................................................... 314. Beams & Columns: Primary reinforcement, ties, stirups, 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. All welding shall be performed by certified welders, using the Electric Shielded Are 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 1/2"o bolt holes @ 4'-0" o.c. for attachment of nailers, U.N.O. See architectural drawings for finishes Nelson studs 112" x 3" CPL may replace bolts). MASONRY 1. Concrete block shall be of sizes shown on architectural drawings andlor called for in specifications and conform to ASTM C-90-09, grade Anormal 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). ." 1 21312 02 0 U.S. Seismic Design Maps 4 # OSHPD O'SHEA RESIDENCE 4337 Galaxy Dr, Newport Beach, CA 92660, USA LaOtude, Longitude: 33.627424,•117.0940041 Maria,,Ln a , P Galaxie �`�� ViewPark�" 1 Cahlb�7age`_ o��0y 9*�9< F a�-� ����3`x�-$'e•?-,s Googib Map data 02020 0a10 � 1ilYLYID. 11'32:68 PM Dzslpn Cotle Reference 0ueumene ASCEF1fi I W sk Wmgcry II sftetlaes 0 IXA,11 (See SeW itAJ) (type Valu. ss las. encsgmmrem¢wn «arozaao,napedael S, 0<Ai• AICEq gmuMmWoa «cr l.0aporatll Sya 1.fi1) SCemMRMepaNald6akratlanl9lva ', sp, nansae s.=ren lv<s snempam,x epx0alac¢kmdmvala. ,Sos 1.053 NumMA eismiedezi9nv ueatf),I r¢nd SA ,Sol nuOSee Seofwn 11.1.e NumeapseismicdesignvalueeH.Oaemrtl SA `type VaWu oeaenP4on sse nuO See GecOanfl.a.9 Selsml:desggmR9¢ry Fa [p 5ik emP4nnG nhtlma, o.2semd F� .-11Seo SectlontiA9 Sire am alunledwal t.Oxcm,tl PGA USg MCEp peakgFYM a¢NaRtlon Fief, 1.2 5li impliflW40nfatlIXatPGA PGk' 0,707 V^a maNr2Epnk0:cund ouelmikn T.v 6 Langpea0d0ansitlOnpaMemaermoe SaRF 1.335 ftba stic,ck-Im W gmund mati0n. 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STRUCTURAL ENGINEERS Project Name: O'SHEA RESIDENCE a Page: 5 Date: 11-30-20 Job #: L372 Client: AUST Plan #: REMODEL/TRELLIS @NEW BEAM OVER l(rTCHENLi P2 Member Span = 17.0 ft P P1= 0 lbs from @L1= 0.0 ft DL= o lbs W - P2= 0 lbs from .. @L2= 0.0 ft - DL= o lbs i R2 TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 33 )x( 10.0 + 0.0 )= 330 13 psf =_> 130 pif WALL = ( 14 )X( 0.0 + 0.0 )= 0 14 psf =_> 0 pif FLOOR = ( 54 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 plf DECK = ( 76 )x( 0.0 + 0.0 )= 0 24 psf =_> 0 pif SELF WEIGHT = 19.5 19.52 psf =_> 19.5 pif TOTAL LOAD = 349.5 PLF TOTAL D.L. = 149.5 PLF ALTERNATE BEAM = DESIGN' n= 0.1111 PSL/VU6xSAWN Size Factor, Cf = 1.00 [If d>12, Cf= (12/d)iei] n= 0.136 LVL d= 11.900 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.25 in. Fb= 2900 x Cf x Cr= 2900 psi W= 290 psi E= 2.00 x106 psi Mmax = 12626.5342 ft -Ib= 151.52 in -K Vmax= Rmax-(w*d)= 2624 lbs Ry= 2971 lbs - Ry= `:2971 -lbs. Cd= 4 -Roof = 1.25 Ry D,L,= 1271 lbs RZD.L= 1271 lbs RL L,L: 1700 lbs Rz L,L,= 1700 lbs USEDCAPACITY Srequi d= Mmax/(Fb*Cd)= 41.80 in' Sp,ovtded= 123.9 in' 33.7% O.K. A,equl,ed= 1.5*Vmax/(Fv*Cd)= 10.9 in' Apmided= 62.5 in' 17.4% O.K. Allowable Def.= L/ 240 = 0.85 in. Actual Def.= 0.45 in. O.K. Dead Load Def.= 0.19 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 458 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: O'SHEA RESIDENCE 2018, CBC @NEW BEAM OVER HALL 0 Date: Member Span = 4.0 it 0 24 psf =_> P1= 0 lbs from 4.3 @L1= 0.0 it DL= o lbs P2= 0 Its from n= 0.136 LVL @L2= 0.0 ft DL= o Ids TOTAL PSF TRIBUTARY (ft) No => Cr= PLF ROOF = ( 33 )x( 8.0 + 0.0 )= 264 WALL = ( 14 )x( 0.0 + 0.0 )= 0 FLOOR = ( 54 )x( 0.0 + 0.0 )= 0 DECK = ( 76 )x( 0.0 + 0.0 )= 0 :Ibs Cd= 4 -Roof SELF WEIGHT= 4.3 RI D.L.= 217 Its R2D,L,= 217 TOTAL LOAD = 268.3 PLF Page: 0 Date: 11-30-20 Job #: L372 Client: RUST Plan *: REMODEL/TRELLIS Dead Load 13 psf =_> 104 14 psf =_> 0 24 psf =_> 0 24 psf =_> 0 4.278 psf =_> 4.3 TOTAL D.L. = 108.3 pif plf plf plf plf PLF ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VV6zSAWN Size Factor, CF = 1.00 (If d>12, Q= (12/d)t"i] n= 0.136 LVL d= 5.500 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 3.5 in. Fb= 1170 x Cf x Cr= 1170 psi W= 180 psi E= 1.60 x106 psi Mmax = 536.555556 ft -Ib= 6.44 in -K Vmax= Rmax-(w*d)= 414 lbs R3= 537 - Ibs Rz= "537 :Ibs Cd= 4 -Roof = 1.25 RI D.L.= 217 Its R2D,L,= 217 Its R1 LL,= 320 lbs Rz LL,= 320 lbs USED CAPACITY Sreoeired= Mmax/(Fb*Cd)= 4.40 int S,mvided= 17.6 in3 24.9% O.K. Arewo-ed= 1.5*Vmax/(FV*Cd)= 2.8 in2 ApmIded= 19.3 inz 14.3% O.K. Allowable Def.= L/ 240 = 0.20 in. Actual Def.= 0.02 in. O.K. Dead Load Def.= 0.01 in. GLB Camber = D.L. Defx 1.5 = N.A. in. Actual Def.= L/ 2412 4 20 (ESI/FME Inc. II STRUCTURAL ENGINEERS Project Name: O'SHEA RESIDENCE @NEW BEAM OVER HALLWAY 0 Date: Member Span = 13.5 ft 14 psf =_> 0 P1= 0 Ibsfrom 69 @L1= 0.0 it DL= o lbs P2= 0 lbs from TOTAL D.L. = 012= 0.0 ft DL= o lbs TOTAL PSF TRIBUTARY (ft) Allowable Def.= PLF ROOF = ( 33 )x( 0.0 + 0.0 )= 0 WALL = ( 14 )x( 0.0 + 0.0 )= 0 FLOOR = ( 54 )x( 0.0 + 0.0 )= 0 CEILING =( 26 )x( 11.5 + 0.0 )= 299 SELF WEIGHT= 10.4 TOTAL LOAD = 309.4 PLF Page: 0 Date: 11-30-20 Job #: L372 Client: AUST Plan #: REMODEL/TRELLIS Dead Load 13 psf ==> 0 pif 14 psf =_> 0 plf 14 psf =_> 0 plf 6 psf =_> 69 plf 10.39 psf =_> 10.4 plf TOTAL D.L. = 79.4 PLF ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VU6x5AVM Size Factor, C, = 1.00 [If d>12, Cf= (12/d)1pi] n= D.136 LvL d= 9.500 Repetitive Member, Cr=> No => Cr-- 1 n= 0.092 LSL b= 3.5 Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi E= 2.00 x106 psi Mmax = 7048.30518 ft -Ib= 84.58 in -K Vmax= Rmax-(w*d)= 1843 lbs R1= 2088. lbs R2= .2088 lbs Cd= 2-occupance = 1 R1 D.L.= 536 Its R2, o,L,= 536 lbs Ry IL .= 1553 lbs R2 LL.= 1553 lbs Smwtred= Mmax/(Fb*Cd)= 29.17 ln3 Sp. Ided= 52.6 in' Are9uired= 1.5*Vmax/(W*Cd)= 9.5 int Ap. W&d= 33.3 int Allowable Def.= L/ 240 = 0.68 in. Actual Def. 0.46 in. Dead Load Def. 0.12 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ DSEDCAPACITY 55.4% O.K. 28.7% O.K. O.K. 350 in. in. `FR: 20"LU ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: O'SHEA RESIDENCE O4 NEW BEAM OVER HALL/LAUNDRY 13 psf ==> Member Span = 12.5 ft 14 psf ==> P1= 2088 lbs from aM 3 @u= 9.0 ft DL= 536 lbs P2= 0 lbs from @L2= 0.0 ft DL= o lbs TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 33 )x( 0.0 + 0.0 )= 0 WALL = ( 14 )x( 0.0 + 0.0 )= 0 FLOOR = ( 54 )x( 0.0 + 0.0 )_ 0 CEILING =( 26 )x( 1.3 + 0.0 )= 33.8 RI L.L: 597 lbs RZL,L.= 1280 lbs SELF WEIGHT = 10.4 Srequtred= Mmax/(Fb*Cd)= 25.34 TOTAL LOAD = 44.2 PLF ALTERNATE BEAM = Page: Date: 11-30-20 Job #: L372 Client: AUST Plan #: REMODEL/TRELLIS Dead Load 13 psf ==> 0 14 psf ==> 0 14 psf ==> 0 6 psf ==> 7.8 10.39 psf ==> 10.4 TOTAL D.L. = 18.2 DESIGN: n= 0.1111 PSL/VU6x6AwN Size Factor, Cf= 1.00 [If d>12, CI= (12/d)ini) n- 0.136 LVL Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi E= 2.00 Mmax = 6124.85814 ft -lb= 73.50 in -K Vmax= Rmax-(w*d)= Ry= 861 lbs - .: Ri= .1780 lbs Cd= 2-0ccupance = 1 Rs D.L.= 264 lbs Rz D.L.= 500 Its RI L.L: 597 lbs RZL,L.= 1280 lbs Srequtred= Mmax/(Fb*Cd)= 25.34 in SPrPvided= 52.6 in3 Arequired= 1.5*Vmax/(Fv*Cd)= 9.0 in` Apm ided= 33.3 IDS Allowable Def.= L/ 240 = 0.63 in. Actual Def.= 0.34 in. Dead Load Def.= 0.10 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ d= b= plf plf plf plf plf PLF 9.500 in. 3.5 in. X106 psi 1745 lbs USEDCAPACITY 48.1% O.K. 27.1% O.K. O.K. 436 ',ER. 2020.1 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: O'SHEA RESIDENCE @NEW HDR AT REAR OF GARAGE Member Span= 3.0 ft L372 P1= 2088 IDS from BM 3 @L1= 1.0 ft DL= s36 lbs P2= O lbs from @L2= 0.0 It DL= o lbs TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 33 )x( 0.0 + 0.0 )= 0 WALL = ( 14 )x( 0.0 + 0.0 )= 0 FLOOR = ( 54 )x( 0.0 + 0.0 )= 0 CEILING =( 26 )x( 1.3 + 0.0 )= 33.8 Rl D.L= 377 lbs R2D.L= 199 lbs SELF WEIGHT= 5.6 Ri L.L= 1074 IDS R2LL= 556 lbs TOTAL LOAD = 39.4 PLF Page: Date: 11-30-20 Job #: L372 Client: AUST Plan #: REMODEL/TRELLIS Dead Load 13 psf =_> 0 plf 14 psf =_> 0 plf 14 psf =_> 0 plf 6 psf =_> 7.8 plf 5.639 psf =_> 5.6 plf TOTAL D.L. = 13.4 PLF ALTERNATE BEAM = DESIGN: n= 0.1111 PSLNU6xSAWN Size Factor, C, = 1.00 [If d>12, Cf= (12/d)I0l] n= 0.136 LVL d= 7.250 Repetitive Member, Cr=> No => Cr= 1 n= D.D9z ISL b= 3.5 Fb= 1170 x Cf x Cr-- 1170 psi Fv= 180 psi E= 1.60 x106 psi Mmax = 1436.36875 ft -Ib= 17.24 in -K Vmax= Rmax-(w*d)= 1427 lbs Ri= 1451. lbs R2= ;755 lbs Cd= 2-occuvance = 1 Rl D.L= 377 lbs R2D.L= 199 lbs Ri L.L= 1074 IDS R2LL= 556 lbs USED CAPACITY Sreeuired= Mmax/(Fb*Cd)= 14.73 in' SI..m.d= 30.7 in' 48.0% O.K. Are..lred= 1.5*Vmax/(Fv*Cd)= 11.9 Int Aorowd.d= 25.4 int 46.9% O.K. Allowable Def.= L/ 240 = 0.15 in. Actual Def.= 0.01 in. O.K. Dead Load Def.= 0.00 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 2751 in. in. ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: O'SHEA RESIDENCE @NEW BEAM BETWEEN DINING & FAMILY Member Span = 11.0 it 11-30-20 P3= 0 lbs from @u= 0.0 ft DL= o lbs P2= 0 lbs from @12= 0.0 ft DL= o lbs TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 33 )x( 17.0 + 0.0 )= 561 WALL = ( 14 )x( 0.0 + 0.0 )= 0 FLOOR = ( 54 )x( 0.0 + O.0 )= 0 DECK = ( 76 )x( 0.0 + 0.0 )= 0 lbs SELF WEIGHT= 13.0 TOTAL LOAD = 574.0 PLF ALTERNATE BEAM = Page: /0 Date: 11-30-20 Job #: L372 Client: AUST Plan #: REMODELITRELLIS Dead Load 13 psf =_> 221 plf 14 psf==> 0 pif 24 psf==> 0 plf 24 psf =_> 0 plf 13.02 psf =_> 13.0 plf TOTAL D.L. = 234.0 PLF DESIGN: n= 0.1111 PSL/VIJ6x6AWN Size Factor, C, = 1.00 [If d>12, C1= (12/d)inl] n= 0.136 LVL d= 11.900 Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 3.5 Fb= 2900 x Cf x Cr= 2900 psi W= 290 psi E= 2.00 x106 psi Mmax = 8681.98633 ft -Ib= 104.18 in -K Vmax= Rmax-(w*d)= 2588 lbs R1= 3157 lbs Rz= -3157 lbs Cd= 4•Roaf = 1.25 R1 D.L= 1287 lbs R2D.L.= 1287 lbs R1 L.L= 1870 lbs RILL= 1870 lbs Sreauo-m= Mmax/(Fb*Cd)= 28.74 in3 'BPrc.;a.a= 82.6 in3 Ar.ydn.d= 1.5*Vmax/(Fv*Cd)= 10.7 inL API vid.a= 41.7 in' Allowable Def. L/ 240 = 0.55 , in. Actual Def.= 0.19 in. Dead Load Def.= 0.08 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ USED CAPACITY 34.8% O.K. 25.7% O.K. O.K. 686 in. in. VER, 2020.1 /6 ESI/FME, Inc. Structural Engineers Project Title: O'SHEA RESIDENCE Engineer: SWR Project ID: L372 Project Descr: REMODEUTRELLIS Code References Calculations per ACI 318-14, IBC 2018, CBG 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General information Material Properties Soil Design Values 20.0 it fc: Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing 2.0 ksf fy: Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) _ 150.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.250 rp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 it Min Steel%BendingReinf. = Allow press, increase per foot of depth = ksf Min Allow %Temp Reinf. = when footing base is below = ft Min. Overturning Safety Factor = 1.10:1 Min. Sliding Safety Factor = 1.10 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftgwtfor stability, moments &shears Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max. length or width is greater than = it Use Pedestal wt for stability, mom & shear Yes Width parallel to X -X Axis = 4.0 f Length parallel to Z -Z Axis = 4.0 f Footing Thickness = 12.0 h Pedestal dimensions... px : parallel to X -X Axis = 20.0 it pz : parallel to Z -Z Axis = 20.0 it Height 12.0 it Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 it Reinforcing Bars parallel to X -X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P: Column Load = 0.350 0.940 k OB: Overburden = ksf M-xx = k -ft M-zz = 4.420 k -ft V -x = 0.4750 k V -z = k 1:7 ESI/FME, Inc. Structural Engineers Project Title: O'SHEA RESIDENCE Engineer: SWR Project ID: L372 Project Descr: REMODELITRELLIS DESIGN SUMMARY ®- Min. Ratio Item Applied capacity Governing Load Combination PASS 0.5305 Soil Bearing 1.061 ksf 2.0 ksf +0.60D+0.70E+H about Z -Z axis PASS n!a Overturning -X-X 0.0k -ft 0.0k -ft No Overturning PASS 1.213 Overturning -Z-Z 3.759 k -ft 4.560 k -ft +0.60D+0.70E+H PASS 3.519 Sliding -X-X 0.3325 k 1.170 k +0.60D40.70E+H PASS We Sliding -Z-Z 0.0 k 0.0 k No Sliding PASS We Uplift 0.0 k 0.0 k No Uplift PASS 0.09568 Z Flexure (+X) 0.5077 k-fl/ft 5.306 Wit +0.90D+E+0.90H PASS 0.03078 Z Flexure (-X) 0.1633 k -f fft 5.306 k-ff/ft +1.20D+L+0.20S+E+1.60H PASS 0.01783 X Flexure (+Z) 0.09459 Whit 5.306 k-Nft +1.20D+1.60Lr+L+1.60H PASS 0.01783 X Flexure (-Z) 0.09459 k-ft/ft 5.306 k-fUft +1.20D+1.60Lr+L+1,60H PASS 0.04644 1-wayShear(+X) 3.483 psi 75.0 psi +0.90D+E+0.90H PASS 0.01185 1 -way Shear (-X) 0.8889 psi 75.0 psi +1.20D+L+0.20S+E+1.60H PASS 0.006864 1-wayShear(+Z) 0.5148 psi 75.0 psi +1.20D+1.60Lr+L+1.60H PASS 0.006864 1-wayShear(-Z) 0.5148 psi 75.0 psi +120D+1.60Lr+L+1.60H PASS 0.009089 2 -way Punching 1.363 psi 150.0 psi +1.20D+1.60Lr+L+1.60H