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Home My WebLink AboutX2021-1511 - Calcs� 7 -OV • 1 11 3iq Unci) PSE -4 ESI/FME INC. STRUCTURAL ENGINEERS Marshall BUILDING DIVISION J U L 1 9 2021 to be built at gy: S.E.C. 314 Lindo Ave, Newport Beach, Ga. 92661 June 15, 2021 Revision:0 CBC 2019 Client: Morgan No. lob No. M257 1800 E. 16th Street, Unit B, Santa Ana, GA 92701 Tel: (714) 83S-2800 Fax: (734) 835-2819 Page: 2 ESI/FME INC Date: 6/15/2021 STRUCTURAL ENGINEERS Job No: M257 Client: Morgan Project Name: Marshall Plan No: Load Conditions Seismic Design Summary Analysis Used: Equivalent lateral Force Procedure (12.8) Floor (psf) ffRoofsf) ile Deck w/o LW Conc. 1'S"LWSs Conc. Or Gyperete = 1.392 Ss =.0.494 Soil Site Class = D 1 = 1.0 R = 6.5 F. = 1.2 F„ = 0.0 Seismic Design Catergory = D g 8 ry P =1.0 Cl = 2.5 20.0 Uve Lead S,,,s = 1.670 Ss,y = 0.000 Dead Load So, = 1.114 So, = 0.000 Base Shear = 0.120 W 4.0 Sheathing 1.5 Rafter/joists 1.5 Wind Design Summary Wind Velocity = 100 M.P.H. Wind Exposure = C Sprinklers 2.0 Cellingloists 1.5 Drywall 25 Governine Codes is./Solar Pv 1.0 IBC 2018 ASCE72016 NDS 2018 TMS 4022016 14.0 Total (OL) CBC 2019 AC13182014 $DPWS 2015 AISC360-16 34.0 otai(OLHL) ProiectInfo Soils Report Initials Date Address Engineer of Record: OF 6/15/2021 Street 314 Undo Ave By: 2019 CBC Job No: Project Engineer: OF 6/15/2021 City Newport Beach Date: Back Check: State, Zip Ca„ 92661 Allowable Soil Bearing Pressure 1500 pad Roof Truss Review: For AddkWnl Information Refer to Sails Report Floor Truss Review: PT Foundation Review: Structural Observation/Special Inspection Structural Observation Required: Yes Plan Check 1: Special Inspection Required: No Plan Check 2: Revisions Table of Contents Revision Revised Sheets Initials Date Description Pg. No. Notes 2-5 Reductions Rl- Lateral Analysis 6-11 ESI/FME, Inc. - Structural Engineers (This Signature is to he a wet signature, not a copy.) pOFE 4,� Fri Z �r nz � vm A It ql CIVIL R�\P E OF CAUfO f 70 Date: ESI/FME INC STRUCTURAL ENGINEERS Project Name: 18C2018 CBC 2019 ASCE72016 In all cases calculations will supersede this deslen criteria sheer Doug Fir- Larch #11 Doue Fir - Larch #2 Size F& (psi). F".(Psi) leb (psi) F� (psi) E (psi) 20,26i 2x8, 2x10, 2x12, 2.00E+06 Parallam 2.2 (PSL 2900 290 2.20E+06 2x14 1000 180 900 '180 1.60E+06 4x4, 4x6, 4x8, 4x10, 4x12, 1.30E+06 Glulam (24F -V4). 2400 240 1.80E+06 4x14 4000 180 900 180 1.60E+06 6x6, 6x&, US, 8x10 1200 '170 750 170 1,60E+06 MUM, 6X12, 644, 8x12,8x14 1350 170 875170 1.60E+06 voug rw-wrcn-uy max Molnum CMUML It IS remommeodee that lumber be bee ofheart center Page: 3 Date: 6/15/2021 Job No: M2§-? Client: Morgan Plan No: .Grade 1`4 (psi) FV (psi) E(psi) Parallam 2.0 PSL 2900 290 2.00E+06 Parallam 2.2 (PSL 2900 290 2.20E+06 Microllam (LVL) 2600 285 1.90E+06 TTmberstrand (CSL) 1700 425 1.30E+06 Glulam (24F -V4). 2400 240 1.80E+06 I Drypack shall be composed of one part Portiand.Cement to not more than three parts sand. 2 All structural concrete f �= 3000 psi Special Inspection Required All slab-ongrade, continous footings, pad footings f,=2500.pst Special Inspection Not Required 1 All reinforcing shall be A.ST.M. A-616-40 for #4 bars and smaller, &AUS -60 for#5 bars and larger. Welded wire fabric to be. AS.T.M. A-185, lap 1-2/2 spaces, 9" min. 2 Development.lehgth of Tension Bars shall be calculated per AC1318-14 Section 12.2.2 Class B Splice= 1.3xld Splice length for 2500 psi concrete is: #4 Bars (40K) =11!". #5 Bars (60K) = 39", #6 Bars (60K) = 47"-(30 dia. for compression) Masonry reinforcementshall have lapping of 0 dia. Or X-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 eaquaI to the diameter of the bars. Cover for casi-in-place concrete shall be as follows, U.N,O. A. Concrete cast against & permenently exposed to earth ............ 3" B. Concrete exposed to earth or weather 5 #5 Bars ....'11/2" 2 #6 Bars ........ 2" C. Concrete no exposed to weather or in contact with ground Slabs, Walls,.Joists <_#5 Bars ...................... 3%4" Beams &.Columns: Primary reinforcement, Ties, Stirups, Spirals .. 11/: .1 Fabrication and erection of structural steel shall be in accordance with "Specification forthe Design,.Fabrication and Erection of Structural Steel Buildings",.RISC, 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 S. 2 All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Building Department Continuous Inspection is requiredfor all field welding.. 3 AflSteel 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" dia. bolt holes @ 4'-0" o.c. for attachment of nailer,.U.N.0. See architectural for'finishes (Nelson studs 1/2" x 3" CPL 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 of0.0691 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 all cells are to be solid ESI/FME IN.0 STRUCTURAL ENGINEERS Project Page: 4 Date: 6/15/2021 job No: M2;,tr7 Client: Morgan Plan No: A. All beams to be supported with full bearing unless noted otherwise. B. All isolated posts and beams tohave Simpson PB's, PC's and/or BC's minimum, U.N.O. C. All bearing walls on wood. floors are to be supported with double joists or solid blocking, U.N.O. D, Provide 4x or 2r2x members undersole plate nailing less than 6" o/c. E. All Simpson HTr; HDU, HDR and. C6 holdowns to be fastened to 4x4 post min. U.N.O. F. All hardware is to be Simpson Strong Tie or approved equal. Install per mfr.'s specifications. G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineers review. H. All exterior walls are to be secured with 1/2" diameter 10" anchor bolts or MASA anchors @ 72" o.c., U.N.O. (Please call structural engineer for a fix.) I. All Interior walls to be secured withshotpins per manufacturer's recommendations, U.N.O, Calculations govern in all cases. Recommend Simpson 0.145" dia.,3" long PDP Powder Actuated Anchors @ 24" o.c. (ICC-ESR#2138) or equal. J. All conventional framed portions of structure are to be constructed per section 2308 of the CBC 2019 or IBC 2018 U.N.O. N. All nailing is to be per table 2304.10.1 of the IBC or California Building Code, U.N.O. L All hails to be "Common", U.N.O. FOUNDATION HARDWARE LEGEND SOLE PLATE NAILING SPN16: 16d Sole Plate Nailing @ 16" O:C. SCRSO: 1/4" x41/2" SDS Screws@ IO" O.C. SPN12i 16d Sole Plate Nailing 12" O.C. 3CR8: I/4"'x 4 1/2" SDS Screws @ 8" O.C. SPN10: 16d Sole Plate Nailing @.10" O,C. SCR6i 1/4" x41/2" SDS Screws @ 6" O.C. SONS: 16d Sole Plate Nailing @ 8" O.C. SCM 1/4" x4 1/27SDS Screws @ 4" O.C. SPN6: 16d Sole Plate Nailing @ 6" O.C. SCR2: 1/4" x41/2" SDS Screws @ 2." O.C. SPN4: 16d.Soie Plate Nailing @ 4" D.C. AB32: 1/2" Dia.X 10" Anchor Bolts @ 32" O.C. or MASA Anchors @ 32" O.C. SPN2: 16d Sale Plate Nailing @ 2" O.C. HDU5: (1)Simpson HDUS perpost FOUNDATION HARDWARE LEGEND AB72: 1/2" Dia. X 10" Anchor Bolts @ 72" O.C. Or MASAAnchort @ 72" O.C. 244: Provide a total of 244 at top 244 at bottom of footing, 3'past. post A864: 1/2" Dia. X 10" Anchor Bolts @ 64" O.C, or MASA Anchors @ 64" O.C. 3-114 : Provide a total of 3-114 at top 344 at bottom of footing, T p ast post ARM: 1/2" Dia. X 10" Anchor Bolts @ 56" O.C. or MASA Anchors @ S6" O.C. 4-94 : Provide a total of 444.at top 444 at bottom of footing, 3' past post AB48: 1/2" Dia. X 10" Anchor Bolts @ 48" O.C. or MASA Anchors @ 48" O.C. HTT4 : 1).Simpsan HTi4 r post A840: 1/2" Dia. X 10" Anchor Bolts @ 40" O.C: or MASA Anchors @ 40" O.C. HTTS : (1)Simpson HTTS par post ADU2: (1)Sim son HDU2 per post AB32: 1/2" Dia.X 10" Anchor Bolts @ 32" O.C. or MASA Anchors @ 32" O.C. HOU4 1 Simpson HDU4 per post HDU5: (1)Simpson HDUS perpost A824: 1/2" Dia, X 10" Anchor Bolts @ 24" O.C. or MASA Anchors @ 24" O.C. HOUS (1)Simpson HDU8 per post HD08 : 1) Simpson HDQ8 per post AB16: 1/2" Dia. X 10" Anchor Bolts @ 16" O.C. or MASA Anchors @ 16" O.C. HDU11 : 1 Simpson HDU11 per post HDU14: (1)Sim son HOU14 per post ABS: 1/2" Dia. X 10" Anchor Bolts @ 8" O.C. or MASA Anchors @ 8" D.C. HD3B : (I) Simpson HD3B er ost : 1 HD19 Simpson HDl9 per post Nate: When enthar bolts are used, Provide 3" sq. x:229"thick plate washer for all sla plate A.a.'s atshear walls only. Page: 5 ESI/FME INC I Date: 6/15/2021 STRUCTURAL ENGINEERS I Job No: M2•5'7 Client: Morgan Project Name: Marshall Plan No: Vertical Lateral Shear Notes (IBC 2018, CBC 2019, SDPWS 2015) Seismic Design Category D.& E Table 4.3A,AFPA SDPWS 2015 Framing Members: Douglas Fir -Larch @ 16" O.C. Wind Seismic 3/8" Wood Structural Panel w/ Sd Common Nails @ 6" O.C. @ Edges & 12" O.C. @ Field -3/8" Wood Structural Panel w/ 8d Common Nails @ 4" O.C. @ Edges & 12" O.C. @ Field 3/8" Wood Structural. Panel w/ 8d Common Nails @ 3" O.C. @ Edges & 12" O.C. @ Field 3/8" Wood Structural Panel w/8d Common Nails @ 2" D.C. @ Edges &.12" O,C. @'Field 1/2" (or 15/32") Wood Structural.Panei w/ SOd Common Nails @ 2" O.C. @ Edges & 12" O.C. @ Field 1/2" (or 15/32") Structural 1 Wood Panel w/ 10d Common Nails @ 2" O.C. @ Edges & 12" O.C. @ Field Double Sided (3x Vertical Studs @ Abutting Panels and Nails Staggered On Each Side) 3/8" Wood Structural Panel w/8d Common Nails @ 3" O.C. @ Edges & 12" O.C. @ Field Double Sided (3x Vertical Studs @ Abutting Panels and Nails Staggered On Each Side) 12 3/8" Wood -Structural Panel w/ 8d Common Nails @ 2" O.C. @ Edges & 12' O.C. @Field DBL 365 PLF 260 PLF S32 PLF 350 PLF 685 PLF- 490PLF 895 PLF 640 PLF 1077 PLF 7.70 PLF 1215 PLF. 870 PLF 1370 PLF 980 PLF 1790 PLF 1280 PLF Notes a. Wood Structural Panel: Material approved by APA,PFS/TECO or Pittsburgh Testing Laboratories. These Values are for Doug -Fir Larch or Southern Pine, other lumber species may differin shear capacities. b. Where plywood is applied on -both faces of wall and nail spacing is less than 6"o.c„ panel " joints shall be offset to fall on different framing members or framing shall be 3x or wider and hails staggered on each side. a Porallowable shear values greater than 350plf, Provide min. of a single 3x member at.all framing members receiving edge nailing from abutting panels. d. Whereanchor bolts are provided at shear walls a 3"x3"x0,220steel plate washers are required on each bolt, The washer shall be installed % ithin'1/2" from the sheathed side of the plate. (SDPWS sect 4.3.6.43) Horizontal Roof: Joist Spacing 4 24" ox.-. 15/32" Wood Struct, Panel PII 24/0, with Sid's @ 6" ox. at edges &boundaries, 12" o.c. field. Floor: Joist Spacing <16" ox.: 19/32' Wood Struct. Panel T&G*, PI 32/16, w/10d's @ 6" o.c. at edges & bound.,. 10" o.c. field. Joist Spacing < 20" o.c.: 19/32" Wood Struct. Panel T&G*, PI 40/20;, w/10d's @ 6" o.c, at edges & bound.; 10" o.c. field. Joist Spacing <24" o.c.: 23/32" Wood Panel T&G* shtg., Pt 48/24, w/10d's @ 6" ox.at edges & boundaries, 10" o:c. field. Notes a. Panel edges shall have approved T&G joints or shall be supported with blocking. Not regalred when llglstweight.eoncrete is placed over subfloor. b. All roof and floor shearing to be Exposrel or Exterior. &jt5-f7-1 POOFFA\�F OSHPD Marshall 314 LIP& Ave, Newport Beach, CA 92661, USA Latitude, Longitude: 33.6051539, -117:9067522 Type value Description Ss. 1.392 MCER ground motion. (fur 0.2 -second pedod) ' S1 OA94 MCER ground motion. (for 1.Os pedod) SMs t.67 Site'modified spectral acceleration value $MI null See Section 11.4.8 SitemodNled spectrabaocelemthm value. SOS 1.113 Numeric seismic design value at 01 second SA Sot null Sae Section 11.4.8 Numedc seismic, design value at 1,0 second SA uype value Description SDC null See Section 11.4.8 Saisfntc'design category Fa 12 Site amplification factor at 02 second FV null See Sermon 11.4.8 Siteampllficatlon factor at 1.0 second PGA 0.61 MCEO peak ground acceleration Fpm 12 Site amplification factor at PGA PGA,,, 0.732 She moifdied peak ground acceleration Tl 8 Long.pedod tmnsNon pedod In seconds SsRT 1;392 .Probabillstk dak-targeted ground motion. (0.2 second). 'S6UH 11638 Factored,un6orm41azard(2% probability . of ezceededce In 50 yeam) apedmtacoelemtlon SsD 2.621 Featured determielsyc ace ablation value. (02 second) :S1RT 0.494 Probabl6atic risk -targeted ground motton.(1.O second) S1UH 0.538- Factored unlfirm-hmard(2% probabfpty of exceedance In 50 years) spectral acceleration. $ID 0.622 Factored deterministic accererallon value. (1.0 second) PGAd 1.058 Factored defetmialstic acceleration value. (Peak GroundAccelem0on) CRs 0.905- Mapped valueofthe risk coeflklenfatshort periods CRI 0,919 Mapped value of the risk coefficient a1 a period of 1 a Project Name: Marshall Hr 2:0ft H2 &Oft Opening= 0.0 it ESI/FME .INC STRUCTURAL ENGINEERS 10,31 101 % Zone C psf 0%Zone D 10:3 Zope C psf ASCE 7-16 Equivalent Lateral Force Method SS =1.392 S1 = 0.494 Fa = 1.2 Fy = 1.8 SMS' SSXFa = 1.670 SMI .= SSXFa = 0.892 SOS = (2/3)xSMS =1.114 SDI = (2/3)xSMs = 0,595 SSI CS(min) = R/l = 0.038 Qe,=CSW SOS CS = R/I = 0.171 o -Governs. SDI CSimax)=TXR/I_ 0.880 Location L3 Site Information Zip = 92661 Lattitude = 33:605154 Longitude= -117.9068 Occupancy Category = It Page: Date: 6/15/2021 Job No: M262 Client: Morgan Plan No: 2nd Story Weight Trib.(ft) Roof = 14 psf x 44 =616 pif Floor = 14 psf x ho =9.Oft =.0 pif Weight Tdb. (ft) Qty. �- Ext: Wall = 14 psf x 4 x 2 =112 pif 1 Int:. Wall = 10psf x 4 x 2 = 80 pif II EM. Wall = 14 psf x 4 x - 0 pif II Int. Wall = 10 psf x- 4 x = 0 pif Zone A 8 C D E F G H 'Total - 808 plf R = 65 Soil Site Class = D Per ASCE7-1611.4.3 1 =1.0 Seismic Design Category = D. p=1.0 hn=9.6ft' T =.0.104 for. All OtherStmctund Systems Eh= •7PQE =0.120W ASCE 7.16 Sfmolified Wind Desiea Roof Slope = 4 :12 = 18.4 Degrees W Ihd Velocity =10D mph Exposure = C CaaaA Seismic Leval i I Wlxhl x Story Shear Saismic Roof 808 pif 8.0 6464 97 pif 97 pif 972 ._. Kat = 110 StoryShear in 9 P ,%W1 ho =9.Oft Level:x n x 5tory Shear Wind A =1.21 Roof (2ft x,10:3psf+4ft.x 10.3.psf) I 62 pif 1 62. pif PS.=.67 KW530. a Hotitona) Pressures I Vertical Pressures Ovemangs Zone A 8 C D E F G H EOH GOH P530 21.3 -6.1 14.2' d.4 -19.11-B.01-1331 -9.9 -26.7 -20.9 PS 15.5 1 4.4 1 Sod 1 -2.5 -13.9 -9:5 1 -9.7 1 -7:2 -19.4 -15.2 Wihd at Corner Level Bid. Width a Fx Roof 24 it 3.0 ft I k pif f tbmar wipd ra Sha additional prataum apphad at corner ahaarwala, P.. -F,' h to Mlncludad for a dbtancq'a. away from thacomar C+sp e Governlna Lead Level StoryShear Roof 9 P ,%W1 ieismic Project Name: Marshall I Hr 3.5 ft d2 &Oft Opening= 0.0 ft ESI/FME INC STRUCTURAL ENGINEERS Location TI 2,5 0%Zone G Site Information psf 100% Zone D Zip = 92661 Fa = 1.2 Lattitude = 33.605354 SMS = SsxFa =1:670 Longitude = -117.9068 10.3 Zone C Occupancy Category = 11 psf x 2 =112 plf ASCE 7-16Eouivalent Lateral Force Method SS =1:392 SI = 0:494 Fa = 1.2 Fy = 1.8 SMS = SsxFa =1:670 SMI = SSXF4 = 0.892 SDs' (2/3)xSMs =1.114 SDI' (2/3)xSMS = 0.595 .551 x 2 =112 plf Psiminl =-W= = 0.038 06 =CSW SDS CS = R/1 = 0.171 <-Governs SDI C9imaxl=-= 0.829 TxR/I Page: 9 Date: 6/15%2021 Job No: M2$7 Client: Morgan Plan No: 2nd Story Weight Trib. (ft) Roof = 14 psfx 27 = 378 pif Floor = 14 psf x = 6 plf Weight Trlb. (ft) Qty. -Ext. Wall = 14 psf x' 4 x 2 =112 plf �- Int. Wall. =. 10psf x 4 x 1 =40 plf p Ext. Wall = 14 psf x 4 x = 0 plf Int. Wall = 10 psf x 4 .x =0 pff Total to 530 pff R = 6.5. SoilSite Class = D Per ASCE7-1611.4.3 1 ='1.0 Seismic Design Category= D P =.1.0 hn = 9.8 ft T = 0.110 for all other Structural Systems Eh= •7p4E =0.120W ASCE 7-16 Simplified Wind Design Roof.Siope = 4 :12= 18.4 Degrees Ku =1.0 Wind Velocity =100 mph It, =9.8 ft Exposure = C ?, =1.21 Seismic Level I A y Wlxhl x 5toryShear Seismic Roof 1 530 pit 18.01 4240 1 64 plf 1 64 pff I In Levelex n z Stary Shea Wind Roof 3.Sftx2.5psf+4ftx10.3psf) SOplf SOpif IMSpplf Hozitonat Pressures I Vertical Pressures Overhangs Zone A- 0 C D E I F G I H EOH GOH P530 21.3 -6.1 1 14,2 -3.4 -19.11-13.0 -13.3 -9.9 .26.7 -20.9 PS' 19.5 1 -0.4 1 103 1 -2:5 -13.9 4.5 1 -9.7 1 -7.2 -13.4 -15.2 Wind at Corner Level 01d. Width I @ Fx Roof 43. ft 13.2 ft 66 plf Cooner.Wf is the add thonal preo M applied at .o.,flieanvalls. Pmn oe-FS 4 to be ltdoded for 4 diipMe i' axay,(ram the who, Governing Load Level Story Shear Roof ''��- M „„..r>,J,4,.p1 Seismic Page: q ESI/FME INC Date: 6/15/2021 STRUCTURAL ENGINEERS Job No: M24 Client: Morgan Project Name: Marshall Plan No: Roof - 14 psf x Shearwall Design (IBc 2018, cBc2019, SDPWs 2018) 016 016 \D Wall at left elev Addn'I HO Wall 4 14 psf x 8.0 = 112 pff Plate .Height (H) =8.0 k Net Lateral Load MR(FtA Ma(ft-g) Uplift(Ib) W padty(lb) Floor= 14 psf x Shearwall Design Length Opening Length Source Wind(plf Seismic (pit) Tributary(ft) Wind Seismic Demand Capacity Ratio Wall1= 6.8ft - = 6.9 ft � iylt Rtth': 62 97 (24/2 +0:0) = 744 lb 1164 lb Wind 60 pff 365 pif 0.16 L - 6.8 ftW La �2 resisted by return walls D Wall =- 7.3 ft - 7.3 k . + _. 016 0lb. Seismic 83 pif 260pif 0.32 Wall 3 0.0 ft ,� �YfSa �.,�+. + Olb Olb Asoeet natio Wall = = 0.0ft ; u, � �.;,�. + ON 01b 10 Wb. _ z.2 s 2.0 Walls =- - = 0.0k "T`'""+ - i �.; �Tz rt, + - - Olb Olb Ma14 = 0.44 E Total Length ft Comer -a ix 3.0k =, 93lbTotal Load= 83716 116416 Dfaphragin UnitShear(V) = Load/Length = 60.plf 83 pif 1/2 "A.B.@ 72"O.C. A872 L = 36 ft Provide A3S/LTP4 @ 48" O.C. (.6,14SW) = 0-44 u or 16d Nails @ 16" O.G. SPN36 V'= 32 pif V. =-ifi8 Of w/ No HD Vertical Load Load Tdb (ft) Load UpiIft,Ca1c01aton for Wall l Roof - 14 psf x 7S = 105 plf 016 016 Stacking Addn'I HO Wall 4 14 psf x 8.0 = 112 pff Mo = VLH L = 7 ft Mo(ft-ii) M,(k•N) MR(FtA Ma(ft-g) Uplift(Ib) W padty(lb) Floor= 14 psf x OA =- Oplf blRivp, 0.6 WL1 Wind 3228 0 4941.01 39 0 Ok Total Load (W}= 217 pff 2 Seismic 4490 0 4944 �l$0: 340 0 Ok $s =1.114 L - 6.8 ftW La �2 resisted by return walls D Stacking Addn'I Man) = 0.44 Wall = 14 psf x 8.0 = 112,p1f M, _ VLH L = 5:3 ft M,(h-8) a H0 Capatity(Ib) Floor = 14 psf x 0.0 =. 0 pif 2 E 0 1929 �'0 r�r. 143 •;Ura. 0 Ok Total Load (W)= 140 pif 2 Seismic 1366 0 1929 ??;•;?SUr';; 97 E (.6'•14505) = 0.44 u° Sas =1.114 L=5.3ft WLR +h E .R OWill atfrtelev Plate Height(H)=8.0 it Net Lateral Lead I Shearwall Design Length Opening Length Source Wind Seismic Tributary(ft) Wind Seismic Demand Capacity Ratio Waft- 5.3ft - 5.3k y „y T13i . 50 61 (12/2 +0.0) 30016 36616 Wind 0.5 pff 365 pff 0.12 Wall 2- 6:Oft - 6.0fts �sayt yN{ + = 016 Olb Seismic 33 pIf 260plf 0.13 Wall 3 = 0.0 ft tr=T' K$ �� . + = O lb 016 Aseea Rao, Wal14 = - = 0.0+ _ 016 011)10 Q Nb. • 1.5 5 LD 15 - 016 016 7otaitength=12.3ft Corner Wind 66 x 3.2k - 21116 Total Load= 51116 366 lb Diaphragm Unit Shear (V) = Load/Length = 45 pif 33 pIf 1/2 A.B. @ 72" O.C. A672 L = 24 R Provide A35/LTP4 @ 48" O:C. or 16d Nails @ 16"O.0 SPN16 V=21 If V,=168 pff W/ No HD Vertical Load Load Trib(it) Load L Uplift Calculation for wails Roof= 14 psf x 2.0 = 28 pif Stacking Addn'I Wall = 14 psf x 8.0 = 112,p1f M, _ VLH L = 5:3 ft M,(h-8) Mo(R4) Ma(k•p) Ma(R-#) Uplift(lb) H0 Capatity(Ib) Floor = 14 psf x 0.0 =. 0 pif MRIw1V✓0.6- L0 Wind 1408 = 0 1929 �'0 r�r. 143 •;Ura. 0 Ok Total Load (W)= 140 pif 2 Seismic 1366 0 1929 ??;•;?SUr';; 97 0 OR Sas =1.114 L=5.3ft WLR +h Yl Ma14 = 0.44 E a 2 E E (.6,14SW) = 0-44 u u° Page: 10 ESI/FME ING Date:6/15/2021 STRUCTURAL ENGINEERS Job No: M257 Client: Morgan Project Name: Marshall Plan No: Shearwall Design (IBC 2018, CBC 2019, SDPWS 2018) Q Wallat Ba2and Bal Plate Height (H) =B.Oft Net Lateral Load. Shearwall Design Length Opening Length Source ORnd(plf Sel=lc(pl0 Tributary(ft) Wind Seismic Demand Capacity Rano. Waif 1=.8.Sft - = 8.5 ft so 64 (12/2 +0.0) 30016 394lb Wind 35plf 365 p0 0.1 Wail 2-= g - ix' O.Oft t4�,y ,m + - Gib 0lb, Seismic 45 pit 260 pit 0.17 Walla= - = 0.0 ft i + _ 016 016 Asaect natio W.all4= - = 0.Oft '*'♦ - Olb Olb 10 b/6, 0.93'2.0 'i r"( '$er Walls 0.0 Gib 016 Total Length= B.SR .Comer W1nd1w38:?x = Gib Total Load= 30016 3841b Diaphragm Unit Shear (V) = Load/Length = 35 pit 45 pit L = 24A Provide A35/LTP4 @ 48" O.C. 16d Nails 9 16" O.C. SPN16 V=16 pit V,=168 pit W/ No HD vertical'Load Load Trib(it) Load Uplift Calculation for Walli Roof - 14 lost x 20 = 28 pit Stacking Addn'l HD Wall= 10 lost x 8.0 = 8O.plf M, = VLH 1 = 9 R Me(ft-il) M,(ft-P) MR(ft-Ir) Ma(ft-8) UPIIR((b) CaPacity(lb) Floor 14 stx 0.0 = ll If WL Wind 2400 0 3902 °�s`.'q;" 7 0 Ok, P P z'ys Total Load (W)= 108 pit arv4 2 Seismic 3072 0 3902, 0 Y58 0 Ok So, =1.114 L = 85 ft M 0.44 Wo # resisted byretum,walls- ani =. 2 E E: E 0.44 3 3 Owall at Ba 1 and B 1 Plate Height(") =8.0 ft Net Lateral Load ShWiWall Design I Length Opening Length Source Wind Seismic Tributary (ft) Wind. Seismic Demand Capacity Ratio wall 1= 8,5-R - = 8.5 ft 'tr. Xr., ,Ilk .4n R 50 64 (19/2 +0:0) 4751b 608 lb Wind. 56.pif 365pif 0.15 Wall 2= - O,Oft r u + .. Gib Gib Seismic 72pif 260pif 0.28 g''. Walla = - = 0.0 ft fr ' Dlb Gib asaectRa0e A- _ Wall = - c 0.0 R III,�1 $s' + _ 016 O lb 10 bib, 0.9 2.0 a nRi'll Walls= - = O.OR ?;->m, � + 01b 0 l Total Length= B.Sft Comer Wl4x : 016. Total Load= 47516 60816 Diaphragm Unit Shear(V)=Load/Length= 56 pit 72 pit L=24ft Provide A35/LTP4 048"D.C• 16d Nails: @ 16" O.C.. SPN16 V=25 If V,=168p1f A/ No HD Vertical load Load T11b(ft) Load UpiiRCalculaUon for Wall 1. Roof = 14 psf x 2.0 28 pit Stacking Addn't HD Wall = 14 Pat x 8.0 = 112 pit M. = VLH L = S.Sft Mp(ft,#) M•(ft-8) MR(ft#) MR(ft-#) Uplik(Ib) C,apacky(16) Flgor= 14lost x 0.0� = Oplf WLa Wind 3800 0 5056 � Q z. ,�-KPWs gG 0 Ok Total Load (W)= 140 pit 0.6 2 Seismic 4864 0 5056 _7;,y0,i_;,i=4 308 0 Ok S� = 1.114 L = 85 ft We 40 upliftresisted by return walls '^ Man) = 0.44 v 2 _E (.6-.14Sos) = 0.44 E 8 E 3 Page: I ESI/FIVIE INC Date: 6/15/2021, STRUCTURAL ENGINEERS Job No: M257 Client: Morgan Project Name: Marshall Plan No: Shearwall Design (18C 2018, CBC2019, SDPWS 2018) O Wail het Be 2 and e2 Plate Height (H) =8.0.1ft Net Lateral Wad 16d Nails @ 16" O.0 SPH16 Shearwall Design Length Opening Length Source Wind (plf Seismic(p0J tributary (4) Wind Seismic Demand capacity Ratio. Wall 1= 9.0ft - = 9.0 it �t� ��&?}L.�{)� 50 6p (17/2 +0.0) = 42516 5441b Wind 47pif 365 calf 0.13 Wall 2- - = O.Oft `c��1�' `r ✓i + -= 0 l 0 l Seismic 60p1f 260 p# 0.23 wail a= - = 0.0k dy�.k ati + = Dili 0lb Aspect Ratio Wal( 4 = - = 0.0 k ¢'' r$'M' `� °.y'f< `( r + = Olb olio 10 h/b. = OB s 10 Wall 5=4 M.i ry'c + = 014 Olb 3400 0 Total Length= 9.0 sx = 0 l Total Wad= 425 lb 544 lb_ MR(w)-0.6 2. Seismic. Seismic Diaphragm 10 4374 0t'' 268 Unit Shear(V)=Load/Length= 47 pit 60 plf We 13. resisted by return walls. L = 24ft Provide A35/LTP4 @ 48" O.C. 16d Nails @ 16" O.0 SPH16 V=23 plf V,=168 p1f W/ No HD Vertical Load Load Td4(it) Load Uplift calculation for Wall Roof - 14 psi z 7-0 = 28 pif Stacking Addn'l HD Wall= 10 psf x &0 = g0:plf M,=VLH L=91t -M"(ft-#) M"(k-#) MRM ) MR(ff-#) Uplift(lb) capadt 1b) Floor =34 psfx 00 = 0 O We 3400 0 Et 4374 ��hbm s's 86 0 Ok Total Wad (W) = 108 calf MR(w)-0.6 2. Seismic. Seismic 4352 0 10 4374 0t'' 268 0 Ok: S,=1.134 L = 9.0 ft We 13. resisted by return walls. 17 Mx(s) = 0.44-2 E 0.44 U ,$