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HomeMy WebLinkAboutPA2022-009_20220110_Structural Calcs_11-15-21E S I 1· F M E INC. STRUCTURAL ENGINEERS PROJECT: Structural calculations for Mr. & Mrs. David Root on 2-Story SFR to be built@ 2661 Crestview Drive, Newport Beach, CA ·ROOT RESIDENCE AT 2661 CRESTVIEW DR., NEWPORT BEACH, CA: (PER IBC2018, CBC2019) Date: Client: NOV. 15th, 2021 Mr. & Mrs. David Root Revisions:0 12/9/2021 Client Job No . .. I S-h-ip_p_ed_: __ o_rc_,_4_20_2_, ___ I I Job No. 1 O 2 1 -M 4 1 9 I 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: (714) 835-2800 / Fax: (714) 835-2819 PA2022-009 ■ Page: 2 OF 165 ESI/ FM E Inc. Date: 11/15/2021 STRUCTURAL ENGINEERS Job#: M419 Client: Mr. & Mrs. David Root Project Name: "ROOT RESIDENCE@ 2661 Crestview Dr." Plan#: NEWPORT BEACH, CA. , LOAD CONDITIONS : (2018 IBC / 2019 CBC) ROOF: Comp ri7lei Flat Tile FLOOR: [TI CTI CD D::J Slope >4:12 >4:12 >4:12 w/o Cone. w/ 1-1/2'" ltwt Cooc. & 1" gypaete Live Load 20.0 psf 20.0 psf 20.0 psi Live Load 40.0 psf 40.0 psf Roofg Mt'I 4.0 6.0 10.0 D.L. of F.F. 3.0 13.0 Sprinklers 2.0 2.0 2.0 Sprinklers 2.0 2.0 Sheathing 1.5 1.5 1.5 Miscellaneous 1.0 1.0 Roof Rafters 1.5 1.5 1.5 Sheathing 2.5 2.5 Ceiling Joist 1.5 1.5 1.5 Floor Joists 3.0 3.0 Drywall 2.5 2.5 2.5 Drywall 2.5 2.5 Miscellaneous 1.0 1.0 1.0 Total D.L. 14.0 psf 24.0 psf Total D.L. 74.lJ psf 16.0 psf 20.0 psf Total Load 54.0 psf 64.0 psf Total Load 34.0 psf 36.0 psf 40.0 psf LOAD CONDITIONS : CD o:::J CJ STANDARD SPECIFICATIONS FOR PROJECT DESCRIPTION: STRUCTURAL CALCULATIONS Job Name "ROOT RESIDENCE@ 2661 Crestview Dr." City NEWPORT COAST 1. Sketches of details in calculations are not Client Mr. & Mrs. David Root to scale and may not represent true PROJECT ENGINEER: DM conditions on plans. Architect or designer CALCSBY: DATE: 11/15/2021 is responsible for drawing details in plans ASSOC. CHECK: DATE: which represent true framing conditions BACK CHECK: DATE: and scale. Enclosed details are intended to ROOF TRUSS Rev.: DATE: complement standard construction practice FLR. TRUSS Rev.: DATE: to be used by experienced and qualified PIT FOUND. Rev.: DATE: contractors. PLAN CHECK: DATE: REVISIONS: 2. The structural calculations included here 0 SH;S: 76,77, 104A,B,C,D,F, 116A,B,C, 143, are for the analysis and design of primary DATE: 12/9/2021 structural system. The attachment of non-0 144. 157THRU 165 lnit.: structural elements is the responsibility of SHTS: DATE: the architect or designer, unless specifically 0sHTS: lnit.: shown otherwise. DATE: 0sHTS: lnit.: 3. The drawings, calculations, specifications DATE: and reproductions are instruments of 0sHTS: lnit.: service to be used only for the specific DATE: project ccvered by agreement and cover 0SHTS: lnit.: sheet. Any other use is solely prohibited. DATE: wsHTS: lnit.: 4. All changes made to the subject project DATE: shall be submitted to E S I / F M E, Inc. !nit.; in writing for their review and comment. E S I/ FM E, Inc. -Structural Engineers These calculations are meant to be used (This signature is to be a by a design professional, omissions are wet signature, not a copy.) ~~;,~I,_ intended. APPROVED BY: 'I ,, 5. Copyright© -1994 by E S l /F M E, Inc. / , ~~ Structural Engineers. All rights reserved. This material may not be reproduced in i\· ,/ * whole or part without written permission ~d'~ £1_'!!_1-~\-of E S I / F M E, Inc. DATE: DEC 1 4 2021 ~ l"t-orcAll~o'<'-""'-~.,.."~-~- Version: 2017.4 PA2022-009 ·. ■ Page: 3 ES I I F M E Inc. Date: 11/15/2021 STRUCTURAL ENGINEERS Job#: M419 Client: DAVID RDOT Project Name: "ROOT RESIDENCE @ 2661 CRESTVIEW DR," Plan#: NEWPORT BEACH, CA. DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: IBC2018 / CBC2019 / ASCE-7-16 REV. 12/02/2016 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 #2/#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 = 900/1000 psi; fv=180 psi; E=1.6/1. 7 2x10 #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 2x12 #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. Ann. Grade: Fb=2400 osi;Fv=240 osi;E=1.8E6 osi MICROLLAM LVL: Fb=2600osi;Fv=285osi;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 ............................. fc = 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-615-60 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 ofTension Bars shall be calculated per ACl318-14 Section 12.2.2 .. Class B Splice= 1.3 x /". Splice Lengths for 2500 psi concrete is: #4 Bars (401<) = 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, 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 Arc Process at licensed shops or otheiwise 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"0 bolt holes@ 4'-0" o.c. for attachment of nailers, U.N.O. See architectural drawinqs for finishes (Nelson studs 1/2" x 3" CPL mav 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). vrn 2011.4 PA2022-009 Page: 4 -----1 E S I / F M E Inc. Date: 11/15/2021 STRUCTURAL ENGINEERS Job#: M 419 Client: DAVID ROOT Project Name: "ROOT RESIDENCE @ 2661 CRESTVIEW DR." Plan#: NEWPORT BEACH, CA, GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION IBC2018 / CBC2019 / ASCE7-16 /NDS2018 / SDPWS2018 A. All beams to be supported with full bearing unless noted otherwise. B. All isolated posts and beams to have 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 2-2x members under sole plate nailing less than 6" o/c. E. All Simpson HIT, HOU, HDQ and CB 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 prtor to submittal for engineers review. H. All exterior walls are to be secured with 5/8" diameter x 10" anchor bolts or MASA anchors @ 72" o.c., U.N.O. (Please call structural engineer for a fix.) 1. All interior walls to be secured with shot pins 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 2015 IBC or 2016 California Building Code, U.N.O. K. All nailing is to be per table 2304.9.1 of the IBC or California Building Code, U.N.O. L. All nails to be "common", U.N.O. SOLE PLATE LEGEND MARK : DESCRIPTION SPN12: 16d Sole Plate Nailina at 12"o/c SCR8 : 3/8"0 x 6.5" Sole Plate Screws at 8 "o/c SPN10: 16d Sole Plate Nailina at 10"o/c SCR6 : 3/8"0 x 6.5" Sole Plate Screws at 6 "o/c SPN8 : 16d Sole Plate Nailina at 8"0/c SPN6 : 16d Sole Plate Nailino at 6"0/c SPN4 : 16d Sole Plate Nailina at 4"o/c SPN3 : 16d Sole Plate Nailino at 3"o/c SPN2 : 16d Sole Plate Nailing at 2"o/c . FOUNDATION HARDWARE LEGEND MARK: DESCRIPTION MARK : DESCRIPTION AB64 : 5/8"0 x 1 O" Anchor Bolts at 64"o/c 2-#4 : Provide a total of 2-#4 at ton & 2-#4 at or MASA anchors 1m 64" o.c. bottom of footina, 3' oast oosts AB56 : 5/8"0 x 10" Anchor Bolts at 56"o/c 3-#4 : Provide a total of 3-#4 at ton & 3-#4 at or MASA anchors 1m 56" o.c. bottom of footina, 3' oast oosts AB48 : 5/8"0 x 10" Anchor Bolts at 48"o/c 4-#4 : Provide a total of 4-#4 at ton & 4-#4 at or MASA anchors /iiJ 48" o.c. bottom of footina, 3' oast oosts . AB40 : 5/8"0 x 10" Anchor Bolts at 40"o/c or MASA anchors /iiJ 40" o.c. HTT4: 11\ Simnson HTT4 oer oost AB32 : 5/8"0 x 10" Anchor Bolts at 32"o/c HTT5: /1\ Simoson HTT5 oer cost or MASA anchors /iiJ 32" a.c. HDU2: 11\ Simnson HDU2 ner nost AB24 : 5/8"0 x 10" Anchor Bolts at 24"o/c HDU4: /1\ Simoson HDU4 oer cost or MASA anchors ,m 24" o.c. HDU5: 11\ Simoson HDU5 □er nost AB16 : 5/8"0 x 10" Anchor Bolts at 16"o/c HDU8 /1\ Simoson HDU8 oer cost or MASA anchors ,m 16" o.c. HDQ8: (1\ Simoson HDQ8 ner nost ABS 5/8"0 x 1 O" Anchor Bolts at 8"0/c HDU11 : 11\ Simoson HDU11 oer □ost or MASA anchors 1n1 8" o.c. HDU14: /1) Simoson HDU14 oer cost Note: When anchor bolts are used, provide 3" sq. x 0.229" thick plate washers for all sill plate AB.'s at shear wall only. '' Vf.RS◊,l. 20!7.4 PA2022-009 Page: 0 -~~----E S I / F M E Inc. Date: 11/15/2021 STRUCTURAL ENGINEERS Job#: Client: DAVID ROOT Project Name: "ROOT RESIDENCE@ 2661 CRESTVIEW DR." Plan #: NEWPORT BEACH, CA. LATERAL SHEAR NOTES {IBC2018, CBC2019, SDPWS-2018: SEISMIC DESIGN CATEGORY D & E) {TABLE 4.3A, AFPA SDPWS-2018) M419 VERTICAL: FRAMING MEMBERS DOUG FIR-LARCH @16"o.c. --3/8" Wood Structural Panel w. 8d 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" o.c@ edges & 12"o.c. @ field. --1/2" {or 15/32") Wood Structural Panel with 10d common nails@ 2" o.c at edges and 12" o.c. at field --1/2" (or 15/32") Structural I Wood Panel with 10d common nails @2" o.c at edges and 12" o.c. at 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) --3/8" Wood Structural Panel w. 8d common nails @ 2" o.c@ edges & 12"o.c. @ field. NOTES: a. Wood Structural Panel: Material approved by APA, PFSfTECO or Pittsburgh Testing Laboratories These values are for Doug-Fir Larch or Southern Pine, other lumber species may differ in 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 nails staggered on each side. c. For allowable shear values greater than 350plf, provide a min. of a single 3x member at all framing members receiving edge nailing from abutting panels. d. Where anchor bolts are provided at shear walls a 3"x3"x0.229" steel plate washers are required on each bolt. The washer shall be installed within 1/2" from the sheathed side of the plate. (SDPWS sect. 4.3.6.4.3) H O R I Z O N TA L : All roof and floor sheathing to be Exposure I or Exterior. ROOF: JOIST SPACING< 24" o.c.: 15/32" Wood Struct. Panel PII 24/0, with 8d's @6" o.c. at edges & boundaries, 12" o.c. field. FLOOR: Joist Spacing< 16" o.c.: 19/32" Wood Struct. Panel T&G•, Pl 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•, Pl 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, Pl 48/24, w/1 0d's @ 6" o.c. at edges & boundaries, 10" o.c. field. •Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. 260 plf 350 plf 490 plf 640 plf 770 plf 870 plf 980 plf 1280 plf VERSION: 2020.1 PA2022-009 E S I / F M E Inc. STRUCTURAL ENGINEERS Client: DAVID ROOT Page: --><<-.--I Date: 11/10/2021 Job#: M 419 Project Name: "ROOT RESIDENCE @ 2661 CRESTVIEW DR." Plan#: NEWPORT BEACH, CA. ~ ~--- @)--5 i RI V,i ' 0 •. , -----i.-., }'~~-®- -V'e .!(;!,(>t';J;"\"k-;tj~~=,-_l, ' -; ~2 z < _J a.. C, z ~ < a: LL a: 0 Q'i' -'; LL s -Cl) ~ ,-g <J\ ~ ~ .J ✓ ~ ] * l:lJ ~ V) 11 ?$ tl ~ ~ " I (§) PA2022-009 E S I / F M E Inc. Page: --+a---1 Date: 11/10/2021 STRUCTURAL ENGINEERS Job#: M 419 Project Name: "ROOT RESIDENCE @ 2661 CRESTVIEW DR." k JP P.t.,rJ.-,/ 2_NlJ rt,lt,_ ,... . ·-·- € I I I ,-' I I i ... r-'1 \ .. 1'-;;: -o<> o~:t---~----is:-- 1 ' ' I I I ~--y- 1 I I I I I I '7 I I I 0 ~038 r--. - ' ' 1----i i ' , - I - - - I i -r- Client: DAVID ROOT Plan #: NEWPORT BEACH, CA. I I I L7 I I I I I I I I --+-·~l CJ I I I I I I I I I I z <( ...I 0.. C,· ;::; ::E <( cc lJ.. '.r lJ.. . 0 :!-Ow a:: ~ v, ~ ~ -J -J ~ ~ ~ (#} ~~ ~~ ~ ~. '\ ~ ® PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT 8 SANTA ANA, CA. 92701 !wood Beam Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH B M419 @ 2661 CRESTVIEW Printed: 28 OCT2021, 9:15AM Project File: M419.ec6 J UC#: KW-060.13924, Buifd:20.21,10.4 ESI/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#1 : HIP BEAM OVER BR#2: CODE REFERENCES Calculations per NDS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 2,600.0psi E : Modulus of Elasticity Load Combination : ASCE 7-16 Fb-2,600.0psi Ebend-xx 1,900.0ksi Fe-Prll 2,510.0psi Eminbend -xx 965.71 ksi Wood Species ilevel Truss Joist Fe -Perp 750.0psi Wood Grade MicroLam LVL 1.9 E Fv 285.0psi Fl 1,555.0 psi Density 42.010pcf Beam Bracing Completely Unbraced 0(0,0.145) Lr(0,0,203) 9 2-1.75x11.87 Span = 20.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Varying Uniform Load: D= 0.0->0.010, Lr= 0.0->0.0140 ksf, Extent= 0.0 --» 20.50 ft, Trib Width= 14.50 ft, (RF LOAD: 34*14.5'2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.624 1 Maximum Shear Stress Ratio = 0.219: 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb: Actual = 1,459.44psi Iv: Actual = 77.96 psi Fb: Allowable = 2,340.12psi Fv: Allowable = 356.25 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 11.746ft Location of maximum on span = 19.527ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.438 in Ratio= 561 >=360 Span: 1 : Lr Only Max Upward Transient Deflection Oin Ratio= 0<360 n/a Max Downward Total Deflection 0.803 in Ratio= 306>=300 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0<300 nla Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values snear 'values Segment Length Span# M V Cct CFN Ci c, Cm CI CL M lb F'b V Iv F'v DOnly 0.00 0.00 0.00 0.00 Length= 20.50 ft 1 0.328 0.136 0.90 1.000 1.00 1.00 1.00 1.00 0.86 4.53 661.23 2015.40 0.97 34.85 256.50 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.624 0.219 1.25 1.000 1.00 1.00 1.00 1.00 0.72 10.00 1.459.44 2340.12 2.16 77.96 356.25 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.72 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.538 0.189 1.25 1.000 1.00 1.00 1.00 1.00 0.72 8.64 1,259.86 2340.12 1.86 67.18 356.25 +0.60D 1.000 1.00 1.00 1.00 1.00 0.72 0.00 0.00 0.00 0.00 Length= 20.50 ft 1 0.161 0.046 1.60 1.000 1.00 1.00 1.00 1.00 0.59 2.72 396.74 2462.45 0.58 20.91 456.00 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT 8 SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: !Wood Bea.m UC#: KW-06013924, Build:20.21.10.4 ESUFME, Inc. DESCRIPTION: BM#1 : HIP BEAM OVER BR#2: Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination +D+Lr 0.8026 10.624 ROOT RESIDENCE/ NEWPORT BEACH '1 M419 @ 2661 CRESTVIEW Printed: 28 OCT 2021, 9:15AM Project File: M419.ec6 I {c) ENERCALC INC 1983-2021 Max. "+" Defl Location in Span 0.000 Vertical Reactions Support notation : Far left is #1 0.0000 Values in KIPS Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+0.750lr +0.600 Lr Only Support 1 Support 2 1.313 2.502 0.694 1.387 0.620 1.115 1.313 2.502 1.140 2.155 0.372 0.669 0.694 1.387 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE / NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 2 NOV2021, 1:30PM /D !Wood Beam Project File: M419.ec6 . I UC#: KW•06013924, BuHd:20.21.10.4 ESUFME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#2: HIP BEAM OVER BR#2: CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7 -16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7 -16 Wood Species Wood Grade Beam Bracing ilevel Truss Joist Microlam LVL 1.9 E Completely Unbraced Fb+ Fb- Fc-Prll Fe-Perp Fv Ft 2,600.0psi 2,600.0 psi 2,510.0 psi 750.0psi 285.0psi 1,555.0 psi E: Modulus of Elasticity Ebend-xx 1,900.0ksi Eminbend -xx 965.71 ksi Density 42.010pcf 0(0.1) r0.12) i----------,-----~0:¥,(0~.0~6~,0) Lr(0.084,02 f J 0(0.06.0) Lr{Q/\C_oaia4i;r.s,ol!-----~ ! I ' 2-1.75x11.87 ~ 2-1.75x11.87 Span = 5.50 ft Span= 16.50 ft Span= 2.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 2 Varying Uniform Load: D= 0.060->0.0, Lr= 0.0840->0.0 k/ft, Extent= 0.0 --» 16.50 ft, Trib Width= 1.0 ft, (RF LOAD: 34•1212•_707) Varying Uniform Load: D= 0.060->0.0, Lr= 0.0840->0.0 k/ft, Extent= 0.0 --» 16.50 ft, Trib Width= 1.0 ft, (RF LOAD: 34•12/2'.707) Load for Span Number 3 Varying Uniform Load : D= 0.010->0.0, Lr= 0.0140->0.0 k/ft, Extent= 0.0 --» 2.50 ft, Trib Width= 1.0 ft, (RF LOAD: 34•212•_707) Varying Uniform Load: D= 0.010->0.0, Lr= 0.0140->0.0 k/ft, Extent= 0.0 --» 2.50 ft, Trib Width = 1.0 ft, (RF LOAD: 34•212) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.194' 1 Section used for this span 2-1.75x11.87 fb: Actual = 517.32psi Fb: Allowable = 2,668.71 psi Load Combination +O+Lr Location of maximum on span = 16.500ft Span# where maximum occurs = Span# 3 Maximum Deflection Max Downward Transient Deflection 0.090 in Ratio= Max Upward Transient Deflection -0.043 in Ratio= Max Downward Total Deflection 0.167 in Ratio= Max Upward Total Deflection -0.080 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Raf10s Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 2198>c360 Span: 2 : Lr Only 1398 >=360 Span: 3 : Lr Only 1185 >=300 Span: 2 : +D+Lr 750>=300 Span: 3 : +D+Lr Momenf Values = = = = = 0.163: 1 2-1.75x11.87 58.13 psi 356.25 psi +D+Lr 0.000ft Span #2 Sfiear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 5.50 ft 2 0.103 0.103 0.90 1.000 1.00 1.00 1.00 1.00 0.98 1.63 237.17 2299.29 0.73 26.35 256.50 Length= 16.50 ft 3 0.111 0.103 0.90 1.000 1.00 1.00 1.00 1.00 0.91 1.63 237.17 2139.54 0.73 26.35 256.50 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 UC#: KW•06013924, BuHd:20.21.10.4 DESCRIPTION: BM#2: HIP BEAM OVER BR#2: Project Title: Engineer: Project ID: Project Descr: ESI/FME, Inc. Maximum Forces & Stresses for Load Combinations Load Combination Max stress Raf10s Segment Length Span# M V Cd CFN Ci c, Cm Ct CL Length = 2.50 ft 3 0.004 0.103 0.90 1.000 1.00 1.00 1.00 1.00 0.99 +O+Lr 1.000 1.00 1.00 1.00 1.00 0.99 Lenglh = 5.50 ft 2 0.164 0.163 1.25 1.000 1.00 1.00 1.00 1.00 0.97 Length= 16.50 ft 3 0.194 0.163 1.25 1.000 1.00 1.00 1.00 1.00 0.82 Length = 2.50 ft 3 0.004 0.163 1.25 1.000 1.00 1.00 1.00 1.00 0.99 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.99 Length = 5.50 ft 2 0.141 0.141 1.25 1.000 1.00 1.00 1.00 1.00 0.97 Length= 16.50 fl 3 0.168 0.141 1.25 1.000 1.00 1.00 1.00 1.00 d.82 Length = 2.50 ft 3 0.004 0.141 1.25 1.000 1.00 1.00 1.00 1.00 0.99 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 Length = 5.50 ft 2 0.036 0.035 1.60 1.000 1.00 1.00 1.00 1.00 0.96 Length= 16.50 ft 3 0.049 0.035 1.60 1.000 1.00 1.00 1.00 1.00 0.70 Length = 2.50 ft 3 0.001 0.035 1.60 1.000 1.00 1.00 1.00 1.00 0.99 Overall Maximum Deflections ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 2 NOV2021, 1:30PM Project File: M419.ec6 j (c) ENERCALC INC 1983-2021 ,V,omen[ Values Sfiear Values M fb F'b V Iv F'v 0.06 8.57 2324.13 0.03 26.35 256.50 0.00 0.00 0.00 0.00 3.55 517.32 3161.27 1.61 58.13 356.25 3.55 517.32 2668.71 1.61 58.13 356.25 0.09 12.82 3217.89 0.04 58.13 356.25 0.00 0.00 0.00 0.00 3.07 447.28 3161.27 1.39 50.18 356.25 3.07 447.28 2668.71 1.39 50.18 356.25 0.08 11.76 3217.89 0.04 50.18 356.25 0.00 0.00 0.00 0.00 0.98 142.30 3993.81 0.44 15.81 456.00 0.98 142.30 2931.53 0.44 15.81 456.00 0.04 5.14 4104.72 0.02 15.81 456.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only 1 2 3 0.0000 0.000 0.1671 8.597 0.0000 8.597 +D+Lr +D+lr Support notation: Far left is #1 Support 1 Support 2 Support 3 Support 4 2.876 0.773 1.566 0.382 1.310 0.390 2.876 0.773 2.485 0.677 0.786 0.234 1.566 0.382 -0.0582 0.0000 -0.0798 Values in KIPS 0.000 0.000 2.500 I I PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 2 NOV2021, 1:21PM Project File: M419.ec6 J UC#: KW-06013924, Bui!d:20.21.10.4 , ESUFME, Inc. {c) ENERCALC INC 1983-2021 DESCRIPTION: BM#3: HIP BEAM OVER MBR: CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properti!ls Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Wood species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Completely Unbraced O 0.053,0,033 l 0.074 0.046 00,0 ,0 (F. 2x10 Span =5.50 ft 2X.10 Span = 9 .50 fl Fb + Fb - Fe -Prll Fc-Perp Fv Ft 900.0 psi 900.0psi 1,350.0psi 625.0 psi 180.0psi 575.0 psi E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf 0.025 0 L 0.035 0) o.ois Lt 0-?03s o O 0.0125,0 lr 0.0175 O) -0 · 0. 750) 2x10 2x10 Span= 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Varying Uniform Load: D= 0.020->0.0, Lr= 0.0280->0.0 k/ft, Extent= 0.0 --» 5.50 ft, Trib Width= 1.0 ft, (RF LOAD: 34"4/2".707) Varying Uniform Load: D= 0.0530->0.0330, Lr= 0.0740->0.0460 k/ft, Extent= 0.0 --» 5.50 ft, Trib Width= 1.0 ft, (RF LOAD: 34"[10.5/2 TO 6.5/2]". 707) Load for Span Number 2 Varying Uniform Load: D= 0.060->0.0250, Lr= 0.0840->0.0350 k/ft, Extent= 0.0 --» 9.50 ft, Trib Width= 1.0 ft, (RF LOAD: 34"[12/2 TO 5/2]".707) Varying Uniform Load; D= 0.0350->0.0, Lr= 0.0490->0.0 k/ft, Extent= 0.0 --» 9.50 ft, Trib Width = 1.0 ft, (RF LOAD: 34"7/2".707) Load for Span Number 3 Varying Uniform Load: D= 0.0250->0.0, Lr= 0.0350->0.0 k/ft, Extent= 0.0 --» 6.50 ft, Trib Width= 1.0 ft, (RF LOAD: 34"5/2". 707) Varying Uniform Load ; D= 0.0250->0.0, Lr= 0.0350->0.0 k/ft, Extent= 0.0 --» 6.50 ft, Trib Width = 1.0 ft, (RF LOAD: 34"5/2".707) Load for Span Number 4 Varying Uniform Load ; D= 0.01250->0.0, Lr= 0.01750->0.0 k/ft, Extent= 0.0 --» 3.0 ft, Trib Width= 1.0 ft, (RF LOAD: 34"2.5/2) Varying Uniform Load; D= 0.01250->0.0, Lr= 0.01750->0.0 k/ft, Extent= 0.0--» 3.0 ft, Trib Width= 1.0 ft, (RF LOAD: 34"2.5/2) PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH M419 /3 Project Descr: @ 2661 CRESTVIEW !wood Beam LIC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM#3: HIP BEAM OVER MBR: DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = 0.707: 1 2x10 574.22psi 811.96psi +D+Lr 9.500ft Span# 3 0.035 in Ratio= -0.006 in Ratio= 0.061 in Ratio= -0.010 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 3280>=360 Span: 4 : Lr Only 13131 >=360 Span: 3 : Lr Only 1877>=300 Span: 4 : +D+Lr 7540>=300 Span: 3 : +D+Lr Maximum Forces & Stresses for Load Combinations Load Combination Max Sfress Ra{10s Moment Values Segment Length Span# M V Cct CFN Ci c, Cm Ct CL M fb DOnly Length = 5.50 ft 2 0.274 0.198 0.90 1.100 1.00 1.00 1.00 1.00 0.91 0.44 245.87 Length = 9.50 ft 3 0.328 0.198 0.90 1.100 1.00 1.00 1.00 1.00 0.77 0.44 245.87 Length = 6.50 ft 4 0.213 0.198 0.90 1.100 1.00 1.00 1.00 1.00 0.89 0.33 184.90 Length = 3.0 ft 4 0.030 0.198 0.90 1.100 1.00 1.00 1.00 1.00 0.97 0.05 28.63 +D+Lr 1.100 1.00 1.00 1.00 1.00 0.97 Length = 5.50 ft 2 0.513 0.335 1.25 1.100 1.00 1.00 1.00 1.00 0.82 1.02 574.22 Length = 9.50 ft 3 0.707 0.335 1.25 1.100 1.00 1.00 1.00 1.00 0.60 1.02 574.22 Length = 6.50 ft 4 0.415 0.335 1.25 1.100 1.00 1.00 1.00 1.00 0.76 0.77 429.74 Length = 3.0 ft 4 0.045 0.335 1.25 1.100 1.00 1.00 1.00 1.00 0.95 0.10 58.08 +D+0.750Lr 1.100 1.00 1.00 1.00 1.00 0.95 Length = 5.50 ft 2 0.440 0.287 1.25 1.100 1.00 1.00 1.00 1.00 0.82 0.88 492.13 Length = 9.50 ft 3 0.606 0.287 1.25 1.100 1.00 1.00 1.00 1.00 0.60 0.88 492.13 Length= 6.50 ft 4 0.355 0.287 1.25 1.100 1.00 1.00 1.00 1.00 0.76 0.66 368.53 Length = 3.0 ft 4 0.039 0.287 1.25 1.100 1.00 1.00 1.00 1.00 0.95 0.09 50.72 +0.60D 1.100 1.00 1.00 1.00 1.00 0.95 Length = 5.50 ft 2 0.120 0.067 1.60 1.100 1.00 1.00 1.00 1.00 0.71 0.26 147.52 Length = 9.50 ft 3 0.177 0.067 1.60 1.100 1.00 1.00 1.00 1.00 0.48 0.26 147.52 Length = 6.50 ft 4 0.100 0.067 1.60 1.100 1.00 1.00 1.00 1.00 0.63 0.20 110.94 Length = 3.0 ft 4 0.011 0.067 1.60 1.100 1.00 1.00 1.00 1.00 0.92 0.03 17.18 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination 1 0.0000 0.000 +D+Lr +D+Lr 2 0.0607 4.690 3 0.0000 4.690 +O+lr +D+Lr 4 0.0145 3.000 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 0.215 1.358 0.910 0.137 Overall MINimum 0.123 0.777 0.516 0.069 DOnly 0.093 0.582 0.393 0.068 +D+Lr 0.215 1.358 0.910 0.137 +D+0.750Lr 0.185 1.164 0.781 0.120 +0.60D 0.056 0.349 0.236 0.041 Lr Only 0.123 0.777 0.516 0.069 Printed: 2 NOV2021, 1:21PM Project File: M419.ec6 I (c) ENERCALC INC 1983-2021 • 0 Desi nOK = = = = = F'b V 0.00 0.00 896.36 0.30 749.86 0.30 867.64 0.12 951.11 0.03 0.00 0.00 1118.47 0.70 811.96 0.70 1036.72 0.29 1292.68 0.06 0.00 0.00 1118.47 0.60 811.96 0.60 1036.72 0.25 1292.68 0.05 0.00 0.00 1229.00 0.18 833.72 0.18 1106.16 0.07 1601.44 0.02 0.335: 1 2x10 75.28 psi 225.00 psi +D+Lr 0.000ft Span# 2 Sllear 'values fv F'v 0.00 0.00 32.15 162.00 32.15 162.00 32.15 162.00 32.15 162.00 0.00 0.00 75.28 225.00 75.28 225.00 75.28 225.00 75.28 225.00 0.00 0.00 64.49 225.00 64.49 225.00 64.49 225.00- 64.49 225.00 0.00 0.00 19.29 288.00 19.29 288.00 19.29 288.00 19.29 288.00 Max. "+" Defl Location in Span -0.0066 4.108 0.0000 4.108 -0.0103 2.304 0.0000 2.304 Values in KIPS PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 28 OCT 2021, 3:02PM Project File: M419.ec6 / )4 UC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#4: PURLIN BEAM OVER MBR: CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Wood Species Wood Grade Beam Bracing t DF/DF 24F-V4 Completely Unbraced ' ' Fb + Fb- Fc-Prll Fe -Perp Fv Ft 2,400.0 psi 1,850.0 psi 1,650.0psi 650.0psi 265.0psi 1,100.0psi E: Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend -xx 950.0ksi Ebend-yy 1,600.0ksi Eminbend -yy 850.0ksi Density 31.210pcf 5.5x11.875 Span= 16.50 ft Applied Loads Seivice loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0140, Lr= 0.020 ksf, Extent= 0.0 --» 9.50 ft, Tributary Width= 10.0 ft, (RF LOAD: 34*(12/2+4)) Point Load : D = 1.0, Lr= 1.0 k@ 9.50 ft, (HIPBOARD:) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.478 1 Maximum Shear Stress Ratio = 0.203: 1 Section used for this span 5.5x11.875 Section used for this span 5.5x11.875 fb: Actual = 1,397.51 psi fv: Actual = 67.16 psi Fb: Allowable = 2,915.90p.si Fv: Allowable = 331.25 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 9.214ft Location of maximum on span = 0.000ft Span# where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.264 in Ratio= 748>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward Total Deflection 0.501 in Ratio= 395>=300 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0<300 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios l\fomenf \lalues Sfiear Ualues Segment Length Span# M V Cd CFN Ci c, Cm Ct CL M fb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length= 16.50 ft 0.314 0.129 0.90 1.000 1.00 1.00 1.00 1.00 0.98 7.18 666.53 2121.53 1.34 30.77 238.50 +D+lr 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 16.50 ft 0.479 0.203 1.25 1.000 1.00 1.00 1.00 1.00 0.97 15.05 1,397.51 2915.90 2.92 67.16 331.25 +D+0.750lr 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 16.50 ft 1 0.417 0.175 1.25 1.000 1.00 1.00 1.00 1.00 0.97 13.08 1,214.55 2915.90 2.53 58.06 331.25 +0.60D 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 16.50 ft 1 0.109 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.96 4.31 399.92 3681.96 0.80 18.46 424.00 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: jwood Beam UC#: KW-06013924, Build:20.21.10.4 ESUFME, Inc. DESCRIPTION: BM#4: PURLIN BEAM OVER MBR: Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination +D+Lr 0.5009 8.190 ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 28 OCT 2021, 3:02PM /5 Project File: M419.ec6 I (c) ENERCALC INC 1983-2021 Max. "+" Defl Location in Span 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall M/Nimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 Support 2 3.265 2.198 1.777 1.123 1.488 1.075 3.265 2.198 2.821 1.917 0.893 0.645 1.777 1.123 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 8 NOV2021, 9:57M1 Project File: M419.ec6 j UC#: KW•06013924, Bui/d;20.21.10.4 ESUFME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#5: HEADER AT RIGHT SIDE OF MBR: CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb + 1,350.0 psi 1,350.0 psi 925.0psi 525:opsi 170.0 psi 675.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing I I Douglas Fir-Larch No.1 Completely Unbraced I l Fb- Fc-Prll Fc-Perp Fv Ft D(0.056) 6x8 Span "" 8.50 ft Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf D(0.063i Lr(0.09) ' I I Applied Loads Seivlce loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0140, Lr= 0.020 ksf, Extent= 3.0 --» 8.50 ft, Tributary Widlh = 4.50 ft, (RF LOAD: 34'9/2) Point Load : D = 1.0, Lr = 1.0 k@ 3.0 ft, (BM#3) Uniform Load: D = 0.0140 ksf, Tributary Width= 4.0 ft, (WALL ABV: 14'4) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.726: 1 Maximum Shear Stress Ratio = 0.308: 1 Section used for this span 6x8 Section used for this span 6x8 fb: Actual = 1,217.54psi fv: Actual = 65.53 psi Fb: Allowable = 1,676.85psi Fv: Allowable = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 3.009ft Location of maximum on span = 0.000ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.089 in Ratio= 1150 >=360 Span: 1 : Lr Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.195 in Ratio= 524>=300 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0<300 nla Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Sfiear Qalues Segment Length Span# M V Cct CFN C; c, Cm Ct CL M fb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 8.50 ft 0.541 0.236 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.81 654.38 1209.64 0.99 36.18 153.00 +O+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.726 0.308 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.23 1,217.54 1676.85 1.80 65.53 212.50 ·+D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.642 0.274 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.63 1,076.75 1676.85 1.60 58.19 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.183 0.080 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.69 392.63 2141.98 0.60 21.71 272.00 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 I Wood Beam Project Title: Engineer: Project ID: Project Descr: UC#: KW•06013924, BuHd:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM#5: HEADER AT RIGHT SIDE OF MBR: Overall Maximum Deflections Load Combination Span Max. "}' Deft Location in Span Load Combination +D+lr 0.1946 4.064 ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 8 NOV2021, 9:57AM 17 Project File: M419.ec6 I (c) ENERCALC INC 1983-2021 Max. "+" Defl Location in Span 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXirhum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.600 Lr Only Support 1 Support 2 1.642 1.551 0.807 0.688 1.035 0.863 1.642 1.551 1.641 1.379 0.621 0.518 0.807 0.688 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH M419 Project Descr: @ 2661 CRESTVIEW !Wood Beam UC# ; KW-06013924, Bui!d:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM#6: DROP BEAM AT RIGHT SIDE OF MBR DECK: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load·combination Set: ASCE 7-16 Material Properties Printed: 28 OCT 2021, 2:55PM ProjedFile: M419.ec6 I (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb+ 1,350.0 psi 1,350.0psi 925.0psi 625.0 psi 170.0psi 675.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Completely Unbraced Fb- Fc-Prll Fe• Perp Fv Ft D 0.042 D 0.063 Lr 0.09 6x8 Span= 11.50 ft Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform load : D = 0.0140, Lr= 0.020 ksf, Tributary Width = 4.50 ft, (RF LOAD: 34'[5/2+2]) Uniform load: D = 0.0280 ksf, Tributary Width= 1.50 ft, (WALL ABV: 14'1.5'2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.46!1 1 Maximum Shear Stress Ratio = 0.180: 1 Section used for this span 6x8 Section used for this span 6x8 lb: Actual = 784.61 psi fv: Actual = 38.28psi Fb: Allowable = 1,672.59psi Fv: Allowable = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 5.750ft Location of maximum on span = 0.000ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.115 in Ratio= 1198 >=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward Total Deflection 0.261 in Ratio= 528>=300 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0<300 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Sfress Ra[1os Moment Qalues Sfiear 'values Segment Length Span# M V Cd CFN Ci c, Cm Ct CL M lb F'b V Iv F'v DOnly 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.363 0.140 0.90 1.000 1.00 1.00 1.00 1.00 0.99 1.88 438.36 1207.60 0.59 21.39 153.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 11.50 ft 0.469 0.180 1.25 1.000 1.00 1.00 1.00 1.00 9_99 3.37 784.61 1672.59 1.05 38.28 212.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.417 0.160 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.00 698.05 1672.59 0.94 34.06 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.123 0.047 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.13 263.02 2134.47 0.35 12.83 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max."+" Defl Location in Span +D+Lr 1 0.2609 5.792 0.0000 0.000 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: !Wood Beam UC#: KW-06013~24, Build:20.21.10.4 ESlfFME, Inc. DESCRIPTION: BM#6: DROP BEAM AT RIGHT SIDE OF MBR DECK: ROOT RESIDENCE/ NEWPORT BEACH 19 M419 @ 2661 CRESTVIEW Printed: 28 OCT 2021, 2:55PM Project File: M419.ec6 I {c) ENERCALC INC 1983-2021 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall M!Nimum D Only +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 Support 2 1.173 1.173 0.518 0.518 0.655 0.655 1.173 1.173 1.043 1.043 0.393 0.393 0.518 0.518 PA2022-009 ESI/FME, INC. ' 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH M419 Project Descr: @ 2661 CRESTVIEW UC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM#?: DROP BEAM OVER MBR DECK SUPPORTING BM#6 CODE REFERENCES Calculations per NOS 2018, !BC 2018, CBC 2019, ASCE 7-16 load Combination Set: ASCE 7-16 Material Properties Printed: 28 OCT 2021, 2:56PM Project File: M419.ec6_ J {c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + 1,350.0 psi 1,350.0 psi 925.0psi 625.0 psi 170.0psi 675.0psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Completely Unbraced Fb- Fc-Prll Fc-Perp Fv Ft D(0.6) r{0.52) Dro.042\ ' D/0.0771 lrl0.11\ 6x10 Span= 11.50 fl Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf ' Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform load: D = 0.0140, Lr= 0.020 ksf, Tributary Width= 5.50 ft, (RF LOAD: 34'[6/2+2.5]) Uniform load : D = 0.0280 ksf, Tributary Width = 1.50 ft, (WALL ABV: 14'1.5'2) Point load : D = 0.60, Lr= 0.520 k @ 5.0 ft, (BM#6) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.615: 1 Maximum Shear Stress Ratio Seclion used for this span 6x10 Section used for this span lb: Actual = 1,024.94psi fv: Actual Fb: Allowable = 1,667.BOpsi Fv: Allowable Load Combination +D+lr Load Combination Location of maximum on span = 4.995ft Location of maximum on span Span# where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.114in Ratio= 1213>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward Total Deflection 0.247 in Ratio= 558>=300 Span: 1 : +D+Lr Max Upward Total Deflection Qin Ratio= 0<300 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment IJalues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb DOnly Length = 11.50 ft 1 0.459 0.186 0.90 1.000 1.00 1.00 1.00 1.00 0.99 3.81 552.80 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.99 Length = 11.50 ft 1 0.615 0.248 1.25 1.000 1.00 1.00 1.00 1.00 0.99 7.07 1,024.94 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.99 Length = 11.50 ft 0.544 0.219 1.25 1.000 1.00 1.00 1.00 1.00 0.99 6.25 906.90 +0.600 1.000 1.00 1.00 1.00 1.00 0.99 = = = = = F'b 0.00 1205.34 0.00 1667.80 0.00 1667.80 0.00 Length = 11.50 ft 0.156 0.063 1.60 1.000 1.00 1.00 1.00 1.00 0.98 2.29 331.68 2125. 78 0.248: 1 6x10 52.63 psi 212.50 psi +D+Lr 0.000ft Span# 1 Sfiear v'alues V fv F'v 0.00 0.00 0.00 0.99 28.42 153.00 0.00 0.00 0.00 1.83 52.63 212.50 0.00 0.00 0.00 1.62 46.58 212.50 0.00 0.06 0.00 0.59 17.05 272.00 PA2022-009 ESI/FME, .INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: UC#: KW•06013924, Build:20.21.10.4 ESI/FME, Inc. ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 28 OCT 2021, 2:56PM Project File: M419.ec6 j (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#7: DROP BEAM OVER MBR DECK SUPPORTING BM#6 Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum OOnly +D+Lr +D+0.750Lr +0.600 Lr Only Span Max. "-" Defl Location in Span Load Combination 0.2471 5.666 Support notation : Far left is #1 Support 1 Support 2 2.015 1.869 0.926 0.859 1.088 1.010 2.015 1.869 1.783 1.654 0.653 0.606 0.926 0.859 Max. "+" Defl Location in Span 0.0000 Values in KIPS 0.000 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH M419 Project Descr: @ 2661 CRESTVIEW !Wood Beam UC#: KW-06013924, Bui!d:20.21.10.4 . ESI/FME, Inc. DESCRIPTION: BM#8: CANTILEVER DROP RIDGE BEAM OVER LAUNDRY RM: CODE REFERENCES Calculations per NDS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Printed: 28 OCT 2021, 2:57PM Project File: M419.ec6 I (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination : ASCE 7 -16 Fb+ Fb - 900.0 psi 900.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Completely Unbraced D(0,6) Lr(0.52) D 0.126 Lr 0.18) 4x10 Span= 8.0 ft Fe -Prll Fe -Perp Fv Ft 1,350.0 psi 625.0psi 180.0psi 575.0 psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf D 0.07 Lr 0.1} 4x10 Span = 2.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0140, Lr= 0.020 ksf, Tributary Width= 9.0 ft, (RF LOAD: 34*18/2) Point Load : D = 0.60, Lr = 0.520 k @ 5.0 ft, (BM#6) Load for Span Number 2 Uniform Load: D = 0.0140, Lr= 0.020 ksf, Tributary Width= 5.0 ft, (RF LOAD: 34*10/2) Point Load : D = 0.20, Lr= 0.270 k@ 2.50 ft, (VALLEY BOARD: 34'9'2/2'1/3) Point Load : D = 0. 70, Lr= 1.0 k @ 2.50 ft, (HIPBOARD: 34'20/2'10/2) DESIGN SUMMARY Maximum Bending Stress Ratio 0.90() 1 Maximum Shear Stress Ratio Seclion used for this span 4x10 Section used for this span fb: Actual = 1,432.04psi fv: Actual Fb: Allowable = 1,591.31 psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 0.000ft Location of maximum on span Span# where maximum occurs = Span# 2 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.072 in Ratio= 830>=360 Span: 2 : Lr Only Max Upward Transient Deflection -0.009 in Ratio= 10783>=360 Span: 1 : Lr Only Max Downward Total Deflection 0.113 in Ratio= 532>=300 Span: 2 : +D+Lr Max Upward Total Deflection -0.010 in Ratio= 9301 >=300 Span: 1 : +D+Lr Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rallos jl:jfomen{ 'iJalues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb DOnly Length= 8.0 ft 2 0.515 0.312 0.90 1.200 1.00 1.00 1.00 1.00 0.99 2.47 593.55 Length = 2.50 ft 2 0.511 0.312 0.90 1.200 1.00 1.00 1.00 1.00 1.00 2.47 593.55 +D+Lr 1.200 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 2 0.900 0.507 1.25 1.200 1.00 1.00 1.00 1.00 0.98 5.96 1,432.04 Length = 2.50 ft 2 0.888 0.507 1.25 1.200 1.00 1.00 1.00 1.00 1.00 5.96 1,432.04 +D+0.750Lr 1.200 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 2 0.768 0.433 1.25 1.200 1.00 1.00 1.00 1.00 0.98 5.08 1,222.41 = 0.507: 1 4x10 = 114.18 psi = 225.00 psi +D+Lr = 0.000ft = Span# 2 Sfiear 'iJalues F'b V fv F'v 0.00 0.00 0.00 0.00 1152.70 1.09 50.59 162.00 1162.36 1.02 50.59 162.00 0.00 0.00 0.00 0.00 1591.31 2.46 114.18 225.00 1612.02 2.46 114.18 225.00 0.00 0.00 0.00 0.00 1591.31 2.10 97.46 225.00 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA 92701 Project Title: Engineer: Project ID: Project Descr: I Wood Beam UC#: KW•06013924, Bui!d:20.21.10.4 ESUFME, Inc. ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 28 OCT 2021, 2:57PM Project File: M419.ec6 I (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#B: CANTILEVER DROP RIDGE BEAM OVER LAUNDRY RM: Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Ratms Momenf 'values Segment Length Span# M V Length = 2.50 ft 2 0.758 0.433 +0.60D Length= 8.0 ft 2 0.176 0.105 Length = 2.50 ft 2 0.173 0.105 Overall Maximum Deflections Load Combination +D+Lr +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Span 1 2 Cd CFN C; c, Cm 1.25 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 Max. "-" Defl Location in Span 0.0204 0.1127 2.860 2.500 Ct CL M 1.00 1.00 5.08 1.00 1.00 1.00 0.98 1.48 1.00 0.99 1.48 Load Combination +D+Lr Support notation : Far left is #1 Support 1 Support 2 Support 3 0.899 5.264 0.479 3.001 0.420 2.263 0.899 5.264 0.780 4.513 0.252 1.358 0.479 3.001 fb 1,222.41 356.13 356.13 Sfiear Values F'b V Iv F'v 1612.02 2.10 97.46 225.00 0.00 0.00 0.00 0.00 2022.24 0.66 30.35 288.00 2060.20 0.61 30.35 288.00 Max. "+" Def! Location in Span -0.0103 6.972 0.0000 6.972 Values in KIPS PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH M419 Project Descr: @ 2661 CRESTVIEW !Wood Beam UC#: KW-06013924, Build:20.21.10.4 ESI/FME, lllC. DESCRIPTION: BM#9 : HIPBOARD OVER BA#3: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb+ Fb - Fe-Prll Fc-Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0 o,0.01) Lr ,0.014) ' 2x10 Span"' 2.50 ft D 0,0.045) ls 0,0:_063 2X10 Span= 12.0 ft 900.0 psi 900.0 psi 1,350.0 psi 625.0psi 180.0 psi 575.0psi Printed: 28 OCT2021, 2:35PM Project File: M419.ec6 I {c) ENERCALC INC 1983-2021 E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf D 0.04 >r(0.272) 0.04 l 0.0 ) 2x10 Applied Loads Service loads entered. load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Varying Uniform Load: D= 0.0->0.010, Lr= 0.0->0.0140 k/ft, Extent= 0.0 --» 2.50 ft, Trib Width= 1.0 ft, (RF LOAD: 34'2/2*.707) Varying Uniform Load: D= 0.0->0.010, Lr= 0.0->0.0140 k/ft, Extent= 0.0--» 2.50 ft, Trib Width= 1.0 ft, (RF LOAD: 34*2/2*. 707) Load for Span Number 2 Varying Uniform Load : D= 0.0->0.0450, Lr= 0.0->0.0630 kilt, Extent = 0.0 --» 12.0 ft, Trib Width = 1.0 ft, (RF LOAD: 34*9/2*.707) Varying Uniform Load: D= 0.0->0.0450, Lr= 0.0->0.0630 k/ft, Extent= 0.0 --» 12.0 ft, Trib Width= 1.0 ft, (RF LOAD: 34*9/2*.707) Load for Span Number 3 Uniform Load: D = 0.010, Lr= 0.0140 ksf, Tributary Width= 4.0 ft, (RF LOAD: 34*8/2 *.707) Uniform Load : D = 0.010, Lr= 0.0140 ksf, Tributary Width= 4.0 ft, (RF LOAD: 34*8/2 *.707) Point Load: D = 0.2150, Lr= 0.2720 k@ 1.50 ft, (RIDGEBOARD: 34*21/2*2/2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.618 1 Maximum Shear Stress Ratio Section used for this span 2x10 Section used for this span lb: Actual = 840.61 psi Iv: Actual Fb: Allowable = 1,361.25psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 5.748ft Location of maximum on span Span# where maximum occurs = Span# 3 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.132 in Ratio= 1090>=360 Span: 2 : Lr Only Max Upward Transient Deflection -0.083 in Ratio= 724>=360 Span: 3: Lr Only Max Downward Total Deflection 0.231 in Ratio= 623>=300 Span: 2 : +D+Lr Max Upward Total Deflection -0.145 in Ratio= 414>=300 Span: 3 : +D+Lr = 0.387: 1 2x10 = 87.15 psi = 225.00 psi +D+Lr = 0.706ft = Span# 3 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT 8 SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: jwood Bearn UC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM#9 : HIPBOARD OVER BA#3: Maximum Forces & Stresses for Load Combinations Load Combination lv!ax Slress Ra[tos Segment Length Span# M V Cd CFN C; Cr Cm Ct CL OOnly Lenglh = 2.50 ft 2 0.017 0.108 0.90 1.100 1.00 1.00 1.00 1.00 1.00 Length= 12.0 ft 3 0.368 0.231 0.90 1.100 1.00 1.00 1.00 1.00 1.00 Length = 1.50 ft 3 0.238 0.231 0.90 1.100 1.00 1.00 1.00 1.00 1.00 +D+Lr 1.100 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 2 0.024 0.177 1.25 1.100 1.00 1.00 1.00 1.00 1.00 Lenglh = 12.0 ft 3 0.618 0.387 1.25 1.100 1.00 1.00 1.00 1.00 1.00 Length = 1.50 ft 3 0.391 0.387 1.25 1.100 1.00 1.00 1.00 1.00 1.00 +0+0.750Lr 1.100 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 2 0.021 0.153 1.25 1.100 1.00 1.00 1.00 1.00 1.00 Length= 12.0 ft 3 0.529 0.332 1.25 1.100 1.00 1.00 1.00 1.00 1.00 Length = 1.50 ft 3 0.336 0.332 1.25 1.100 1.00 1.00 1.00 1.00 1.00 +0.600 1.100 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 2 0.006 0.036 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Length= 12.0 ft 3 0.124 0.078 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Length = 1.50 ft 3 0.080 0.078 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 28 OCT 2021, 2:35PM Projecl File: M419.ec6 j (c) ENERCALC INC 1983-2021 ~omenf \/alues Snear v'alues M fb F'b V fv F'v 0.00 0.00 0.00 0.00 O.Q3 16.96 980.10 0.16 17.50 162.00 0.64 360.59 980.10 0.35 37.45 162.00 0.42 233.31 980.10 0.28 37.45 162.00 0.00 0.00 0.00 0.00 0.06 33.32 1361.25 0.37 39.92 225.00 1.50 840.61 1361.25 0,81 87.15 225.00 0.95 532.88 1361.25 0.63 87.15 225.00 0.00 0.00 0.00 0.00 0.05 29.23 1361.25 0.32 34.31 225.00 1.28 720.61 1361.25 0.69 74.72 225.00 0.82 457.99 1361.25 0.54 74.72 225.00 0.00 0.00 0.00 0.00 0.02 10.18 1742.40 0.10 10.50 288.00 0.39 216.35 1742.40 0.21 22.47 288.00 0.25 139.98 1742.40 0.17 22.47 288.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Deft Location in Span 1 0.0000 0.000 +D+Lr -0.1448 0.000 +D+Lr 2 0.2310 6.050 0.0000 0.000 3 0.0000 6.050 +D+Lr -0.0679 1.500 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.443 1.736 Overall MINimum 0.245 0.986 OOnly 0.198 0.750 +D+Lr 0.443 1.736 +O+0.750Lr 0.382 1.489 +0.600 0.119 0.450 Lr Only 0.245 0.986 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 28 OCT 2021, 3:03PM Project File: M419.ec6 • / LIC#: KW-06013924, Bui!d:20.21.10.4 ESI/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#10: CEILING'BEAM SUPPORTING HIPS OVER OFFICE: CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Completely Unbraced Fb + Fb- Fc-Prll Fe -Perp Fv Ft 6x10 1,350.0psi 1,350.0 psi 925.0 psi 625.0psi 170.0 psi 675.0psi 0(1) (1) E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf 0(0.5) r(0.5) Span = 13.0 ft Applied Loads Beam self weight calculated and added to loads Point Load : D = 1.0, Lr= 1.0 k@ 8.0 ft, (HIPBOARD:) Point Load : D = 0.50, Lr = 0.50 k @ 10.0 ft, (HIPBOARD:) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.71S 1 Section used for this span 6x10 fb: Actual = 1, 190.57psi Fb: Allowable = 1,664.62psi Load Combination +D+Lr Location of maximum on span = 8.018ft Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.159in Ratio= Max Upward Transient Deflection 0 in Ratio= Max Downward Total Deflection 0.330 in Ratio= Max Upward Total Deflection O in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination fJ!ax S{ress Rahos Segment Length Span# M V Cd CFN Ci c, DOnly Length= 13.0 ft 1 0.508 0.200 0.90 1.000 1.00 1.00 +D+Lr 1.000 1.00 1.00 Length = 13.0 ft 1 0.715 0.279 1.25 1.000 1.00 1.00 +D+0.750Lr 1.000 1.00 1.00 Length = 13.0 ft 0.628 0.245 1.25 1.000 1.00 1.00 +0.600 1.000 1.00 1.00 Length = 13.0 ft 1 0.173 0.067 1.60 1.000 1.00 1.00 Overall Maximum Deflections Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 980>=360 Span: 1 : Lr Only 0<360 n/a 473>=300 Span: 1 : +D+Lr 0<300 n/a Momeni 'values Cm Ct CL M lb 1.00 1.00 0.99 4.22 611.69 1.00 1.00 0.99 1.00 1.00 0.99 8.21 1,190.57 1.00 1.00 0.99 1.00 1.00 0.99 7.21 1,045.85 1.00 1.00 0.99 1.00 1.00 0.98 2.53 367.01 = = = = F'b V 0.00 0.00 1203.88 1.07 0.00 0.00 1664.62 2.07 0.00 0.00 1664.62 1.82 0.00 0.00 2119.88 0.64 0.279: 1 6x10 59.28 psi 212.50 psi +D+Lr 12.241ft Span# 1 Sfiear 'values fv F'v 0.00 0.00 30.57 153.00 0.00 0.00 59.28 212.50 0.00 0.00 52.11 212.50 0.00 0.00 18.34 272.00 Load Combination Span Max. "-" Def! Location in Span Load Combination Max."+" Def! Location in Span +D+Lr 1 0.3296 7.022 0.0000 0.000 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 JWood Beam Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE / NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 28 OCT 2021, 3:03PM Project File: M419.ec6 I UC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. (c) ENERCALC !NC 1983-2021 DESCRIPTION: BM#10: CEILING BEAM SUPPORTING HIPS OVER OFFICE: Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.600 Lr Only Support notation : Far left is #1 Support 1 Support 2 1.074 2.074 0.500 1.000 0.574 1.074 1.074 2.074 0.949 1.824 0.344 0.644 0.500 1.000 Values in KIPS PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE / NEWPORT BEACH M419 Project Descr: @ 2661 CRESTVIEW UC#: KW-06013924, Bui!d:20.21.10.4 ESIIFME, Inc. DESCRIPTION: BM#11: HEADER IN FRONT OF OFFICE SUPPORTING BM#10: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Printed: 28 OCT 2021, 3:10PM Project File: M419.ec6 I (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb + 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0 psi 675.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing ; X ~ I I Douglas Fir-Larch No.1 Completely Unbraced D(0:6)r05) Fb- Fc-Prll Fe -Perp Fv Fl 0(0.028} D(0.126~ Lr(0.18! 6x6 Span= 5.50 ft Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf : ~ . '. ~ I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0140, Lr= 0.020 ksf, Tributary Width= 9.0 ft, (RF LOAD: 34•18/2) Point Load : D = 0.60, Lr= 0.50 k @ 1.50 ft, (BM#10) Uniform Load: D = 0.0140 ksf, Tributary Width= 2.0 ft, (WALL ABV: 14•2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.576 1 Maximum Shear Stress Ratio Section used for this span 6x6 Section used. for this span fb: Actual = 971.48psi fv: Actual Fb: Allowable = 1,687.50psi Fv: Allowable Load Combination +O+lr load Combination Location of maximum on span = 1.867ft Location of maximum on span Span# where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.049 in Ratio = 1350>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<360 nla Max Downward Total Deflection 0.098 in Ratio= 672>=300 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0<300 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momeni 'values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb DOnly Length = 5.50 ft 1 0.406 0.262 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.14 493.56 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 ft 0.576 0.370 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.24 971.48 +D+0.750lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 ft 1 0.505 0.325 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.97 851.86 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 ft 1 0.137 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.68 296.13 = 0.370: 1 6x6 = 78.65 psi = 212.50 psi +D+lr = 0.000ft = Span# 1 Sfiear 'values F'b V fv F'v 0.00 0.00 0.00 . 0.00 1215.00 0.81 40.02 153.00 0.00 0.00 0.00 0.00 1687.50 1.59 78.65 212.50 0.00 0.00 0.00 0.00 1687.50 1.39 68.99 212.50 0.00 0.00 0.00 0.00 2160.00 0.48 24.01 272.00 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: UC#: KW-06013924, Build:20.21.10.4 ESVFME, Inc. ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 28 OCT 2021, 3;10PM Project File: M419.ec6 I {c) ENERCALC INC 1983-2021 DESCRIPTION: BM#11: HEADER IN FRONT OF OFFICE SUPPORTING BM#10: Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +□+Lr +D+0.750Lr +0.60D Lr Only Span Max. "-" Defl Location in Span Lciad Combination 0.0981 2.630 Support notation : Far left is #1 Support 1 Support 2 1.737 1.237 0.859 0.631 0.878 0.605 1.737 1.237 1.522 1.079 0.527 0.363 0.859 0.631 Max. "+" Deft Location in Span 0.0000 Values in KIPS 0.000 3C PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 !wood Beam Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW :3/ Printed: 28 OCT 2021, 3:39PM Project File: M419.ec6 I UC#: KW-06013924, Bui!d:20.21.10.4 ESUFME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#12: CEILING BEAM SUPPORTING HIPS OVER OFFICE: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination. ASCE 7-16 Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Completely Unbraced D{0.75) lr(1) D(0.75) Lr(1) Fb+ Fb - Fe -Prll Fc-Perp Fv Ft 6x10 1350 psi 1350psi 925 psi 625 psi 170 psi 675 psi E : Modulus of Elasticity Ebend-xx 1600ksi Eminbend -xx 580ksi Density 31.21 pct Span=-14.50 fl Applied Loads Beam self weight calculated and added to loads Point Load : D = 0. 750, Lr= 1.0 k @ 3.0 ft, (BM#9) Point Load : D = 0. 750, Lr = 1.0 k @ 5.50 ft, (BM#9) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.830 1 Section used for this span 6x10 fb: Actual = 1,379.35psi Fb: Allowable = 1,661.27psi Load Combination +D+Lr Location of maximum on span = 5.504ft Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.267 in Ratio= Max Upward Transient Deflection Qin Ratio= Max Downward Total Deflection 0.485 in Ratio= Max Upward Total Deflection 0 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratros Segment Length Span# M V Cct CFN Ci c, DOnly Length= 14.50 ft 1 0.511 0.213 0.90 1.000 1.00 1.00 +D+Lr 1.000 1.00 1.00 Length= 14.50 ft 1 0.830 0.344 1.25 1.000 1.00 1.00 +0+0.750Lr 1.000 1.00 1.00 Length= 14.50 ft 0.715 0.296 1.25 1.000 1.00 1.00 +0.600 1.000 1.00 1.00 Length= 14.50 ft 1 0.174 0.072 1.60 1.000 1.00 1.00 Overall Maximum Deflections Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.344: 1 Section used for this span 6x10 fv: Actual = 73.14 psi Fv: Allowable = 212.50 psi Load Combination +D+Lr Location of maximum on span = 0.000ft Span# where maximum occurs Span# 1 651 >=360 Span: 1 : Lr Only 0<360 n/a 358>=300 Span: 1 : +D+Lr o <3oo n/a Momenf 'values Sfiear 'values Cm Ct CL M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 0.99 4.24 614.39 1202.36 1.13 32.56 153.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 0.98 9.51 1,379.35 1661.27 2.55 73.14 212.50 1.00 1.00 0.98 0.00 0.00 0.00 0.00 1.00 1.00 0.98 8.19 1,188.11 1661.27 2.19 63.00 212.50 1.00 1.00 0.98 0.00 0.00 0.00 0.00 1.00 1.00 0.98 2.54 368.63 2113.55 0.68 19.53 272.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 0.4852 6.668 0.0000 0.000 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH :J ;)__ M419 @ 2661 CRESTVIEW Printed: 28 OCT 2021, 3:39PM Project File: M419.ec6 I UC#: KW-06013924, Bui!d:20.21.10.4 ESI/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#12: CEILING BEAM SUPPORTING HIPS OVER OFFICE: Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Support notation : Far left is #1 Support 1 Support 2 2.556 1.108 1.414 0.586 1.142 0.522 2,556 1.108 2,203 0.961 0.685 0.313 1.414 0.586 Values in KIPS PA2022-009 ■ ESIIFME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH .3 3 M419 Project Descr: @ 2661 CRESTVIEW JWoodBeam UC#: KW-06013924, Build:20.21.10.4 ESVFME, Inc. DESCRIPTION: BM#13: HEADER BTWN BR#3 & BA#3: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Printed: 28 OCT 2021, 3:42PM Project File: M419.ec6 J (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb + 900.0 psi 900.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Completely Unbraced Fb - Fe-Prll Fe -Perp Fv Ft 4>8 Span= 3.0 ff 0(1.14) Lr(1.4) 1,350.0 psi 625.0psi 180.0 psi 575.0 psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 1.140, Lr= 1 .40 k@ 2.0 ft, (BM#12) Uniform Load: D = 0.010 ksf, Tributary Width= 2.0 ft, (WALL ABV: 10'2) DESIGN SUMMARY ' - • • Maximum Bending Stress Ratio = 0.354:1 Section used for this span 4x8 fb: Actual = 670.32psi Fb: Allowable = 1,891.69psi Load Combination +D+Lr Location of maximum on span = 1.993ft Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= Max Upward Transient Deflection 0 in Ratio= Max Downward Total Deflection 0.012 in Ratio= Max Upward Total Deflection O in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Rallos Segment Length Span# M V Cd CFN Ci c, DOnly Length= 3.0 ft 1 0.225 0.286 0.90 1.300 1.00 1.00 +D+Lr 1.300 1.00 1.00 Length = 3.0 ft 1 0.354 0.451 1.25 1.300 1.00 1.00 +D+0.750Lr 1.300 1.00 1.00 Length = 3.0 ft 0.306 0.390 1.25 1.300 1.00 1.00 +0.60D 1.300 1.00 1.00 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 5442>=360 Span: 1 : Lr Only 0<360 n/a 2935>=300 Span: 1 : +D+Lr 0<300 nla Momenf 'values Cm Ct CL M fb 1.00 1.00 1.00 0.78 306.37 1.00 1.00 1.00 1.00 1.00 0.99 1.71 670.32 1.00 1.00 0.99 1.00 1.00 0.99 1.48 579.33 1.00 1.00 0.99 = = = = = F'b V 0.00 0.00 1364.07 0.78 0.00 0.00 1891.69 1.72 0.00 0.00 1891.69 1.48 0.00 0.00 0.451 : 1 4x8 101.45 psi 225.00psi +D+Lr 2.398ft Span# 1 snear Values fv F'v 0.00 0.00 46.28 162.00 0.00 0.00 101.45 225.00 0.00 0.00 87.66 225.00 0.00 0.00 Length = 3.0 ft 1 0.076 0.096 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.47 183.82 2417.54 0.47 27.77 288.00 Overall Maximum Deflections Load Combination Span Max. "~" Defl Location in Sp_an Load Combination Max. "+" Defl Location in Span +D+Lr 0.0123 1.631 0.0000 0.000 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: UC#: KW-06013924, Build:20.21.10.4 ESUFME, Inc. DESCRIPTION: BM#13: HEADER BTWN BR#3 & BA#3: ROOT RESIDENCE / NEWPORT BEACH j, '-I M419 @ 2661 CRESTVIEW Printed: 28 OCT 2021, 3:42PM Project File: M419.ec6 j {c) ENERCALC INC 1983-2021 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.600 Lr Only Support 1 Support 2 0.885 1.732 0.467 0.933 0.418 0.798 0.885 1.732 0.768 1.498 0.251 0.479 0.467 0.933 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH ;;5 M419 Project Descr: @ 2661 CRESTVIEW jwood_Beam UC#: KW-06013924, Bui!d:20.21.10.4 ESVFME, Inc. DESCRIPTION: BM#14: HIPBOARD OVER BR#3: CODE REFERENCES Calculations per NDS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Printed: 28 OCT 2021, 3:24PM Project File: M419.ec6_ J (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb + Fb- 900.0psi 900.0 psi E: Modulus of Elasticity Wood Species Wood Grade Douglas Fir-Larch No.2 Fc -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling y~----~-(9.01) ;r(0.014J 7 o 0,0.01 Lr(0,0.014) 2X10 Span= 2.50 ft 0(0.01} Lr(0.014) ' 0(0,0.033) L 0,0.046) 2x10 Span = 8.50 fl 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf 'V(0.045) Lr 0.063 • 2x10 Span" 1.50 ft ~ Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Varying Uniform Load : D= 0.0->0.010, Lr= 0.0->0.0140 k/ft, Extent= 0.0 --» 2.50 ft, Trib Width= 1.0 ft, (RF LOAD: 34•212•_707) Uniform Load: D = 0.010, Lr= 0.0140 ksf, Tributary Width= 1.0 ft, (RF LOAD: 34•212•.707) Load for Span Number 2 Varying Uniform Load : D= 0.0->0.0330, Lr= 0.0->0.0460 k/ft, Extent = 0.0 --» 8.50 ft, T rib Width = 1.0 ft, (RF LOAD: 34•5_512·. 707) Uniform Load: D = 0.010, Lr= 0.0140, Tributary Width= 1.0 ft, (RF LOAD: 34•212•.707) Load for Span Number 3 Uniform Load: D = 0.010, Lr= 0.0140 ksf, Tributary Width= 4.50 ft, (RF LOAD: 34•912 •.707) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.201: 1 Maximum Shear Stress Ratio Section used for this span 2x10 Section used for this span fb: Actual = 274.07psi fv: Actual Fb: Allowable = 1,361.25psi Fv: Allowable Load Combination +□+Lr Load Combination Location of maximum on span = 3.857ft Location of maximum on span Span# where maximum occurs = Span# 3 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.021 in Ralio= 4776>=360 Span: 2 : Lr Only Max Upward Transient Deflection -0.011 in Ratio= 3250>=360 Span: 3 : Lr Only Max Downward Total Deflection 0.038 in Ratio= 2664>=300 Span: 2 : +D+Lr Max Upward Total Deflection -0.020 in Ratio= 1810>=300 Span: 3 : +D+Lr Maximum Forces & Stresses for Load Combinations = = = = = 0.128: 1 2x10 28.87 psi 225.00 psi +D+Lr 0. 714 ft Span #3 Load Combination Max Sfress Raf10s Momenf 'values Sllear 'values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 2.50 ft 2 0.029 0.061 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.05 28.65 980.10 0.09 9.88 162.00 Length = 8.50 ft 3 0.124 0.078 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.22 121.23 980.10 0.12 12.68 162.00 PA2022-009 ESIIFME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Tille: Engineer: Project ID: Project Descr: UC#: KW-06013924, Build:20.21.10.4 ESIIFME, Inc. DESCRIPTION: BM#14: HIPBOARD OVER BR#3: Maximum Forces & Stresses for Load Combinations Load Combination ~ax Sfress Raflos Segment Length Span# M V Cd CFN C; c, Cm Ct CL Length = 1.50 ft 3 0.031 0.078 0.90 1.100 1.00 1.00 1.00 1.00 1.00 +D+Lr 1.100 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 2 0.045 0.098 1.25 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 3 0.201 0.128 1.25 1.100 1.00 1.00 1.00 1.00 1.00 Length = 1.50 ft 3 0.051 0.128 1.25 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr 1.100 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 2 0.039 0.084 1.25 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 3 0.173 0.110 1.25 1.100 1.00 1.00 1.00 1.00 1.00 Length = 1.50 ft 3 0.044 0.110 1.25 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 2 0.010 0.021 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 3 0.042 0.026 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Length = 1.50 ft 3 0.010 0.026 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 28 OCT 2021, 3:24PM Project File: M419.ec6 I (c) ENERCALC INC 1983-2021 Moment v'alues Sfiear Values M fb F'b V Iv F'v 0.05 30.30 980.10 0.04 12.68 162.00 0.00 0.00 0.00 0.00 0.11 61.37 1361.25 0.20 21.97 225.00 0.49 274.07 1361.25 0.27 28.87 225.00 0.12 70.06 1361.25 0.08 28.87 225.00 0.00 0.00 0.00 0.00 0.09 53.19 1361.25 0.18 18.95 225.00 0.42 235.86 1361.25 0.23 24.82 225.00 0.11 60.12 1361.25 0.07 24.82 · 225.00 0.00 0.00 0.00 0.00 0.03 17.19 1742.40 0.05 5.93 288.00 0.13 72.74 1742.40 0.07 7.61 288.00 0.03 18.18 1742.40 0.02 7.61 288.00 Load Combination Span Max. "-" Oefl Location in Span Load Combination Max. "+" Deft Location in Span 1 0.0000 0.000 +D+Lr ·0.0295 0.000 +D+Lr 2 0.0383 4.429 0.0000 0.000 3 0.0000 4.429 +D+Lr ·0.0199 1.500 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.322 0.507 Overall MINimum 0.176 0.286 DOnly 0.147 0.221 +D+Lr 0.322 0.507 +D+0.750Lr 0.278 0.435 +0.60D 0.088 0.133 Lr Only 0.176 0.286 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE / NEWPORT BEACH M419 Project Descr: @ 2661 CRESTVIEW UC#: KW·06013924, Build:20.21.10.4 ESVFME, Inc. DESCRIPTION: BM#15: CEILING BEAM SUPPORTING HIPS OVER BM#3: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Printed: 28 OCT 2021, 3:37PM Project File: M419.ec6 I {c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb + 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0 psi 675.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Completely Unbraced Fb- Fc-Prll Fe-Perp Fv Ft 0(0.23) Lr{([l{0)25) L,(0.3) 0(0.25 Lr{0.3) 0(0.75) IJ{1) I 6x10 Span= 14.50 ft Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors wlll be applied for calculations. Beam self weight calculated and added to loads Point Load: D = 0.230, Lr= 0.320 k@ 5.0 ft, (VALLEY BOARD: 34"7/2'.707'(7/2+3)) Point Load : D = 0.250, Lr= 0.30 k@ 6.0 ft, (BM#14) Point Load : D = 0.250, Lr= 0.30 k@ 8.0 ft, (BM#14) Point Load: D = 0.750, Lr= 1.0 k@9.50 ft, (VALLEYBOARD:) DESIGN SUMMARY • · • • Maximum Bending Stress Ratio = 0.856: 1 Sectiori used for this span 6x10 fb: Actual = 1,421.89psi Fb: Allowable = 1,661.27psi Load Combination +O+Lr Location of maximum on span = 7.991 ft Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.304 in Ratio= Max Upward Transient Deflection O in Ratio= Max Downward Total Deflection 0.557 in Ratio= Max Upward Total Deflection 0 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Sfress Rahos Segment Length Span# M V Cd CFN Cj Cr DOnly Length= 14.50 ft 0.536 0.166 0.90 1.000 1.00 1.00 +D+Lr 1.000 1.00 1.00 Length= 14.50 ft 1 0.856 0.262 1.25 1.000 1.00 1.00 +D+0.750Lr 1.000 1.00 1.00 Length = 14.50 ft 1 0.739 0.227 1.25 1.000 1.00 1.00 +0.600 1.000 1.00 1.00 Length= 14.50 ft 1 0.183 0.056 1.60 1.000 1.00 1.00 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 572>=360 Span: 1 : Lr Only 0<360 n/a 312 >=300 Span: 1 : +D+Lr 0<300 nla Momenf 'values Cm Ct CL M fb 1.00 1.00 0.99 4.45 644.94 1.00 1.00 0.99 1.00 1.00 0.98 9.80 1,421.89 1.00 1.00 0.98 1.00 1.00 0.98 8.46 1,227.65 1.00 1.00 0.98 1.00 1.00 0.98 2.67 386.96 = = = = = F'b V 0.00 0.00 1202.36 0.89 0.00 0.00 1661.27 1.94 0.00 0.00 1661.27 1.68 0.00 0.00 2113.55 0.53 0.262: 1 6x10 55.72 psi 212.50 psi +D+Lr 13.759ft Span# 1 Sfiear 'Values fv F'v 0.00 0.00 25.43 153.00 0.00 0.00 55.72 212.50 0.00 0.00 48.15 212.50 0.00 0.00 15.26 272.00 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: !Woocl Beam UC#: KW-06013924, Build:20.21.10.4 ESl/FME, Inc. DESCRIPTION: BM#15: CEILING BEAM SUPPORTING HIPS OVER BM#3: Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span load Combination +D+Lr 1 0.5573 7.462 ROOT RESIDENCE / NEWPORT BEACH 1' i, M419 @ 2661 CRESTVIEW Printed: 28 OCT 2021, 3:37PM Project File: M419.ec6 · 1 (c) ENERCALC INC 1983-2021 Max. "+" Oefl Location in Span 0.000 Vertical Reactions Support notation : Far left is #1 0.0000 Values in KIPS Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 Support 2 1.615 1.949 0.865 1.055 0.750 0.894 1.615 1.949 1.399 1.686 0.450 0.537 0.865 1.055 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH M419 Project Descr: @ 2661 CRESTVIEW !Wood Beam UC#: KW-06013924, Bui!d:20.21.10.4 ESUFME, Inc. DESCRIPTION: BM#16: HEADER AT RIGHT SIDE OF BR#3 SUPPORTING BM#15: CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Proper-ties Printed: 29 OCT 2021, 3:05PM Project File: M419.ec6 J (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design load Combination: ASCE 7-16 Fb + Fb- 1,350.0psi 1,350.0 psi 925.0 psi 625.0psi 170.0 psi 675.0psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Completely Unbraced Fc -Prll Fe -Perp Fv Ft Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf D{0.75) Lr{0.9) l 0(0.028) :~---------~:~------~□+o~.o~n"'i~L-r(0~-~11-) ___________ ·T---------~ X - 6x6 I Span = 5.50 ft I I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0140, Lr= 0.020 ksf, Tributary Width= 5.50 ft, (RF LOAD: 34*(8/2+1.5)) Point Load : D = 0. 750, Lr= 0.90 k @ 2.50 ft, (BM#15) Uniform Load : D = 0.0140 ksf, Tributary Width= 2.0 ft, (WALL ABV: 14*2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.788 1 Maximum Shear Stress Ratio Section used for this span 6x6 Section used for this span fb: Actual = 1,330.51 psi Iv: Actual Fb: Allowable = 1,687.50psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 2.509ft Location of maximum on span Span# where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.063 in Ratio= 1054>=360 Span: 1 : Lr Only Max Upward Transient Deflection Qin Ratio= 0<360 n/a Max Downward Total Deflection 0.118 in Ratio= 558>=300 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0<300 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rahos Momeni Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb DOnly length = 5.50 ft 1 0.512 0.216 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.44 622.39 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 ft 1 0.788 0.329 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.07 1,330.51 +D+0.750lr 1.000 1.00 1.00 1.00 1.00 1.00 length = 5.50 ft 1 0.684 0.286 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.67 1,153.48 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 ft 1 0.173 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.86 373.44 = 0.329: 1 6x6 = 69.99psi = 212.50 psi +D+Lr = 0.000ft = Span#. 1 snear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 1215.00 0.67 33.05 153.00 0.00 0.00 0.00 0.00 1687.50 1.41 69.99 212.50 0.00 0.00 0.00 0.00 1687.50 1.23 60.76 212.50 0.00 0.00 0.00 0.00 2160.00 0.40 19.83 272.00 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: jwood Beam UC#: KW-06013924, Build:20.21.10.4 ESUFME, Inc. ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 29 OCT 2021, 3:05PM Project File: M419.ec6 / (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#16: HEADER AT RIGHT SIDE OF BR#3 SUPPORTING BM#15: Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Span Max. "-" Defl Location in Span Load Combination Max. "+" Deft Location in Span 0.1182 2.710 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.509 1.359 0.793 0.712 0.716 0.648 1.509 1.359 1.311 1.181 0.430 0.389 0.793 0.712 PA2022-009 ■. ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 !Wood Beam Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH ll 1 M419 @ 2661 CRESTVIEW Printed: 30 OCT 2021, 2:42PM Project File: M419.ec6 I UC#: K\Y-06013924, Bui!d:20.21.10.4 ESI/FME, Inc. (c} ENERCALC INC 1983-2021 DESCRIPTION: BM#17: FLUSH BEAM AT REAR OF ENTRY PORCH: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design f'b + 900.0psi E : Modulus of Elasticity Load Combination :ASCE 7-16 Fb-900.0psi Ebend-xx 1,600.0ksi Fe-Prll 1,350.0 psi Eminbend -xx 580.0ksi Wood Species Douglas Fir-Larch Fc-Perp 625.0psi Wood Grade No.2 Fv 180.0 psi Ft 575.0psi Density 31.210pcf Beam Bracing Completely Unbraced 4x8 Span=6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads DESIGN SUMMARY Maximum Bending Stress Ratio ; 0.121: 1 Section used for this span 4x8 fb: Actual ; 227.29psi Fb: Allowable ; 1,881.81 psi Load Combination +D+Lr Location of maximum on span ; 2.803ft Span# where maximum occurs ; Span# 1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= Max Upward Transient Deflection O in Ratio= Max Downward Total Deflection 0.021 in Ratio= Max Upward Total Deflection O in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rahos Segment Length Span# M V Cd CFN Ci c, DOnly Length = 6.0 ft 1 0.089 0.064 0.90 1.300 1.00 1.00 +D+Lr 1.300 1.00 1.00 Length ; 6.0 ft 1 0.121 0.088 1.25 1.300 1.00 1.00 +D+0.750Lr 1.300 1.00 1.00 Length ; 6.0 ft 0.107 0.077 1.25 1.300 1.00 1.00 +0.60D 1.300 1.00 1.00 Length ; 6.0 ft 1 0.030 0.022 1.60 1.300 1.00 1.00 Overall Maximum Deflections Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 7271 >=360 Span: 1 : Lr Only 0<360 n/a 3395>=300 Span: 1 : +D+Lr 0<300 n/a fii'lomen[ 'values Cm Ct CL M fb 1.00 1.00 0.99 0.31 120.95 1.00 1.00 0.99 1.00 1.00 0.99 0.58 227.29 1.00 1.00 0.99 1.00 1.00 0.99 0.51 200.70 1.00 1.00 0.99 1.00 1.00 0.99 0.19 72.57 Load Combination Span Max. "-" Def! Location in Span Load Combination +D+Lr 1 0.0212 2.956 ; ; ; ; ; F'b 0.00_ 1359.31 0.00 1881.81 0.00 1881.81 0.00 2400.07 Design OK . V 0.00 0.17 0.00 0.33 0.00 0.29 0.00 0.10 0.088: 1 4x8 19.70 psi 225.00 psi +D+Lr 0.000ft Span# 1 Sflear 'values fv F'v 0.00 0.00 10.33 162.00 0.00 0.00 19.70 225.00 0.00 0.00 17.36 225.00 0.00 0.00 6.20 288.00 Max."+" Defl Location in Span 0.0000 0.000 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 jWoodBeam Project Title: Engineer: Project ID: Project Descr: UC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM#17: FLUSH BEAM AT REAR OF ENTRY PORCH: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 30 OCT 2021, 2:42PM Project File: M419.ec6 j ·-(c) ENERCALC INC 1983-2021 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +O+0.750Lr +0.60D Lr Only Support 1 Support 2 0.436 0.334 0.210 0.150 0.226 0.184 · 0.436 0.334 0.384 0.297 0.136 0.111 0.210 0.150 PA2022-009 ESI/FME, INC. 1800 E 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Tille: Engineer: Project ID: Project Descr: ROOT RESIDENCE / NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 30 OCT 2021, 2:26PM 'f5 jwood Beam Project File: M419.ec6 I UC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM#18: FLUSH BEAM AT RIGHT SIDE OF ENTRY PORCH: CODE REFERENCES Calculations per NDS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + 900.0 psi 900.0 psi E : Modulus of Elasllcity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Completely Unbraced 4x10 Span"" 11.50 ft Fb - Fe-Prll Fe -Perp Fv Ft 1,350.0 psi 625.0psi 180.0 psi 575.0 psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf ~4x10 Fpan :c:: 1.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Varying Uniform Load_: D= 0.0140->0.0, Lr= 0.020->0.0 ks/, Extent= 6.0 --» 11.50 ft, Trib Width= 3.0 ft, (RF LOAD: 34*(6/2)) Uniform Load : D = 0.0140 ksf, Tributary Width= 1.50 ft, (WALL ABV: 14*1.5) Uniform Load : D = 0.0140, Lr= 0.020 ksf, Tributary Width= 1.50 ft, (OVERHANG: 34*1.5) Load for Span Number 2 Uniform Load : D = 0.0140 ksf, Tributary Width= 1.50 ft, (WALL ABV: 14*1.5) Uniform Load : D = 0.0140, Lr = 0.020 ksf, Tributary Width = 1.50 ft, (OVERHANG: 34*1.5) Point Load : D = 0.20, Lr= 0.150 k @ 1.0 ft, (BM#17) Point Load: D = 0.0840, Lr= 0.120 k@ 1.0 ft, (HIP= 34*6'212*1/3) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.234' 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb: Actual = 368.24psi fv: Actual Fb: AIIO'.vable = 1,575.37psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 5.397ft Location of maximum on span Span# where maximum occurs = Span# 2 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.040 in Ratio= 3414>=360 Span: 1 : Lr Only Max Upward Transient Deflection -0.009 in Ratio= 2636>=360 Span: 2 : Lr Only Max Downward Total Deflection 0.095 in Ratio= 1459 >=300 Span: 1 : +D+Lr Max Upward Total Deflection -0.022 in Ratio= 1106 >=300 Span: 2 : +D+Lr Maximum Forces & Stresses for Load Combinations Load Combination f;iiax Stress Ralros !lvfomenl 'values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb □Only Length = 11.50 ft 2 0.182 0.100 0.90 1.200 1.00 1.00 1.00 1.00 0.98 0.87 208.89 Length = 1.0 ft 2 0.064 0.100 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.31 74.17 = = = = = F'b 0.00 1145.95 1164.84 II• 1 0 V 0.00 0.35 0.30 0.131: 1 4x10 29.49 psi 225.00 psi +D+Lr 0.707ft Span# 2 Sfiear 'values fv F'v 0.00 0.00 16.25 162.00 16.25 162.00 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTAANA, CA. 92701 !WoOcl Beam Project Title; Engineer: Project ID: Project Descr: UC#; KW-06013924, Build:20.21.10.4 ESI/FME, Inc. ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 30 OCT 2021, 2:26PM 44 PrClject Fi!e: M419.ec6 ! (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#18: FLUSH BEAM AT RIGHT SIDE OF ENTRY PORCH: Maximum F'orces & Stresses for Load Combinations Load Combination Max Stress Raftos ~omenI 'values Sllear 'values Segment Length Span# M V Cd CFN C; c, Cm C I CL M +D+Lr 1.200 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 2 0.234 0.131 1.25 1.200 1.00 1.00 1.00 1.00 0.97 1.53 Length = 1.0 ft 2 0.088 0.131 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.59 +0+0.750Lr 1.200 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 2 0.208 0.116 1.25 1.200 1.00 1.00 1.00 1.00 0.97 1.37 Length = 1.0 ft 2 0.078 0.116 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.52 +0.600 1.200 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 2 0.063 0.034 1.60 1.200 1.00 1.00 1.00 1.00 0.96 0.52 Length = 1.0 ft 2 0.022 0.034 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.19 Overall Maximum Deflections Load Combination Span Max. "-" Oefl Location in Span Load Combination +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum OOnly +D+Lr +0+0.750Lr +0.600 Lr Only 1 0.0946 5.718 2 0.0000 5.718 +O+Lr Support notation : Far left is #1 Support 1 Support 2 Support 3 0.492 1.330 0.200 0.610 0.292 0.720 0.492 1.330 0.442 1.178 0.175 0.432 0.200 0.610 fb F'b V fv F'v 0.00 0.00 0.00 0.00 368.24 1575.37 0.64 29.49 225.00 142.69 1616.97 0.57 29.49 225.00 0.00 0.00 0.00 0.00 328.36 1575.37 0.57 26.18 225.00 125.56 1616.97 0.50 26.18 225.00 0.00 0.00 0.00 0.00 125.33 1989.92 0.21 9.75 288.00 44.50 2068.59 0.18 9.75 288.00 Max. "+" Deft Location in Span 0.0000 -0.0217 Values in KIPS 0.000 1.000 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTAANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH M419 Project Descr: @ 2661 CRESTVIEW UC#: KW-06013924, Bui!d:20.21.10.4 DESCRIPTION: BM #19: CODE REFERENCES ESVFME, Inc. FLUSH BEAM AT RIGHT SIDE OF MBR DECK BY ENTRY: Calculations per NDS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Printed: 30 OCT 2021, 2:41PM Project File: M419.ec6 ·. , (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + 1350psi 1350psi 925psi 625 psi 170 psi 675 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Completely Unbraced Fb- Fc-Prll Fe -Perp Fv Ft 0<0.075) U0.18) 5.50 X 6.250 Ebend-xx 1600ksi Eminbend -xx 580 ksi Density 31.21 pcf ' Span"' 7.250 ft I r------------------------>I, Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.060 ksf, Tributary Width = 3.0 ft, (FLR LOAD: 85'6/2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.430 1 Maximum Shear Stress Ratio Section used for this span 5.50 X 6.250 Section used for this span lb: Actual = 577.89psi fv; Actual Fb: Allowable = 1,345.39psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 3.625ft Location of maximum on span Span# where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.063 in Ratio= 1383 >=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward Total Deflection 0.092 in Ratio= 949>=360 Span: 1 : +D+L Max Upward Total Deflection O in Ratio= 0<360 nla Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Rafros Momeni Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb DOnly Length = 7.250 ft 1 0.150 0.073 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.54 181.55 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.250 ft 0.430 0.210 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.72 577.89 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.250 ft 1 0.285 0.139 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.43 478.80 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 = = = = = F'b 0.00 1211.29 0.00 1345.39 0.00 1680.19 0.00 Design OK - 0.210: 1 5.50 X 6.250 35.76 psi 170.00 psi +O+L 0.000ft Span# 1 Sfiear Values V Iv F'v 0.00 0.00 0.00 0.26 11.23 153.00 0.00 0.00 0.00 0.82 35.76 170.00 0.00 0.00 0.00 0.68 29.63 212.50 0.00 0.00 0.00 Length = 7.250 ft 1 0.051 0.025 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.33 108.93 2147.75 0.15 6.74 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Def! Location in Span Load Combination Max."+" Def! Location in Span +D+L 1 0.0917 3.651 0.0000 0.000 PA2022-009 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Ii ESI/FME, INC. !Wood Beam Project Title: Engineer: Project ID: Project Descr: ESI/FME, Inc. ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 30 OCT 2021, 2:41PM , Project File: M419.ec6 J (c) ENERCALC INC 1983-2021 UC#: KW-06013924, Bui!d:20.21.10.4 DESCRIPTION: BM #19: FLUSH BEAM AT RIGHT SIDE OF MBR DECK BY ENTRY: Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D LOnly Support notation : Far left is #1 Values in KIPS Support 1 Support 2 0.951 0.951 0.653 0.653 0.299 0.299 0.951 0.951 0.788 0.788 0.179 0.179 0.653 0.653 PA2022-009 SANTA ANA, CA. 92701 . 1800 E. 16TH STREET, UNIT B ■ ESI/FME, INC. Project Title: Engineer: Project ID: ROOT RESIDENCE / NEWPORT BEACH M419 Project Descr: @ 2661 CRES1VIEW I Steel Beam UC#: KW-06013924, Bulld:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM #20: FLUSH STEEL TUBE BEAM AT RIGHT SIDE OF MBR DECK: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending HSS5x3x1/4 Fy: Steel Yield : E: Modulus: Printed: 30 OCT 2021, 2:44PM Project File: M419.ec6 I (c) ENERCALC INC 1983-2021 50.0 ksi 29,000.0 ksi Span= 11.750 ft f,----------------·------~ Applied Loads SeNice loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0250, L = 0.060 ksf, Tributary Width= 3.0 ft, (FLR LOAD: 85'6/2) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn/ Omega : Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.344: 1 HSS5x3x1/4 4.611 k-ft 13.423 k-ft +D+L 5.875ft Span# 1 0.250 in Ratio = 0.000 in Ratio = 0.371 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Ral10s Maximum Shear Stress Ratio = Section used for this span Va :Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 564 >=360 0 <360 380 >=360. 0 <360.0 Span: 1 : L Only Span; 1 : +D+L Summary of Momenf iJ'alues Segment Length Span# M V Mmax+ Mmax-Ma Max Mnx Mnx/Omega Cb Rm DOnly Dsgn. L = 11.75ft 0.112 0.014 1.51 1.51 22.42 13.42 1.14 1.00 +D+L Dsgn. L = 11.75 ft 0.344 0.044 4.61 4.61 22.42 13.42 1.141.00 +D+0.750L Dsgn. L = 11.75 ft 0.286 0.036 3.83 3.83 22.42 13.42 1.141.00 +0.60D Dsgn. L = 11.75 ft 1 0.067 0.009 0.90 0.90 22.42 13.42 1.14 1.00 Overall Maximum Deflections · Design OK 0.044: 1 HSS5x3x1/4 1.570 k 36.005 k +D+L 0.000 ft Span# 1 Summary of Sfiear iJ'alues Va Max VnxVnx/Omega 0.51 60.13 36.00 1.57 60.13 36.00 1.31 60.13 36.00 0.31 60.13 36.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Deft Location in Span +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+l +D+0.750L +0.60D L Only Support 1 1.570 -0.307 0.512 1.570 1.305 0.307 1.058 0.3710 5.909 Support 2 1.570 -0.307 0.512 1.570 1.305 0.307 1.058 Support notation : Far left is#· 0.0000 0.000 Values in KIPS PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 30 OCT 2021, .2:57PM Project File: M419.ec6 I UC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. {c) ENERCALC INC 1983-2021 DESCRIPTION: BM #21: DROP 6X BEAM AT ENTRY PORCH SUPPORTING BM#19 & BM#20: CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design load Combination : ASCE 7-16 Wood Species Douglas Fir-Larch Wood Grade No.1 Beam Bracing Completely Unbraced , . I I Applied Loads Beam self weight calculated and added to loads load for Span Number 2 . 6x12 Span=S.50 ft Point Load : D = 0.30, L = 0.650 k @ 1.0 ft, (BM#19) Point load : D = 0.50, L = 1.10 k @ 1.0 ft, (BM#20) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.189 1 Section used for this span 6x12 fb: Actual = 253.09psi Fb: Allowable = 1,342.57psi Load Combination +D+L Location of maximum on span = 0.000ft Span # where maximum occurs = Span# 2 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio= Fb + 1350 psi E : Modulus of Elasticity Fb-1350 psi Ebend-xx 1600ksi Fe-Prll 925psi Eminbend -xx 580ksi Fe -Perp 625psi Fv 170psi Ft 675 psi Density 31.21 pcf [l!\(D3j)!l((ll61j) , . 6x12 1 Span=1.0ft 1 I I Service loads entered. Load Factors will be applied for calculations. _ Desi n OK __ Maximum Shear Stress Ratio = 0.356: 1 Section used for this span 6x12 fv: Actual = 60.49 psi Fv: Allowable = 170.00 psi Load Combination +D+L Location of maximum on span = 0.000ft Span# where maximum occurs = Span# 2 4088>=360 Span: 2 : L Only Max Upward Transient Deflection -0.005 in Ratio= 12453>=360 Span: 1 : L Only Max Downward Total Deflection 0.008 in Ratio= 2846>=360 Span: 2 : +D+L Max Upward Total Deflection -0.007 in Ratio= 8805>=360 Span: 1 : +D+L Maximum Forces & Stresses for Load Combinations Load Combination Max stress Rafios Momen[ Values Sfiear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 5.50 ft 2 0.066 0.124 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.81 79.87 1209.04 0.80 18.99 153.00 Length = 1.0 ft 2 0.066 0.124 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.81 79.87 1213.99 0.80 18.99 153.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 2 0.189 0.356 1.00 1.000 1.00 1.00 1.00 1.00 0.99 2.56 253.09 1342.57 2.55 60.49 170.00 Length = 1.0 ft 2 0.188 0.356 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.56 253.09 1348.75 2.55 60.49 170.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 2 0.125 0.236 1.25 1.000 1.00 1.00 1.00 1.00 0.99 2.12 209.79 1675.59 2.11 50.11 212.50 Length = 1.0 ft 2 0.124 0.236 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.12 209.79 1685.54 2.11 50.11 212.50 +0.600 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.50 ft 2 0.022 0.042 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.48 47.92 2139.79 0.48 11.39 272.00 PA2022-009 ■ ESIIFME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 30 OCT 2021, 2:57PM I Wood Beam Project File: M419.ec6 I UC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM #21: DROP 6X BEAM AT ENTRY PORCH SUPPORTING BM#19 & BM#20: Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN M lb F'b V Iv F'v Length = 1.0 ft 2 0.022 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.48 47.92 2156.77 0.48 11.39 272.00 Overall Maximum Deflections Load Combination +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+0.750L +0.60D LOnly Span 1 2 Max. "-a Defl Location in Span 0.0000 0.0084 0.000 1.000 Load Combination +D+L Support notation : Far left is #1 Support 1 Support 2 Support 3 -0.427 3.066 -0.109 2.068 -0.109 0.998 -0.427 3.066 -0.348 2.549 -0.065 0.599 -0.318 2.068 Max. "+" Defl Location in Span -0.0075 3.196 0.0000 3.196 Values in KIPS PA2022-009 ■ ESI/FME, INC. . 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 !wood Beam Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 30 OCT 2021, 3:23PM Project File: M419.ec6 / UC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#22: HEADER AT RIGHT SIDE OF LIVING RM: CODE REFERENCES Calculations per NDS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Completely Unbraced Fb+ Fb- Fc-Prll Fe-Perp Fv Ft D(02) r(0.24) 6x8 1,350.0 psi 1,350.0 psi 925.0psi 625.0 psi 170.0 psi 675.0psi E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf I Span = 8.50 ft I I Applied Loads Beam self weight calculated and added to loads DESIGN SUMMARY Maximum Bending Stress Ratio = 0.66!i 1 Section used for this span 6x8 fb: Actual = 1,114.70psi Fb: Allowable = 1,676.85psi Load Combination +D+Lr Location of maximum on span = 4.374ft Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.075 in Ratio= Max Upward Transient Deflection 0 in Ratio= Max Downward Total Deflection 0.199 in Ratio= Max Upward Total Deflection O in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratros Segment Length Span# M V Cd CFN Ci Cr DOnly Length = 8.50 ft 1 0.572 0.280 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length = 8.50 ft 0.598 0.293 1.00 1.000 1.00 1.00 +D+Lr 1.000 1.00 1.00 Length = 8.50 ft 1 0.665 0.325 1.25 1.000 1.00 1.00 +D+0. 750Lr+0.750L 1.000 1.00 1.00 Length = 8.50 ft 0.652 0.319 1.25 1.000 1.00 1.00 +D+0.750L 1.000 1.00 1.00 Length = 8.50 ft 0.502 0.246 1.15 1.000 1.00 1.00 +0.60D 1.000 1.00 1.00 Length = 8.50 ft 1 0.194 0.094 1.60 1.000 1.00 1.00 I Service loads entered. Load Factors will be applied for calculations. Desi nOK Maximum Shear Stress Ratio = 0.325: 1 Section used for this span 6x8 fv: Actual = 69.00 psi Fv: Allowable = 212.50 psi Load Combination +O+Lr Location of maximum on span = 0.000ft Span# where maximum occurs = Span# 1 1359>=360 Span: 1 : Lr Only 0<360 n/a 512 >=300 Span: 1 : +D+Lr 0<300 nta i'illomen[ Values snear Values Cm Ct CL M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.97 691.32 1209.64 1.18 42.81 153.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 3.45 803.07 1343.33 1.37 49.83 170.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.99 4.79 1,114.70 1676.85 1.90 69.00 212.50 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 0.99 4.69 1,092.64 1676.85 1.86 67.72 212.50 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 0.99 3.33 775.13 1543.56 1.32 48.07 195.50 1.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 1.00 0.99 1.78 414.79 2141.98 0.71 25.68 272.00 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA 92701 Project Tille: Engineer: Project ID: Project Descr: Jwood.Beam LIC#: KW-06013924, Build:20.21.10.4 ESIIFME, Inc. DESCRIPTION: BM#22: HEADER AT RIGHT SIDE OF LIVING RM: Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +O+Lr 0.1992 4.250 ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW 57 Printed: 30OCT2021, 3:23PM Project File: M419.ec6 J (c) ENERCALC INC 1983-2021 Max. "+" Defl Location in Span 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+O. 750Lr+0.750L +D+0.750L +0.60D Lr Only LOnly Support 1 Support 2 2.229 1.929 0.226 0.226 1.380 1.258 1.606 1.484 2.229 1.927 2.187 1.929 1.550 1.428 0.828 0.755 0.849 0.669 0.226 0.226 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE / NEWPORT BEACH 5 J M419 Project Descr: @ 2661 CRESTVIEW !wood Beam UC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM#23: FLUSH BEAM OVER LIVING RM: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Printed: 30 OCT 2021, 3:11 PM Project File: M419.ec6 / {c) ENERCALC INC 1983-202.1 Analysis Method : Allowable Stress Design Fb + 2600 psi E : Modulus of Elasticity Load Combination :ASCE 7-16 Fb-2600 psi Ebend-xx 1900ksi Fe-Prll 2510 psi Eminbend -xx 965.71 ksi Wood Species ilevel Truss Joist Fe-Perp 750psi Wood Grade MicroLam LVL 1.9 E Fv 285psi Fl 1555 psi Density 42.01 pcf Beam Bracing Completely Unbraced lJ 15 L 0.24 DI_0.182) 0,:0.091 ·o._13 1.75l11.87 Spari=SOfl Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0140, Lr= 0.020 ks/, Tributary Width = 6.50 ft, (2ND RF LOAD: 34•(8/2+2.5)) Uniform Load: D = 0.0140 ks/, Tributary Width= 13.0 ft, (WALL ABV: 14.13) Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width= 6.0 ft, (FLR LOAD: 65.12/2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.299: 1 Maximum Shear Stress Ratio = Section used for this span 1.75x11.87 Section used for this span fb: Actual = 610.02psi fv: Actual = Fb: Allowable = 2,043.15psi Fv: Allowable = Load Combination +D+L Load Combination Location of maximum on span = 2.500ft Location of maximum on span = Span# where maximum occurs = Span# 1 Span# where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= 8200>=360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.022 in Ratio= 2785>=300 Span: 1: +D+0.750Lr+0.750L Max Upward Total Deflection O in Ratio= 0<300 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci c, Cm Ct CL M lb F'b DOnty 0.00 Length = 5.0 ft 1 0.201 0.183 0.90 1.000 1.00 1.00 1.00 1.00 0.83 1.34 391.20 1942.82 +D+L 1.000 1.00 1.00 1.00 1.00 0.83 0.00 Length = 5.0 ft 0.299 0.257 1.00 1.000 1.00 1.00 1.00 1.00 0.79 2.09 610.02 2043.15 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.79 0.00 Length = 5.0 ft 0.233 0.172 1.25 1.000 1.00 1.00 1.00 1.00 0.67 1.75 509.73 2191.23 +D+0. 750Lr+0. 750L 1.000 1.00 1.00 1.00 1.00 0.67 0.00 Length = 5.0 ft 1 0.294 0.217 1.25 1.000 1.00 1.00 1.00 1.00 0.67 2.21 644.21 2191.23 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.67 0.00 Length = 5.0 ft 0.259 0.203 1.15 1.000 1.00 1.00 1.00 1.00 0.72 1.90 555.31 2145.46 +0.60D 1.000 1.00 1.00 1.00 1.00 0.72 0.00 · DesignOK 0.257: 1 1.75x11.87 73.14psi 285.00psi +D+L 0.000ft Span# 1 Sfiear v'alues V fv F'v 0.00 0.00 0.00 0.65 46.91 256.50 0.00 0.00 0.00 1.01 73.14 285.00 0.00 0.00 0.00 0.85 61.12 356.25 0.00 0.00 0.00 1.07 77.24 356.25 0.00 0.00 0.00 0.92 66.59 327.75 0.00 0.00 0.00 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: UC#: KW-06013924, Bui!d:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM#23: FLUSH BEAM OVER LIVING RM: Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Length = 5.0 ft 1 0.103 0.062 1.60 1.000 1.00 1.00 1.00 1.00 0.55 Overall Maximum Deflections ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 30 OCT2021, 3:11PM Project File: M419.eo6 / (c) ENERCALC INC 1983-2021 Moment Values Shear Values M fb F'b V Iv F'v 0.80 234.72 2279.77 0.39 28.14 456.00 Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750Lr+0.750L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.600 Lr Only LOnly 0.0215 2.518 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.76 1.766 0.600 0.600 1.073 1.073 1.673 1.673 1.398 1.398 1.766 1.766 1.523 1.523 0.644 0.644 0.325 0.325 0.600 0.600 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 IWoodBeam Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 30 OCT 2021, 3:21PM Project File: M419.ec6 / UC#: KW-06013924, Build:20.21.10.4 ESl/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#24: FLUSH BEAM OVER LIVING RM SUPPORTING BM#23: GODE REFERENCES Calculations per NOS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Wood Species Wood Grade Beam Bracing ' ' OF/OF 24F-V4 Completely Unbraced 0(0.0625) L(0.15) ' ' 0(0.168 D 1.1 Lr0.33)l(0.6) D 0.0735 Lr 0. 105) Fb + Fb- Fe-Prll Fc-Perp Fv Ft 5.5x11.875 Span= 18.50 ft 2400psi 1850psi 1650 psi 650 psi 265 psi 1100psi E : Modulus of Elasticity Ebend-xx 1800ksi Eminbend -xx 950ksi Ebend-yy 1600ksi Eminbend -yy 850ksi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0140, Lr= 0.020 ksf, Extent= 0.0 --» 6.50 fl, Tributary Width= 5.250 fl, (2ND RF LOAD: 34'(10.5/2)) Uniform Load: D = 0.0140 ks/, Extent= 0.0 --» 6.50 fl, Tributary Width= 12.0 fl, (WALL ABV: 14'12) Uniform Load : D = 0.0250, L = 0.060 ks/, Extent= 0.0 --» 6.50 fl, Tributary Width= 2.50 fl, (DECK LOAD: 85'5/2) Point Load : D = 1.10, Lr = 0.330, L = 0.60 k @ 6.50 fl, (BM#23) DESIGN SUMMARY · _--Design OK Maximum Bending Stress Ratio = 0.552 1 Maximum Shear Stress Ratio = 0.279: 1 Section used for this span 5.5x11.875 Section used for this span 5.5x11.875 fb: Actual = 1,293.09psi Iv: Actual = 74.04 psi Fb: Allowable = 2,342.45psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.482ft Location of maximum on span = 0.000ft Span# where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.168 in Ratio= 1321 >=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward Total Deflection 0.555 in Ratio= 400>=300 Span: 1 : +0+0.750Lr+0.750L Max Upward Total Deflection 0 in Ratio= 0<300 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios !\foment Values snear 'values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v OOnty 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.410 0.209 0.90 1.000 1.00 1.00 1.00 1.00 0.98 9.35 867.81 2115.21 2.17 49.90 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 18.50 ft 0.552 0.279 1.00 1.000 1.00 1.00 1.00 1.00 0.98 13.93 1,293.09 2342.45 3.22 74.04 265.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 18.50 ft 0.390 0.198 1.25 1.000 1.00 1.00 1.00 1.00 0.97 12.18 1,130.38 2900.09 2.85 65.45 331.25 +D+O. 750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 18.50 ft 1 0.477 0.241 1.25 1.000 1.00 1.00 1.00 1.00 0.97 14.91 1,383.70 2900.09 3.47 79.67 331.25 +0+0.750L 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT 8 SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE / NEWPORT BEACH M419 @ 2661 CRESTVIEW 55 Printed: 30 OCT 2021, 3:21PM Project File: M419.ec6 J UC#: KW-06013924, Bui!d:20.21.10.4 ESI/FME, lrlC. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#24: FLUSH BEAM OVER LIVING RM SUPPORTING BM#23: Maximum Forces & Stresses for Load Combinations Load Combination lvlax Sfress Ra[10s Momeni 'Values Sfiear Values Segment Length Span# M V Length= 18.50 ft 1 0.443 0.223 +0.60D Length = 18.50 ft 1 0.143 0.071 Overall Maximum Deflections Load Combination +D+0.750Lr+0.750L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D Lr Only L Only Span Cd CFN C; Cr Cm Ct CL M fb F'b V Iv F'v 1.15 1.000 1.00 1.00 1.00 1.00 0.97 12.78 1,186.77 2679.00 2.96 68.00 304.75 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 0.95 5.61 520.69 3647.79 1.30 29.94 424.00 Max. "-" Deft Location in Span Load Combination Max. "+" Defl Location in Span 0.5546 8.440 0.0000 0.000 Support notation: Far left is #1 Values in KIPS Support 1 Support 2 3.950 1.328 1.193 0.382 2.473 0.865 3.666 1.247 3.250 1.100 3.950 1.328 3.368 1.151 1.484 0.519 0.777 0.236 1.193 0.382 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 !Wood Beam Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 8 NOV2021, 10:09AM Projecl File: M419.ec6 j UC#: KW-06013924, Bui!d:20.21.10.4 ESI/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#25: FLUSH BEAM OVER DINING RM SUPPORTING BM#4 & #7 ABV: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combinalion : ASCE 7-16 Wood Species Wood Grade Beam Bracing OF/OF 24F-V4 Completely Unbraced : v Fb + Fb - Fe -Prll Fc-Perp Fv Ft 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0psi 265.0psi 1,100.0 psi : D{0.0735i Lr{0.105) E : Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend -xx 950.0ksi Ebend-yy Eminbend -yy Density 1,600.0ksi 850.0ksi 31.210pcf :GIJJ~~ ~0•1Lr(O 7) I 5.5x11.875 Span=-13.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0140, Lr= 0.020 ksf, Extent= 5.50 --» 13.50 ft, Tributary Width= 5.250 ft, (2ND RF LOAD: 34*(10.5/2)) Uniform Load: D = 0.0140 ksf, Tributary Width= 12.0 ft, (WALL ABV: 14•12) - Uniform Load : D = 0.0250, L = 0.060 ksf, Tributary Width= 2.50 ft, (DECK LOAD: 85•5/2) Point Load: D = 1.10, Lr= 1.10 k@ 12.0 ft, (BM#4) Point Load : D = 1.10, Lr = 0.930 k @ 12.0 ft, (BM#?) Point Load : D = 1.0, Lr = 0.80 k @ 2.50 ft, (BM#3L) Point Load : D = 0.860, Lr= 0. 70 k@ 13.50 ft, (BM#3R) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = 0.512 1 5.5x11.875 1,209.68psi 2,362.09psi +D+L 7.046ft Span# 1 0.107 in Ralio = O in Ratio= 0.381 in Ralio = O in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# DOnly Length= 13.451 ft 1 Length = 0.04927 ft 1 +D+L Length= 13.451 ft 1 Length = 0.04927 ft 1 Max Stress Ratios M V Cct CFN 0.419 0.375 0.90 1.000 0.009 0.375 0.90 1.000 1.000 0.512 0.412 1.00 1.000 0.010 0.412 1.00 1.000 Ci 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs Span: 1 : Lr Only n/a ::::: 0.442 : 1 5.5x11.875 · 146.32 psi = 331.25 psi +D+0.750Lr+0.750L = 12.515ft = Span#1 1508 >=360 0<360 424>=300 0<300 Span: 1 : +D+0.750Lr+0.750L n/a Moment Values Sflear Values M lb F'b V Iv F'v 0.00 0.00 0.00 0.00 1.00 1.00 0.99 9.62 893.39 2130.11 3.89 89.40 238.50 1.00 1.00 1.00 0.21 19.20 2159.90 3.89 89.40 238.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.98 13.03 1,209.68 2362.09 4.76 109.25 265.00 1.00 1.00 1.00 0.26 23.82 2399.88 4.76 109.25 265.00 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 8 NOV2021, 10:09AM Project File: M419.ec6 J LIC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#25: FLUSH BEAM OVER DINING RM SUPPORTING BM#4 & #7 ABV: Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momeni 'values Sfiear 'values Segment Length Span# M V Cd CFN C; c, Cm Ct CL M lb F'b V Iv . F'v +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.451 ft 1 0.438 0.439 1.25 1.000 1.00 1.00 1.00 1.00 0.98 13.85 1,285.41 2936.46 6.33 145.44 331.25 Length = 0.04927 ft 1 0.010 0.439 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.33 30.82 2999.81 6.33 145.44 331.25 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 13.451 ft 1 0.485 0.442 1.25 1.000 1.00 1.00 1.00 1.00 0.98 15.33 1,422.81 2936.46 6.37 146.32 331.25 Length = 0.04927 ft 1 0.010 0.442 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.34 31.38 2999.81 6.37 146.32 331.25 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.451 ft 1 0.418 0.342 1.15 1.000 1.00 1.00 1.00 1.00 0.98 12.18 1,130.54 2707.73 4.54 104.29 304.75 Length = 0.04927 ft 1 0.008 0.342 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.24 22.66 2759.84 4.54 104.29 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 13.451 ft 1 0.144 0.127 1.60 1.000 1.00 1.00 1.00 1.00 0.97 5.77 536.04 3724.35 2.34 53.64 424.00 Length = 0.04927 ft 1 0.003 0.127 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.12 11.52 3839.69 2.34 53.64 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Oefl Location in Span Load Combination Max. "+" Deft Location in Span +D+0.750Lr+0.750L Vertical Reactions Load Combination Overall MAX1mum Overall MINimum DOnly +O+L +D+Lr +D+O. 750Lr+0.750L +D+0.750L +0.60D Lr Only LOnly 0.3814 6.898 Support notation : Far left is #1 Support 1 Support 2 4.489 8.310 1.013 1.013 2.885 5.066 3.897 6.078 4.011 8.310 4.489 8.258 3.644 5.825 1.731 3.040 1.126 3.244 1.013 1.013 0.0000 Values in KIPS 0.000 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Tille: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 8 NOV2021, 10:08AM Project File: M419.ec6 I UC#; KW•06013924, Build:20.21.10.4 ESVFME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#26: HEADER BETWEEN DINING RM AND LIVING RM: CODE REFERENCES Calculations per NOS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination : ASCE 7-16 Fb- Fe -Prll Wood Species DF/DF Fc-Perp Wood Grade 24F-V4 Fv Ft Beam Bracing Completely Unbraced . 7--· D(°;QeL._ 0(0.4) L{0.64) ; ' • ' ~ 5.5x11.875 I Span = 8.50 ft I 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0psi 265.0 psi 1,100.0psi -·r~·~ E : Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend -xx 950.0ksi Ebend-yy 1,600.0ksi Eminbend -yy 850.0ksi Density 31.210pcf ' X ~ I I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.040 ksf, Extent= 0.0 --» 6.0 ft, Tributary Width= 16.0 ft, (FLR LOAD: 65'32/2) Point Load : D = 2.50, Lr = 0.80, L = 1.20 k @ 6.0 ft, (BM#24) Point Load : D = 5.0, Lr = 3.20, L = 1.0 k @ 6.0 ft, (BM#25) Uniform Load: D = 0.010 ksf, Tributary Width= 2.0 ft, (WALL ABV: 10'2) DESIGN SUMMARY • -• • Maximum Bending Stress Ratio = 0.893: 1 Section used for this span 5.5x11.875 fb: Actual = 2, 123.28psi Fb: Allowable = 2,376.48psi Load Combination +D+L Location of maximum on span = 5.987ft Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.072 in Ratio= Max Upward Transient Deflection O in Ratio= Max Downward Total Deflection 0.217 in Ratio= Max Upward Total Deflection O in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Raftos Segment Length Span# M V Cd CFN Ci Cr DOnly Length = 8.50 ft 0.676 0.602 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Len9lh = 8.50 ft 1 0.893 0.794 1.00 1.000 1.00 1.00 +D+Lr 1.000 1.00 1.00 Length = 8.50 ft 0.710 0.629 1.25 1.000 1.00 1.00 +D+0.750Lr+0. 750L 1.000 1.00 1.00 Length = 8.50 ft 0.825 0.732 1.25 1.000 1.00 1.00 +D+0.750L 1.000 1.00 1.00 Maximum Shear Stress Ratio = Section used for this span fv: Actual = Fv: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = 1422>=360 Span: 1 : L Only 0<360 n/a 469>=300 Span: 1: +D+0.750Lr+0.750L 0<300 n/a ~fomenf 'values Cm Ct CL M fb F'b 0.00 1.00 1.00 0.99 15.59 1,447.50 2141.28 1.00 1.00 0.99 0.00 1.00 1.00 0.99 22.87 2,123.28 2376.48 1.00 1.00 0.99 0.00 1.00 1.00 0.99 22.64 2,101.39 2961.61 1.00 1.00 0.99 0.00 1.00 1.00 0.99 26.34 2,444.76 2961.61 1.00 1.00 0.99 0.00 0.794: 1 5.5x11.875 210.41 psi 265.00psi +D+L 7.538ft Span# 1 Sfiear 'values V Iv F'v 0.00 0.00 0.00 6.25 143.62 238.50 0.00 0.00 0.00 9.16 210.41 265.00 0.00 0.00 0.00 9.08 208.47 331.25 0.00 0.00 0.00 10.55 242.35 331.25 0.00 0.00 0.00 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH M419 Project Descr: @ 2661 CRESTVIEW Jvvood Beam UC#: KW-06013924, Bui!d:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM#26: HEADER BETWEEN DINING RM AND LIVING RM: Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Raf10s Moment Values Segment Length Span# M V Cd CFN C; Cr Cm Ct CL M Length = 8.50 ft 1 0.716 0.636 1.15 1.000 1.00 1.00 1.00 1.00 0.99 21.05 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 Length = 8.50 ft 1 0.230 0.203 1.60 1.000 1.00 1.00 1.00 1.00 0.98 9.36 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination +D+0.750Lr+O. 750L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+0.750Lr+O. 750L +D+0.750L +0.60D Lr Only LOnly 0.2171 4.529 Support notation : Far left is #1 Support 1 Support 2 7.135 10.585 3.132 2.908 3.904 6.286 7.036 9.195 5.080 9.110 7.135 10.585 6.253 8.468 2.342 3.772 1.176 2.824 3.132 2.908 fb 1,954.34 868.50 Printed: 8 NOV2021, 10:08AM Project File: M419.ec6 J (c) ENERCALC INC 1983-2021 Sfiear Values F'b V fv F'v 2728.08 8.43 193.71 304.75 0.00 0.00 0.00 0.00 3772.93 3.75 86.17 424.00 Max. "+" Deft Location in Span 0.0000 Values in KIPS 0.000 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT 8 SANTA ANA, CA. 92701 Project Tille: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH &0 M419 @ 2661 CRESTVIEW Printed: 2 NOV2021, 1:35PM Project File: M419.ec6 J UC#: KW-06013924, Build:20.21.10.4 DESCRIPTION: BM #27: ESVFME, Inc. (c) ENERCALC INC 1983-2021 FLUSH BEAM OVER LIVING RM SUPPORTING HIP BM #2 ABV: CODE REFERENCES Calculations per NDS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0psi E: Modulus of EfasticUy load Combination :ASCE 7-16 Fb-1,850.0 psi Ebend-xx 1,800.0ksi Fe-Prll 1,650.0 psi Eminbend -xx 950.0ksi Wood Species DF/DF Fe -Perp 650.0 psi Ebend-yy _ 1,600.0ksi Wood Grade 24F-V4 Fv 265.0psi Eminbend -yy 850.0ksi Fl 1,100.0psi Density 31.210pcf Beam Bracing Completely Unbraced 0( 1 . 31 ) r(1 .5B) 0(0.03325) L(0.0532) 5.5x11.875 Span= 18.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width= 1.330 ft, (FLR LOAD:65•1.33) Point Load: D = 1.310, Lr= 1.560 k@6.50 ft, (HIP BEAM#2 :) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.445: 1 Maximum Shear Stress Ratio = 0.162:1 Section used for this span 5.5x11.875 Section used for this span 5.5x11.875 fb: Actual = 1,291.59psi fv: Actual = 53.60 psi Fb: Allowable = 2,900.09psi Fv: Allowable = 331.25 psi Load Combination +D+Lr Load Combination +D+0.750Lr+0. 750L Location of maximum on span = 6.482ft Location of maximlim on span = 0.000ft Span# where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.230 in Ratio= 965>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward Total Deflection 0.532 in Ratio= 417 >=360 Span: 1 : +D+0. 750Lr+0.750L Max Upward Total Deflection O in Ratio= 0<360 nla Maximum Forces & Stresses for Load Combinations Load Combination fvllax stress Raflos Momeni 'values Sflear Values Segment Length Span# M V Cd CFN Ci Cr Cm CI CL M fb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 18.50 ft 0.323 0.120 0.90 1.000 1.00 1.00 1.00 1.00 0.98 7.36 682.86 2115.21 1.24 28.56 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.374 0.146 1.00 1.000 1.00 1.00 1.00 1.00 0.98 9.44 876.13 2342.45 1.69 38.70 265.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.445 0.156 1.25 1.000 1.00 1.00 1.00 1.00 0.97 13.91 1,291.59 2900.09 2.26 51.80 331.25 +D+0. 750lr+0. 750L 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 18.50 ft 0.443 0.162 1.25 1.000 1.00 1.00 1.00 1.00 0.97 13.83 1,283.87 2900.09 2.33 53.60 331.25 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.309 0.119 1.15 1.000 1.00 1.00 1.00 1.00 0.97 8.92 827.81 2679.00 1.57 36.17 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 18.50 ft 1 0.112 0.040 1.60 1.000 1.00 1.00 1.00 1.00 0.95 4.41 409.71 3647.79 0.75 17.13 424.00 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: JwoodBeam ESUFME, Inc. ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 2NOV2021, 1:35PM Project File: M419.ec6 J {c) ENERCALC INC 1983-2021 UC# : KW-06013924, Build:20.21.10.4 DESCRIPTION: BM #27: FLUSH BEAM OVER LIVING RM SUPPORTING HIP BM #2 ABV: Overall Maximum Deflections Load Combination +D+0.750Lr+0. 750L Vertical Reactions Load Combination Overall MAX.imum Overall MINimum DOnly +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D Lr Only LOnly Span Max. "-Q Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.5322 8. 777 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 2.416 1.679 0.492 0.492 1.288 0.899 1.780 1.391 2.300 1.447 2.416 1.679 1.657 1.268 0.773 0.539 1.012 0.548 0.492 0.492 PA2022-009 . 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Ii ESI/FME, INC. Project Tille: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH M419 Project Descr: @ 2661 CRESlVIEW jwood Bea.m LIC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM#28: HEADER AT LIVING RM FIREPLACE: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Printed: 2 NOV 2021, 1:58PM Project File: M419.ec6 j (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Fb + 1,350.0psi E: Modulus of Elasticity Load Combination : ASCE 7-16 Fb-1,350.0 psi Ebend-xx 1,600.0ksi Fe-Prll 925.0psi Eminbend -xx 580.0ksi Wood Species Douglas Fir-Larch Fe-Perp 625.0psi Wood Grade No.1 Fv 170.0psi Ft 675.0 psi Density 31.210pcf Beam Bracing Completely Unbraced D(0.9) ,(0.55) Ol0.105l Lrl0.15l . . . ' ' D/0.16\ • • • ' • or0.23125\ U0.371 • ' ' ' ' ,~ 6,8 " I, I Span = 5.50 ft I . ··~-. ··-I I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width= 9.250 ft, (FLR LOAD: 65*18.5/2) Uniform Load: D = 0.010 ksf, Tributary Width= 16.0 ft, (WALL ABV: 10*10) Uniform Load : D = 0.0140, Lr= 0.020 ksf, Tributary Width= 7.50 ft, (RF LOAD: 34*(12/2+1.5)) Point Load : D = 0.90, Lr = 0.550 k @ 1.0 ft, (BM#27R) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.653 1 Maximum Shear Stress Ratio Section used for this span 6x8 Section used for this span fb: Actual = 878.45psi fv: Actual Fb: Allowable = 1,345.53psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 2.569ft Location of maximum on span Span# where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio= 2664>=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0<360 n/a = = = = = Max Downward Total Deflection 0.073 in Ratio= 900>=300 Span: 1 : +D+0.750Lr+0. 750L Max Upward Total Deflection O in Ratio= 0<300 nla Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratms Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b DOnly 0.00 Length = 5.50 ft 0.459 0.430 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.39 555.46 1211.40 +O+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 5.50 ft 1 0.653 0.556 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3,77 878.45 1345.53 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 5.50 ft 1 0.451 0.442 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.26 757.64 1680.41 +D+0. 750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 5.50 ft 1 0.564 0.510 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.07 947.89 1680.41 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 5.50 ft 1 0.516 0.447 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.43 797.47 1546.53 0.556: 1 6x8 94.49 psi 170.00 psi +D+L 0.000ft Span# 1 Sfiear Values V fv F'v 0.00 0.00 0.00 1.81 65.86 153.00 0.00 0.00 0.00 2.60 94.49 170.00 0.00 0.00 0.00 2.58 93.83 212.50 0.00 0.00 0.00 2.98 108.31 212.50 0.00 0.00 0.00 2.40 87.34 195.50 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 !Wood Beam Project Title: Engineer: Project ID: Project Descr: UC#; KW-06013924, Build:20.21.10.4 ESVFME, Inc. DESCRIPTION: BM#28: HEADER AT LIVING RM FIREPLACE: Maximum Forces & Stresses for Load Combinations Load Combination lv'lax stress Ratios Segment Length Span# M V Cct CFN C; Cr Cm Ct CL +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 fl 1 0.155 0.145 1.60 1.000 1.00 1.00 1.00 1.00 0.99 Overall Maximum Deflections ROOT RESIDENCE/ NEWPORT BEACH /_p ~ M419 @ 2661 CRESTVIEW Printed: 2 NOV2021, 1:58PM Project File: M419.ec6 j (c) ENERCALC INC.1983-2021 Moment Values Sfiear 'Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.43 333.28 2148.13 1.09 39.52 272.00 Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+0.750Lr+0.750L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +O+L +D+Lr +D+O. 750Lr+0.750L +D+0.750L +0.60D Lr Only LOnly 0.0733 2.690 Support notation : Far left is #1 Support 1 Support 2 3.536 2.700 1.018 1.018 2.126 1.553 3.143 2.570 2.988 2.065 3.536 2.700 2.889 2.316 1.275 0.932 0.863 0.513 1.018 1.018 0.0000 Values in KIPS 0.000 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH /'p 't M419 @ 2661 CRESTVIEW Printed: 1 NOV2021, 9:27AM Project File: M419.ec6 j UC#: .KW-06013924, Build:20.21.10.4 ESI/FME, Inc. {c) ENERCALC JNC 1983-2021 DESCRIPTION: BM #29: FLUSH BEAM OVER KITCHEN SUPPORTING HIP BEAM ABV: CODE REFERENCES Calculations per NOS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination :ASCE 7'16 Wood Species DF/DF Wood Grade 24F-V4 Beam Bracing Completely Unbraced D(1.1) r(1.4) Fb + 2,400.0 psi E : Modulus of Elasticity Fb-1,850.0 psi Ebend-xx 1,800.0 ksi Fe· Prll 1,650.0 psi Eminbend -xx 950.0ksi Fe -Perp 650.0 psi Ebend-yy 1,600.0ksi Fv 265.0 psi Eminbend -w 850. 0 ksi Ft 1,100.0psi Density 31.21 0 pct D 0.03325 L 0.0532 5.5x11.875 Span= 19.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width= 1.330 ft, (FLR LOAD: 55•1.33) Point Load: D = 1.10, Lr= 1.40 k@ 4.0 ft, (HIP BEAM #1 :) DESIGN SUMMARY .. • • Maximum Bending Stress Ratio = 0.302 1 Maximum Shear Stress Ratio = 0.169: 1 Section used for this span 5.5x11.875 Section used for this span 5.5x11.875 fb: Actual = 873.84psi fv: Actual = 56.08 psi Fb: Allowable = 2,895.86psi Fv: Allowable = 331.25 psi Load Combination +D+0. 750Lr+0. 750L Load Combination +D+0.750Lr+0.750L Location of maximum on span = 4.299ft Location of maximum on sp8n = 0.000ft Span# where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.153 in Ratio= 1493 >=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward Total Deflection 0.419 in Ratio= 544>=360 Span: 1 : +D+0. 750Lr+0. 750L Max Upward Total Deflection 0 in Ratio= 0<360 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rallos Momeni Values Sfiear 'values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V Iv F'v D Only 0.00 0.00 0.00 0.00 Length= 19.0 ft 1 0.215 0.123 0.90 1.000 1.00 1.00 1.00 1.00 0.98 4.90 455.33 2113.55 1.27 29.23 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.278 0.150 1.00 1.000 1.00 1.00 1.00 1.00 0.98 7.01 650.42 2340.24 1.73 39.65 265.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 19.0 ft 0.298 0.165 1.25 1.000 1.00 1.00 1.00 1.00 0.97 9.31 864.38 2895.86 2.38 54.61 331.25 +D+0. 750Lr+0. 750L 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 19.0 ft 0.302 0.169 1.25 1.000 1.00 1.00 1.00 1.00 0.97 9.41 873.84 2895.86 2.44 56.08 331.25 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.224 0.122 1.15 1.000 1.00 1.00 1.00 1.00 0.97 6.45 598.47 2675.70 1.61 37.05 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 19.0 ft 0.075 0.041 1.60 1.000 1.00 1.00 1.00 1.00 0.95 2.94 273.20 3638.43 0.76 17.54 424.00 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: UC#: KW-06013924, Bui!d:20.21. 10.4 ESI/FME, Inc. ROOT RESIDENCE, NEWPORT BEACH 0S M419 @ 2661 CRESTVIEW Printed: 1 NOV 2021, 9:27 AM Project File: M419.ec6 / (c) ENERCALC JNC 1983-2021 DESCRIPTION: BM #29: FLUSH BEAM OVER KITCHEN SUPPORTING HIP BEAM ABV: Overall Maximum Deflections Load Combination Span Max. "-" Defl .Location in Span Load Combination +D+0.750Lr+O. 750L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +O+L +D+Lr +D+O. 750Lr+O. 750L +D+0.750L +0.60D Lr Only L Only 0.4188 8.876 Support notation : Far left is #1 Support 1 Support 2 2.527 1.282 0.505 0.505 1.319 0.682 1.824 1.187 2.424 0.977 2.527 1.282 1.698 1.061 0.791 0.409 1.105 0.295 0.505 0.505 Max. "+" Deft location in Span 0.0000 Values in KIPS 0.000 PA2022-009 ■ ESIIFME, INC. 1800 E. 16TH STREET, UNIT 8 SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE / NEWPORT BEACH M419 Project Descr: @ 2661 CRESTVIEW !Wood Beam UC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM#30: HEADER AT REAR OF FAMILY RM: CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Printed: 1 NOV 2·021, 9:43AM Project File: M419.ec6 j (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Fb + 1,350.0 psi E : Modulus of Elasticity load Combination : ASCE 7-16 Fb -1,350.0 psi Ebend-xx 1,600.0ksi Fe-Pr/I 925.0psi Eminbend -xx 580.0ksi Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 675.0 psi Density 31.210pcf Beam Bracing Complete!Y Unbraced D/0.1199t91li. H<P-31 0(0.16) Lr(0-23) ' ' ' ' Df0.14) • • • • ' DI0.2375) U0.38\ • • • ' ---------. : ,4'1, 6,8 ) ~ 'I, I Span= 5.50 ft I --------··--· ···-·--I I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLR LOAD: 65.19/2) Uniform Load: D = 0.0140 ksf, Tributary Width= 10.0 ft, (WALL ABV: 14•10) Uniform Load : D = 0.0140, Lr= 0.020 ksf, Extent= 0.0 --» 2.0 ft, Tributary Width = 8.50 fl, (RF LOAD: 34*(14/2+1.5)) Point Load: D = 0.70, Lr= 0.30 k@ 1.250 ft, (BM#29) Point Load : D = 0.160, Lr = 0.230 k @ 2.0 ft, (HOR ABV: 34.(12/2+1.5)"3/2) DESIGN SUMMARY -Desi n OK -·. Maximum Bending Stress Ratio = 0.633: 1 Maximum Shear Stress Ratio = 0.512: 1 Section used for this span 6x8 Section used for this span 6x8 lb: Actual = 851.52psi fv: Actual = 87.06 psi Fb: Allowable = 1,345.53psi Fv: Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.409ft Location of maximum on span = 0.000ft Span# where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio= 2594 >=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0<360 nta Max Downward Total Deflection 0.067 in Ratio= 983>=300 Span: 1 : +O+0. 750Lr+0. 750L Max Upward Total Deflection O in Ratio= 0<300 n/a Maximum Forces & Stresses for Load Combinations Load Combinatibn Max Stress Rahos Momenf 'values Sflear 'values Segment Length Span# M V Cd CFN Ci c, Cm Ct CL M lb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.435 0.377 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.27 527.25 1211.40 1.59 57.66 153.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.633 0.512 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.66 851.52 1345.53 2.39 87.06 170.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.417 0.366 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.01 700.70 1680.41 2.14 77.68 212.50 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 0.530 0.446 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.83 890.84 1680.41 2.60 94.73 212.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 1 NOV 2021, 9:43AM Project File: M419.ec6 I UC#: KW-06013924, But!d:20.21.10.4 ESI/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#30: HEADER AT REAR OF FAMILY RM: Maximum Forces & Stresses for Load Combinations Load Combination Max Sfress RaI10s Momeni 'values Sfiear 'values Segment Length Span# M V Cd CFN C; Cr Cm Ct CL M fb F'b V fv F'v Length = 5.50 ft 1 0.497 0.408 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.31 769.38 1546.53 2.19 79.71 195.50 +0.60O 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.147 0.127 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.36 316.35 2148.13 0.95 34.60 272.00 Overall Maximum Deflections load Combination ·span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0671 2.670 0.0000 0.000 +D+0.750Lr+0.750L Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAX/mum Overall MINimum DOnly +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D Lr Only L Only Support 1 Support 2 3.176 2.368 1.045 1.045 1.900 1.323 2.945 2.368 2.557 1.537 3.176 2.267 2.684 2.107 1.140 0.794 0.656 0.214 1.045 1.045 PA2022-009 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW ■ ESI/FME, INC. Printed: 1 NOV 2021, 9:52AM Project File: M419.ec6 I !Wood Beam UC#; KW-06013924, Bui!d:20.21.10.4 DESCRIPTION: BM #31: ESVFME, Inc. (c) ENERCALC INC 1983-2021 FLUSH BEAM OVER FAMILY RM SUPPORTING BEARING WALL ABV: CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination :ASCE 7-16 Fb+ Fb - 2600 psi 2600psi 2510 psi 750 psi E : Modulus of Elasticity Ebend-xx 1900 ksi Fe -Prll Fe -Perp Fv Eminbend -xx 965.71 ksi Wood Species Wood Grade Beam Bracing D(0.15} lr(0.21) ilevel Truss Joist Microlam LVL 1.9 E Completely Unbraced Ft D 0.03325 L 0.0532 2-1.75x11.B7 Span= 19.0 ft 285 psi 1555 psi Density 42.01 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLR LOAD: 55•1.33) Uniform Load: D = 0.0140, Lr= 0.020 ksf, Extent= 3.0 --» 7.0 ft, Tributary Width= 7.0 ft, (RF LOAD: 34.14/2:) Point Load: D = 0.150, Lr= 0.210 k@O.O ft, (HDR AB: 34•1412•3/2) Point Load: D = 0.150, Lr= 0.210 k@ 3.0 ft, (HDR AB: 34•1412•3/2) Uniform Load: D = 0.010 ksf, Extent= 0.0 --» 7.0 ft, Tributary Width= 10.0 ft, (WALL ABV: 10•10) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.492 1 Maximum Shear Stress Ratio = 0.219: 1 Section used for this span 2-1. 75x11.87 Section used for this span 2-1. 75x11.87 fb: Actual = 1,213.21psi Iv: Actual = 62.43 psi Fb: Allowable = 2,463.64psi Fv: Allowable = 285.00 psi Load Combination +D+O. 750Lr+0.750L Load Combination +D+L Location of maximum on span = 6.518ft Location of maximum on span = 0.000ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.169 in Ratio= 1348 >=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0<360 nta Max Downward Total Deflection 0.559 in Ratio= 408>=360 Span: 1 : +D+0.750Lr+0.750L Max Upward Total Deflection O in Ratio= 0<360 nla Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment \i'alues Sfiear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V Iv F'v DOnly 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.354 0.180 0.90 1.000 1.00 1.00 1.00 1.00 0.88 5.02 731.84 2067.01 1.28 46.06 256.50 +D+L 1.000 1.00 1.00 1.00 1.00 0.88 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.475 0.219 1.00 1.000 1.00 1.00 1.00 1.00 0.85 7.21 1,051.74 2214.19 1.73 62.43 285.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.85 0.00 0.00 0.00 0.00 Length= 19.0 ft 0.431 0.189 1.25 1.000 1.00 1.00 1.00 1.00 0.76 7.28 1,061.64 2463.64 1.87 67.33 356.25 +D+O. 750Lr+O. 750L 1.000 1.00 1.00 1.00 1.00 0.76 0.00 0.00 0.00 0.00 Length= 19.0 ft 1 0.492 0.209 1.25 1.000 1.00 1.00 1.00 1.00 0.76 8.32 1,213.21 2463.64 2.06 74.29 356.25 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.76 0.00 0.00 0.00 0.00 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @2661 CRESTVIEW Printed: 1 NOV2021, 9:52AM j Wood Beam Project File: M419.ec6 j UC#: KW-06013924, Build:20.21. 10.4 ESUFME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM #31: FLUSH BEAM OVER FAMILY RM SUPPORTING BEARING WALL ABV: Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momeni iJalues Segment Length Span# M V Cd CFN C; c, Cm Ct CL M fb Length a 19.0 ft 1 0.407 0.178 1.15 1.000 1.00 1.00 1.00 1.00 0.80 6.65 970.72 +0.60D 1.000 1.00 1.00 1.00 1.00 0.80 Length a 19.0 ft 1 0.167 0.061 1.60 1.000 1.00 1.00 1.00 1.00 0.63 3.01 439.11 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination 0.5586 9.015 +D+0.750Lr+0.750L Vertical Reactions Support notation : Far left is #1 Load Combination Overall MAXimum. Overall MINimum DOnly +D+L +D+lr +D+0. 750Lr+0. 750L +D+0.750L +0.60D Lr Only L Only Support 1 Support 2 2.546 1.201 0.505 0.505 1.567 0.687 2.073 1.192 2.367 0.867 2.546 1.201 1.946 1.066 0.940 0.412 0.799 0.181 0.505 0.505 Sfiear v'alues F'b V Iv F'v 2382.44 1.62 58.34 327.75 0.00 0.00 0.00 0.00 2625.08 0.77 27.63 456.00 Max. "+" Deft Location in Span 0.0000 Values in KIPS 0.000 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE / NEWPORT BEACH M419 70 Project Descr: @ 2661 CRESTVIEW UC#: KW-06013924, Bulld:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM #32: FLUSH BEAM OVER KIT. SUPPORTING BM#8 ABV: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 load Combination Set: ASCE 7-16 Material Properties Printed: 1 NOV2021, 10:11AM Project File: M419.ec6 j (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb + 2,600.0 psi 2,600.0 psi 2,510.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing ilevel Truss Joist MicroLam LVL 1.9 E Completely Unbraced ' Fb- Fc-Prll Fe -Perp Fv Ft D(0.1) ' 0(0.033254 l(0.0532) 2-1.75x11.87 750.0 psi 285.0psi 1,555.0 psi Ebend-xx 1,900.0ksi Em in bend -xx 965. 71 ksi Density 42.010pcf Span= 13.0 ft ~----~----------------- Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform load : D = 0.0250, L = 0.040 ksf, Tributary Width= 1.330 fl, (FLR LOAD: 65*1.33) Point load : D = 2.30, Lr = 3.0 k @ 10.0 ft, (BM#8) Uniform load: D = 0.010 ksf, Tributary Width= 10.0 ft, (WALL ABV: 10*10) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.723: 1 Maximum Shear Stress Ratio Section used for this span 2-1. 75x11.87 Section used for this span fb: Actual = 2,098.52 psi fv: Actual Fb: Allowable = 2,904.17psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 9.964ft Location of maximum on span Span# where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.168 in Ratio= 927>=360 Span: 1 : Lr Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.397 in Ratio= 392 >=360 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0<360 nla Maximum Forces & Stresses for Load Combinations Load Combination Max Sfress Ratios Momeni 'values Segment Length Span# M V Cd CFN Ci c, Cm Ct CL M lb DOnly Length= 13.0 fl 1 0.494 0.362 0.90 1.000 1.00 1.00 1.00 1.00 0.95 7.49 1,092.27 +D+L 1.000 1.00 1.00 1.00 1.00 0.95 Length= 13.0 ft 1 0.502 0.364 1.00 1.000 1.00 1.00 1.00 1.00 0.93 8.35 1,218.72 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.93 Length = 13.0 ft 0.723 0.495 1.25 1.000 1.00 1.00 1:00 1.00 0.89 14.39 2,098.52 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 0.89 Length = 13.0 ft 1 0.666 0.459 1.25 1.000 1.00 1.00 1.00 1.00 0.89 13.26 1,935.01 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.89 Length= 13.0 fl 1 0.435 0.308 1.15 1.000 1.00 1.00 1.00 1.00 0.91 8.12 1,185.16 +0.60D 1.000 1.00 1.00 1.00 1.00 0.91 -. · Design OK _ · ~0-• = 0.495 : 1 2-1.75x11.87 = 176.26 psi = 356.25 psi +O+Lr = 12.051 ft = Span# 1 Sfiear 'values F'b V fv F'v 0.00 0.00 0.00 0.00 2212.02 2.58 92.98 256.50 0.00 0.00 0.00 0.00 2426.52 2.87 103.63 285.00 0.00 0.00 0.00 0.00 2904.17 4.88 176.26 356.25 0.00 0.00 0.00 0.00 2904.17 4.53 163.43 356.25 0.00 0.00 0.00 0.00 2724.66 2.80 100.97 327.75 0.00 0.00 0.00 0.00 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed; 1 NOV2021, 10:11AM 7{ jwoodBeam Project File: M419.ec6 j UC# : KW-06013924, Build:20.21.10.4 ESUFME, Inc. {c) ENERCALC INC 1983-2021 DESCRIPTION: BM #32: FLUSH BEAM OVER KIT. SUPPORTING BM#8 ABV: Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN M fb F'b V fv F'v Length=13.0fl 1 0.194 0.122 1.60 1.000 1.00 1.00 1.00 1.00 0.81 4.49 655.36 3384.72 1.55 55.79 456.00 Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum □Only +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D Lr Only L Only Span Max. "-" Defl Location in Span Load Combination 0.3970 7.117 Support notation : Far left is #1 Support 1 Support 2 2.254 5.022 0.346 0.346 1.476 2.714 1.822 3.060 2.168 5.022 2.254 4.704 1.735 2.974 0.885 1.629 0.692 2.308 0.346 0.346 Max. "+" Defl Location in Span 0.0000 Values in KIPS 0.000 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT 8 SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH M419 Project Descr: @ 2661 CRESTVIEW UC#: KW-06013924, Build:20.21.10.4 ESUFME, Inc. DESCRIPTION: BM#33: HEADER IN FRONT OF KIT: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Printed: 1 NOV2021, 10:26AM Project File: M419.ec6 I {c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0psi 675.0psi E : Modulus of Elasticity Fb-Ebend-xx 1,600.0ksi Fc-Prll Fe-Perp Fv Eminbend -xx 580.0ksi Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Completely Unbraced 0(1.5) Lr(0.7} Ft Density 31.210pcf D 0.084 Lr 0.12 D 0.312 0 0.1625 L 0.26 6'6 Span =4.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width= 6.50 ft, (FLR LOAD: 65.13/2) Uniform load: D = 0.0240 ksf, Tributary Width= 13.0 ft, (WALL ABV: (14+10)'13) Uniform load : D = 0.0140, Lr= 0.020 ksf, Tributary Width= 6.0 ft, (RF LOAD: 34.(9/2+1.5)) Point load : D = 1.50, Lr = 0. 70 k @ 1.0 ft, (BM#32) DESIGN SUMMARY • -• • Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = 0.931: 1 6x6 1,257.48psi 1,350.00psi +D+L 1.839ft Span# 1 0.021 in Ratio = O in Ratio= 0.099 in Ratio = O in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Raf10s Segment Length Span# M V Cd CFN · Ci c, DOnly Length = 4.50 ft 1 0.812 0.709 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length = 4.50 ft 1 0.931 0.775 1.00 1.000 1.00 1.00 +D+Lr 1.000 1.00 1.00 Length = 4.50 ft 0.772 0.688 1.25 1.000 1.00 1.00 +D+0. 750Lr+0. 750L 1.000 1.00 1.00 Length = 4.50 ft 1 0.842 0.726 1.25 1.000 1.00 1.00 +D+0.750L 1.000 1.00 1.00 Length = 4.50 ft 1 0.766 0.644 1.15 1.000 1.00 1.00 Maximum Shear Stress Ratio Section used for this sPan Iv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs Span: 1 : Lr Only nla = = = = = 2565>=360 0<360 545>•300 0<300 Span: 1 : +D+O. 750Lr+0. 750L n/a Moment \Jalues Cm Ct CL M fb F'b 0.00 1.00 1.00 1.00 2.28 986.09 1215.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 2.91 1,257.48 1350.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 3.01 1,301.94 1687.50 1.00 1.00 1.00 0.00 1.00 1.00 1.00 3.28 1,420.88 1687.50 1.00 1.00 1.00 0.00 1.00 1.00 1.00 2.75 1,188.77 1552.50 V 0.00 2.19 0.00 2.66 0.00 2.95 0.00 3.11 0.00 2.54 0.775: 1 6x6 131.76 psi 170.00 psi +D+L 0.000ft Span# 1 Sfiear iJalues Iv F'v 0.00 0.00 108.47 153.00 0.00 0.00 131.76 170.00 0.00 0.00 146.22 212.50 0.00 0.00 154.25 212.50 0.00 0.00 125.94 195.50 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT 8 SANTA ANA, CA. 92701 !Wood Beam Project Title: Engineer: Project ID: Project Oescr: UC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM#33: HEADER IN FRONT OF KIT: Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Ral10s Segment Length Span# M V Cd CFN C; c, Cm Ct Cl +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 4.50 fi 1 0.274 0.239 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections ROOT RESIDENCE/ NEWPORT BEACH M419 73 @ 2661 CRESTVIEW Printed: 1 NOV 2021, 10:26AM Project File: M419.ec6 I (c) ENERCALC INC 1983-2021 Moment v'alues Sfiear v'alues M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.37 591.65 2160.00 1.31 65.08 272.00 Load Combination Span Max. "-~ Deft Location in Span load Combination Max. "+" Defl Location in Span +D+0.750Lr+0.750l Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+0.750Lr+0. ?SOL +D+0.750l +0.60D Lr Only L Only 0.0990 2.168 Support notation : Far left is #1 Support 1 Support 2 3.488 2.363 0.585 0.585 2.438 1.605 3.023 2.190 3.252 2.030 3.488 2.363 2.877 2.043 1.463 0.963 0.814 0.426 0.585 0.585 0.0000 Values in KIPS 0.000 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH 7 4- M419 Project Descr: @ 2661 CRESTVIEW UC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM #34: FLUSH BEAM OVER KIT. SUPPORTING BM#4 ABV: CODE REFERENCES Calculations per NDS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Printed: 1 NOV 2021, 10:32AM Project File: M419.ec6 / (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb + 2,600.0 psi 2,600.0 psi 2,510.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing ilevel Truss Joist MicroLam LVL 1.9 E Completely Unbraced : Fb- Fc• Prll Fe-Perp Fv Fl D(0.1) D(0.03325i L(0.0532) 2-1.75x11.87 Span= 13.0 n 750.0 psi 285.0 psi 1,555.0 psi : Ebend-xx 1,900.0ksi Eminbend -xx 965.71 ksi Density 42.010pcf : X Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLR LOAD: 65•1.33) Point Load : D = 1.50, Lr= 1.80 k @ 12.0 ft, (BM#4) Uniform Load: D = 0.010 ksf, Tributary Width= 10.0 ft, (WALL ABV: 10•10) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.298 1 Maximum Shear Stress Ratio Section used for this span 2-1.75x11.87 Section used for this span fb: Actual = 726.25psi Iv: Actual Fb: Allowable = 2,426.52psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 7.069ft Location of maximum on span Span# where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.037 in Ratio= 4209>=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0<360 nla = = = = = Max Downward Total Deflection 0.185 in Ratio= 841 >=360 Span: 1: +0+0.750Lr+0.750L Max Upward Total Deflection O in Ratio= 0<360 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momeni v'alues Segment Length Span# M V Cct CFN Ci c, Cm Ct CL M lb F'b DOnly 0.00 Length = 13.0 ft 1 0.255 0.308 0.90 1.000 1.00 1.00 1.00 1.00 0.95 3.87 564.10 2212.02 +D+L 1.000 1.00 1.00 1.00 1.00 0.95 0.00 Length = 13.0 ft 1 0.299 0.315 1.00 1.000 1.00 1.00 1.00 1.00 0.93 4.98 726.25 2426.52 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.93 0.00 Length= 13.0 ft 0.248 0.390 1.25 1.000 1.00 1.00 1.00 1.00 0.89 4.94 721.04 2904.17 +D+0.750Lr+0. ?SOL 1.000 1.00 1.00 1.00 1.00 0.89 0.00 Length= 13.0 ft 1 0.275 0.371 1.25 1.000 1.00 1.00 1.00 1.00 0.89 5.47 797.77 2904.17 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.89 0.00 Length = 13.0 ft 1 0.252 0.266 1.15 1.000 1.00 1.00 1.00 1.00 0.91 4.70 685.62 2724.66 +0.600 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.390: 1 2-1.75x11.87 139.06 psi 356.25 psi +O+Lr 12.051 ft Span# 1 snear 'values V Iv F'v 0.00 0.00 0.00 2.19 79.10 256.50 0.00 0.00 0.00 2.49 89.75 285.00 0.00 0.00 0.00 3.85 139.06 356.25 0.00 0.00 0.00 3.66 132.06 356.25 0.00 0.00 0.00 2.41 87.09 327.75 0.00 0.00 0.00 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA 92701 Project Title: Engineer: Project ID: Project Descr: UC#: KW-06013924, Build:20.21.10.4 ESI/FME, lllC. ROOT RESIDENCE/ NEWPORT BEACH 7 S M419 @ 2661 CRESTVIEW Printed: 1 NOV 2021, 10:32AM Project File: M419.ec6 I (c) ENERCALC INC 1983-2021 DESCRIPTION: BM #34: FLUSH BEAM OVER KIT. SUPPORTING BM#4 ABV: Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN M F'b V fv F'v Lenglh=13.0fl 1 0.100 0.104 1.60 1.000 1.00 1.00 1.00 1.00 0.81 2.32 338.46 3384. 72 1.31 47.46 456.00 Overall Maximum Deflections Load Combination +D+0.750Lr+O. 750L Vertical Reactions load Combination Overall MAXimum Overall MINimum DOnly +O+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.600 Lr Only LOnly Span Max. "-" OefJ Location in Span Load Combination Max. "+" Deft Location in Span 0.1853 6.785 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.424 3.991 0.346 0.346 1.060 2.330 1.406 2.675 1.199 3.991 1.424 3.835 1.320 2.589 0.636 1.398 0.138 1.662 0.346 0.346 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Tille: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 8 DEC 2021, 3:17PM Project File: M419.ec6 / LIC#: KW-06013924, Bui!d:20.21.10.4 ESIIFME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#35: FLUSH BEAM BETWEEN KITCHEN & FAMILY RM: CODEREFERENCES Calculations per NDS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity load Combination : ASCE 7-16 Fb-1,450.0 psi Ebend-xx 1,800.0ksi Fe-Prll 1,700.0 psi Eminbend -xx 950.0ksi Wood Species DF/DF Fc-Perp 650.0psi Ebend-yy 1,700.0ksi Wood Grade 24F-E4 Fv 265.0psi Eminbend -yy 900.0ksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing Completely Unbraced 0(0.084) lr(0.12} • • 0 1.3 Lf 1.1 0 2.33 Lr 1.7) D 0.224) l 0.64 r 5.5x18 Span = 16_50 fl Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0140, L = 0.040 ksf, Tributary Width= 16.0 ft, (FLR LOAD: 65'32/2) Point Load : D = 2. 70, Lr = 2.30 k @ 5.50 ft, (BM#32:) Point Load : D = 1.60, Lr = 0.80 k@ 6.50 ft, (BM#31 :) Point Load: D = 2.330, Lr= 1.70 k@ 16.0 ft, (BM#34:) Uniform Load: D = 0.010 ksf, Extent= 0.0--» 16.50 ft, Tributary Width= 7.60 ft, (WALL ABV OVER FAMILY RM:10'10'14.5/1~ Uniform Load: D = 0.010 ksf, Extent= 0.0 --» 16.50 ft, Tributary Width= 9.20 ft, (WALL ABV OVER KIT:10'10'12/13) Uniform Load: D = 0.0140, Lr= 0.020 ksf, Extent= 8.0 --» 16.50 ft, Tributary Width= 6.0 ft, (RF LOAD ABV: 34'12/2) Point Load: D = 1.30, Lr= 1.10 k@ 14.0 ft, (BM#29:) . DESIGN SUMMARY • · • • Maximum Bending Stress Ratio = 0.925 1 Section used for this span 5.5x18 fb: Actual = 2,131.42psi Fb: Allowable = 2,304.51 psi Load Combination +D+L Location of maximum on span = 7.226fl Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.223 in Ratio= Max Upward Transient Deflection O in Ratio= Max Downward Total Deflection 0.583 in Ratio= Max Upward Total Deflection O in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max stress Raf1os Segment Length Span# M V Cd CFN C; Cr DOnly Length= 16.50 fl 1 0.613 0.383 0.90 0.977 1.00 1.00 +D+L 0.977 1.00 1.00 Length= 16.50 fl 0.925 0.594 1.00 0.977 1.00 1.00 +D+Lr 0.977 1.00 1.00 Length= 16.50 fl 1 0.653 0.390 1.25 0.977 1.00 1.00 Maximum Shear Stress Ratio = Section used for this span fv: Actual = Fv: Allowable = Load Combination Location of maximum on span = Span# where maximum occurs = 887>=360 Span: 1 : L Only 0<360 n/a 339>=330 Span: 1 : +D+0.750Lr+0.750L 0<330 n/a ~foment 'values Cm Ct CL M lb F'b 0.00 1.00 1.00 0.97 31.67 1,279.75 2087.33 1.00 1.00 0.97 0.00 1.00 1.00 0.96 52.75 2,131.42 2304.51 1.00 1.00 0.96 0.00 1.00 1.00 0.94 45.62 1,843.06 2823.72 V 0.00 6.03 0.00 10.39 0.00 8.53 0.594: 1 5.5x18 157.42 psi 265.00 psi +D+L 0.000ft Span# 1 Sllear 'values fv F'v 0.00 0.00 91.43 238.50 0.00 0.00 157.42 265.00 0.00 0.00 129.30 331.25 PA2022-009 ■ ESI/FME, INC. Project Title: ROOT RESIDENCE/ NEWPORT BEACH 7 7 1800 E. 16TH STREET, UNIT B Engineer: Project ID: M419 SANTA ANA, CA. 92701 Project Descr: @ 2661 CRESTVIEW ~ !Wood Beam UC#: KW-06013924, Build:20.21.10.4 ESIIFME, Inc. DESCRIPTION: BM#35: FLUSH BEAM BETWEEN KITCHEN & FAMILY RM: Maximum Forces & Stresses for Load Combinations Load Combination Max stress Ratios Moment Values Segment Length Span# M V +D+0.750Lr+0.750L Length= 16.50 ft 1 0.826 0.511 +D+0.750L Length = 16.50 ft 1 0.731 0.462 +0.600 Length= 16.50 ft 1 0.221 0.129 Overall Maximum Deflections Load Combination +D+0.750Lr+0. 750L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.600 Lr Only LOnty Span Cd CFN C; c, Cm Ct CL M fb 0.977 1.00 1.00 1.00 1.00 0.94 1.25 0.977 1.00 1.00 1.00 1.00 0.94 57.73 2,332.66 0.977 1.00 1.00 1.00 1.00 0.94 1.15 0.977 1.00 1.00 1.00 1.00 0.95 47.41 1,915.41 0.977 1.00 1.00 1.00 1.00 0.95 1.60 0.977 1.00 1.00 1.00 1.00 0.90 19.00 767.85 Max. "-" Defl Location in Span Load Combination 0.5833 8.190 Support notation : Far left is #1 Support 1 Support 2 12.467 16.110 5.280 5.280 6.632 8.834 11.912 14.114 9.131 13.255 12.467 16.110 10.592 12.794 3.979 5.300 2.499 4.421 5.280 5.280 Printed: 8 DEC 2021, 3:17PM Project File: M419.ec6 I (c) ENERCALC INC 1983-2021 Sfiear v'alues F'b V fv F'v 0.00 0.00 0.00 0.00 2823.72 11.18 169.32 331.25 0.00 0.00 0.00 0.00 2620.67 9.30 140.92 304.75 0.00 0.00 0.00 0.00 3468.12 3.62 54.86 424.00 Max. "+" Defl Location in Span · 0.0000 0.000 Values in KIPS PA2022-009 ■ ESIIFME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE / NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed; 1 NOV2021, 11:41AM Project File: M419.ec6 j jWoodBeam UC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM #36: FLUSH BEAM OVER HALLWAY BEHIND STAIRS: CODE REFERENCES Calculations per NDS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb+ 2,600.0 psi 2,600.0psi 2,510.0psi E : Modulus of Elasticity Fb-Ebend-xx 1,900.0ksi Fc-Prll Fc-Perp Fv Eminbend -xx 965. 71 ksi Wood Species Wood Grade Beam Bracing ilevel Truss Joist MicroLam LVL 1.9 E Completely Unbraced Ft 2-l.75l'11.87 Span" 9.0-fl 750.0psi 285.0psi 1,555.0 psi Density 42.010pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLR LOAD: 65*1.33) Uniform Load: D = 0.0140, Lr= 0.020 ksf, Tributary Width= 10.50 ft, (2ND FLR RF LOAD: 34*(18/2+1.5)) Uniform Load: D = 0.0140 ksf, Tributary Width= 14.0 ft, (WALL ABV: 14*10) Uniform Load : D = 0.0140, Lr= 0.020 ksf, Tributary Width = 1.250 ft, (1ST FLR RF LOAD: 34"2.5/2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.30!! 1 Maximum Shear Stress Ratio = Section used for this span 2-1. 75x11.87 Section used for this span fb: Actual = 946.60psi fv: Actual = Fb: Allowable = 3,067.64psi Fv: Allowable = Load Combination +D+Lr Load Combination Location of maximum on span = 4.500ft Location of maximum on span = Span# where maximum occurs = Span# 1 Span# where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.038 in Ratio= 2872>=360 Span: 1 : Lr Only Max Upward Transient Deflection Qin Ratio= 0<360 nla Max Downward Total Deflection 0.103in Ratio= 1053>=360 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0<360 nfa Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratms Moment Values Segment Length Span# M V Cd CFN C; c, Cm Ct CL M lb F'b DOnly 0.00 Length = 9.0 ft 0.265 0.201 0.90 1.000 1.00 1.00 1.00 1.00 0.97 4.11 599.49 2264.24 +D+L 1.000 1.00 1.00 1.00 1.00 0.97 0.00 Length = 9.0 ft 1 0.271 0.204 1.00 1.000 1.00 1.00 1.00 1.00 0.96 4.65 678.07 2500.65 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.96 0.00 Length = 9.0 ft 1 0.309 0.228 1.25 1.000 1.00 1.00 1.00 1.00 0.94 6.49 946.60 3067.64 +D+0.750Lr+0. 750L 1.000 1.00 1.00 1.00 1.00 0.94 0.00 Length = 9.0 ft 1 0.299 0.221 1.25 1.000 1.00 1.00 1.00 1.00 0.94 6.30 918.76 3067.64 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.94 0.00 Length = 9.0 ft 1 0.231 0.173 1.15 1.000 1.00 1.00 1.00 1.00 0.95 4.51 658.43 2845.53 0.228: 1 2-1, 75x11.87 81.29 psi 356.25 psi +D+Lr 8.015ft Span# 1 Sfiear Values V fv F'v 0.00 0.00 0.00 1.43 51.48 256.50 0.00 0.00 0.00 1.61 58.23 285.00 0.00 0.00 0.00 2.25 81.29 356.25 0.00 0.00 0.00 2.19 78.90 356.25 0.00 0.00 0.00 1.57 56.54 327.75 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 /Wood Beam Project Tille: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH 1 ~ M419 @ 2661 CRESTVIEW Printed: 1 NOV2021, 11:41AM UC#: KW-06013924, Buifd:20.21.10.4 ESI/FME, Inc. Project File: M419.ec6 j (c) ENERCALC INC 1983-2021 DESCRIPTION: BM #36: FLUSH BEAM OVER HALLWAY BEHIND STAIRS: Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momeni v'alues Segment Length Span# M V +0.60D Length = 9.0 ft 1 0.095 0.068 Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D Lr Only L Only Span Cd CFN C; c, Cm Ct CL M fb 1.000 1.00 1.00 1.00 1.00 0.95 1.60 1.000 1.00 1.00 1.00 1.00 0.91 2.47 359.70 Max. "-" Defl Location in Span Load Combination 0.1025 4.533 Support notation : Far left is #1 Support 1 Support 2 2.884 2.884 0.239 0.239 1.826 1.826 2.066 2.066 2.884 2.884 2.799 2.799 2.006 2.006 1.096 1.096 1.058 1.058 0.239 0.239 Sfiear \lalues F'b V Iv F'v 0.00 0.00 0.00 0.00 3778.23 0.86 30.89 456.00 Max. "+" DefI Location in Span 0.0000 0.000 Values in KIPS PA2022-009 ESIIFME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE / NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 1 NOV2021, 12:01PM Project File: M419.ec6 I UC#: KW-06013924, Buifd:20.21.10.4 ESUFME, Inc. {c) ENERCALC INC 1983-2021 DESCRIPTION: BM #37: DROP BEAM AT LEFT SIDE OF FAMILY RM: CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Wood Species Wood Grade Beam Bracing OF/OF 24F-V4 Completely Unbraced D(0.03325l l(0.0532) ,------------- Fb+ Fb- Fc-Prll Fe-Perp Fv Ft 5.5x11.875 Span= 13.0ft . 2400 psi 1850 psi 1650 psi 650 psi 265 psi 1100psi D{0.03325l L(0.0532) D(0.196) • D{0.098) U(0.14) E : Modulus of Elasticity Ebend-xx 1800ksi Eminbend -xx 950ksi Ebend-yy 1600ksi Eminbend -yy 850ksi Density 31.21 pcf i Applied Loads Service lo~ds entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.040 ksf, Extent = 0.0 --» 5.0 ft, Tributary Width = 1.330 ft, (FLR LOAD: 65'12/2) Uniform Load : D = 0.0140, Lr= 0.020 ksf, Extent= 5.0 --» 13.0 ft, Tributary Width= 7.0 ft, (2ND FLR RF LOAD: 34'(11/2+1.5) Uniform Load: D = 0.0140 ksf, Extent= 5.0--» 13.0 ft, Tributary Width= 14.0 ft, (WALL ABV: 14"10) Point Load: D = 0.240, Lr= 0.0550 k@6.50 ft, (DROP BM: 34'(2.5/2+1.5)+14"2]'7/2) Uniform Load : D = 0.0250, L = 0.040 ksf, Extent = 5.0 --» 13.0 ft, Tributary Width = 1.330 ft, (FLR LOAD: 65'3/2) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = 0.287. 1 5.5x11.875 678.80psi 2,363.51 psi +D+L 6.927ft Span# 1 0.048 in Ratio = O in Ratio= 0.184 in Ratio= 0 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rahos Segment Lenglh Span# M V Cd CFN Ci c, DOnly Length= 13.0 ft 0.270 0.167 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length= 13.0 ft 0.287 0.176 1.00 1.000 1.00 1.00 +D+Lr 1.000 1.00 1.00 Length = 13.0 ft 1 0.268 0.167 1.25 1.000 1.00 1.00 +D+0.750Lr+O. 750L 1.000 1.00 1.00 Length= 13.0 ft 1 0.277 0.170 1.25 1.000 1.00 1.00 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs Span: 1 : Lr Only n/a = = = = = 3263>=360 0<360 847>=360 0<360 Span: 1 : +D+O. 750Lr+0.750L n/a Momenf v'alues Cm Ct CL M fb F'b 0.00 1.00 1.00 0.99 6.19 574.96 2131.20 1.00 1.00 0.99 0.00 1.00 1.00 0.98 7.31 678.80 2363.51 1.00 1.00 0.98 0.00 1.00 1.00 0.98 8.49 788.29 2938.98 1.00 1.00 0.98 0.00 1.00 1.00 0.98 8.75 812.67 2938.98 -Desi n OK--- 0.176: 1 5.5x11.875 46.57 psi 265.00psi +D+L 12.051 ft Span# 1 Sfiear v'alues V fv F'v 0.00 0.00 0.00 1.73 39.79 238.50 0.00 0.00 0.00 2.03 46.57 265.00 0.00 0.00 0.00 2.40 55.18 331.25 0.00 0.00 0.00 2.46 56.42 331.25 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: !Wood Beam UC#: KW•06013924, Buifd:20.21.10.4 ESUFME, Inc. DESCRIPTION: BM #37: DROP BEAM AT LEFT SIDE OF FAMILY RM: Maximum Forces & Stresses for Load Combinations Load Combination ~ax Stress Rabos Segment Length Span# M V Cd CFN C; Cr Cm Ct CL +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.98 Length= 13.0 ft 0.241 0.147 1.15 1.000 1.00 1.00 1.00 1.00 0.98 +0.60D 1.000 1.00 1.00 1.00 1.00 0.98 Length = 13.0 ft 1 0.093 0.056 1.60 1.000 1.00 1.00 1.00 1.00 0.97 Overall Maximum Deflections ROOT RESIDENCE/ NEWPORT BEACH 81 M419 @ 2661 CRESTVIEW Printed: 1 NOV2021, 12:01PM Project File: M419.ec6 I (c) ENERCALC INC 1983-2021 Momeni Qalues Sfiear 'values M fb F'b V Iv F'v 0.00 0.00 0.00 0.00 7.03 652.83 2709.76 1.95 44.88 304.75 0.00 0.00 0.00 0.00 3.72 344.97 3729.40 1.04 23.87 424.00 Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+0.750Lr+0.750L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+O. 750Lr+O. 750L +D+0.750L +0.60D Lr Only L Only 0.1842 6.737 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.690 2.918 0.346 0.346 1.152 2.056 1.498 2.402 1.524 2.859 1.690 2.918 1.411 2.316 0.691 1.234 0.372 0.803 0.346 0.346 PA2022-009 ESIIFME,.INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH M419 Project Descr: @ 2661 CRESTVIEW ESl/FME, Inc. UC#: KW-06013924, Build:20.21.10.4 DESCRIPTION: BM #38: FLUSH BEAM OVER GARAGE & HALLWAY: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Wood Species Wood Grade Beam Bracing ilevel Truss Joist MicroLam LVL 1.9 E Completely Unbraced Fb+ Fb- Fc -Prll Fe-Perp Fv Ft 9 11 D{0.1) 0{0.1) 2-1.75x11.87 2-1. 75x11.87 Span= 12.0 ft Span= 10.50 ft 2,600.0psi 2,600.0psi 2,510.0psi 750.0 psi 285.0psi 1,555.0 psi Printed: 1 NOV2021, 1:27PM Project File: M419.ec6 j (c) ENERCALC INC 1983-2021 E : Modulus of Elasticity Ebend-xx 1,900.0ksi Eminbend -xx 965.71 ksi Density 42.010pcf ' D(0.0175t lr(0.025) ' ' ' D(0.196) ' ' ' ' D(0.147tlr(0.21) ' ' ' D(0.03325/ L(0.0532) ' ' ,L 2-1.75x11.87 ~ Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width= 1.330 ft, (FLR LOAD: 65"1.33) Point Load : D = 0. 750, Lr= 1.0 k @ 1.0 ft, (BM#9) Uniform Load: D = 0.010 ksf, Tributary Width= 10.0 ft, (WALL ABV: 10"10) Load for Span Number 2 Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width= 1.330 ft, (FLR LOAD: 65'1.33) Point Load : D = 0.30, Lr= 0.360 k@ 1.0 ft, (HIP RF: 34"8/2'[6/2+1.5]) Uniform Load: D = 0.010 ksf, Tributary Width= 10.0 ft, (WALL ABV: 10'10) Point Load : D = 0.30, Lr= 0.360 k@ 9.50 ft, (HIP RF: 34'8/2'[6/2+1.5]) Load for Span Number 3 Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width= 1.330 ft, (FLR LOAD: 65'1.33) Uniform Load : D = 0.0140, Lr= 0.020 ksf, Tributary Width = 10.50 ft, (2ND FLR RF LOAD: 34'(18/2+1.5)) Uniform Load: D = 0.0140 ksf, Tributary Width= 14.0 ft, (WALL ABV: 14"10) Uniform Load : D = 0.0140, Lr = 0.020 ksf, Tributary Width = 1.250 ft, (1 ST FLR RF LOAD: 34'2.512) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.339: 1 Maximum Shear Stress Ratio = Section used for this span 2-1. 75x11.87 Section used for this span fb: Actual = 1,014.61 psi fv: Actual = Fb: Allowable = 2,996.43psi Fv: Allowable = Load Combination +D+Lr Load Combination Location of m8ximum on span = 6.378ft Location of maximum on span = Span # where maximum occurs = Span #3 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.055 in Ratio = 2386>=360 Span: 3 : Lr Only Max Upward Transient Deflection -0.019 in Ratio = 6793>=360 Span: 2 : Lr Only Max Downward Total Deflection 0.146 in Ratio= 902>=360 Span: 3 : +D+Lr Max Upward Total Deflection -0.043 in Ratio= 2954>=360 Span: 2 : +D+Lr 0.352 : 1 2-1. 75x11.87 125.28 psi 356.25 psi +D+Lr 0.000ft Span# 3 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: a~ ROOT RESIDENCE/ NEWPORT BEACH (?- M419 @ 2661 CRESTVIEW Printed: 1 NOV2021, 1:27PM Jvvood Beam UC#: KW-06013924, Bui!d:20.21.10.4 ESVFME, Inc. Project File: M419.ec6 j (c) ENERCALC INC 1983-2021 DESCRIPTION: BM #38: FLUSH BEAM OVER GARAGE & HALLWAY: Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Raflos Momen[ Values Sfiear Values ·segment Length Span# M V Cd CFN C; c, Cm Ct CL M lb F'b V Iv Fv DOnly 0.00 0.00 0.00 0.00 Length= 12.0 ft 2 0.147 0.180 · 0.90 1.000 1.00 1.00 1.00 1.00 0.95 2.24 326.97 2227.02 1.28 46.07 256.50 Length= 10.50 ft 3 0.252 0.311 0.90 1.000 1.00 1.00 1.00 1.00 0.96 3.87 565.27 2246.96 2.21 79.74 256.50 Length = 11.0 ft 3 0.283 0.311 0.90 1.000 1.00 1.00 1.00 1.00 0.96 4.35 635.20 2240.63 2.21 79.74 256.50 +D+L 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 12.0 ft 2 0.171 0.188 1.00 1.000 1.00 1.00 1.00 1.00 0.94 2.87 419.09 2448.17 1.49 53.70 285.00 Length= 10.50 ft 3 0.263 0.317 1.00 1.000 1.00 1.00 1.00 1.00 0.95 4.47 652.13 2476.53 2.51 90.48 285.00 Length = 11.0 ft 3 0.289 0.317 1.00 1.000 1.00 1.00 1.00 1.00 0.95 4.89 713.10 2467.59 2.51 90.48 285.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length= 12.0 ft 2 0.142 0.222 1.25 1.000 1.00 1.00 1.00 1.00 0.91 2.88 420.62 2953.13 2.19 79.11 356.25 Length= 10.50 ft 3 0.287 0.352 1.25 1.000 1.00 1.00 1.00 1.00 0.93 5.93 884.88 3016.06 3.47 125.28 356.25 Length = 11.0 ft 3 0.339 0.352 1.25 1.000 1.00 1.00 1.00 1.00 0.92 6.96 1,014.61 2996.43 3.47 125.28 356.25 +D+0. 750Lr+0. 750L 1.000 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length = 12.0 ft 2 0.157 0.215 1.25 1.000 1.00 1.00 1.00 1.00 0.91 3.18 464.47 2953.13 2.12 76.58 356.25 Length = 10.50 ft 3 0.284 0.342 1.25 1.000 1.00 1.00 1.00 1.00 0.93 5.86 855.12 3016.06 3.38 121.95 356.25 Length= 11.0 ft 3 0.326 0.342 1.25 1.000 1.00 1.00 1.00 1.00 0.92 6.71 978.18 2996.43 3.38 121.95 356.25 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length= 12.0 ft 2 0.143 0.158 1.15 1.000 1.00 1.00 1.00 1.00 0.92 2.71 396.03 2760.63 1.44 51.79 327.75 Length = 10.50 ft 3 0.225 0.268 1.15 1.000 1.00 1.00 1.00 1.00 0.94 4.32 630.41 2807.03 2.43 87.79 327.75 Length = 11.0 ft 3 0.248 0.268 1.15 1.000 1.00 1.00 1.00 1.00 0.93 4.75 693.62 2792.51 2.43 87.79 327.75 +0.60D 1.000 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length= 12.0 ft 2 0.056 0.061 1.60 1.000 1.00 1.00 1.00 1.00 0.84 1.34 196.18 3497.92 0.77 27.64 456.00 Length = 10.50 ft 3 0.093 0.105 1.60 1.000 1.00 1.00 1.00 1.00 0.88 2.32 339.16 3650.96 1.33 47.84 456.00 Length = 11.0 ft 3 0.106 0.105 1.60 1.000 1.00 1.00 1.00 1.00 0.87 2.61 381.12 3602.60 1.33 47.84 456.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max."+" Deft Location in Span +D+0. 750Lr+0. 750L 1 0.0810 5.445 0.0000 0.000 2 0.0000 5.445 +O+lr -0.0426 6.529 +D+Lr 3 0.1462 5.916 0.0000 6.529 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 2.324 2.643 5.877 2.986 Overall MINimum 0.260 0.669 0.615 0.238 DOnly 1.409 1.953 3.844 1.880 +0+L 1.668 2.622 4.459 2.119 +D+Lr 2.324 2.203 5.877 2.986 +D+0.750Lr+0.750L 2.290 2.843 5.830 2.888 +D+0.750L 1.603 2.455 4.305 2.059 +0.60D 0.845 1.172 2.306 1.128 Lr Only 0.916 0.250 2.034 1.106 L Only 0.260 0.669 0.615 0.238 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE / NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 1 NOV2021, 1:48PM 8'1 Project File: M419.ec6 / UC#: KW-06013924, Bui!d:20.21.10.4 DESCRIPTION: BM #39: ESUFME, Inc. (c) ENERCALC INC 1983-2021 FLUSH BEAM OVER HALLWAY SUPPORTING BM#36 & #38: CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Wood Species Wood Grade Beam Bracing DFIDF 24F-V4 Completely Unbraced D{0.25j L(0.4} Fb + Fb - Fe -Prll Fc-Perp Fv Ft 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0psi E : Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend -xx 950.0ksi Ebend-yy 1,600.0ksi Eminbend -yy 850.0ksi Density 31.210pcf l I 3.5x11.875 Span= 7.0 ft I I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0250, L = 0.040 ksf, Extent= 0.0 --» 4.50 ft, Tributary Width= 10.0 ft, (FLR LOAD: 65'20/2) Point Load : D = 1.80, Lr = 1.0 k @ 4.50 ft, (BM#36:) Point Load : D = 2.20, Lr= 1.30 k@ 4.50 ft, (BM#39:) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.567. 1 Maximum Shear Stress Ratio = 0.490: 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 1,639.09psi fv: Aclual = 162.36 psi Fb: Allowable = 2,893.29psi Fv: Allowable = 331.25 psi Load Combination +D+0.750Lr+O. 750L Load Combination +D+O. 750Lr+O. 750L Location of maximum on span = 4.496ft Location of maximum on span = 6.029ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.029 in Ratio= 2886>=360 Span: 1 : Lr Only Max Upward Transient Deflection 0 in Ratio= 0<360 nta Max Downward Total Deflection 0.097 in Ratio= 864>=360 Span: 1 : +D+0.750Lr+0.750L Max Upward Total Deflection O in Ratio= 0<360 nla Maximum Forces & Stresses for Load Combinations Load Combination Max Stress RaUos Momen{ 'values Sfiear 'values Segment Length Span# M V Cd CFN C; Cr Cm Ct CL M lb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 7.0 ft 1 0.510 0.447 0.90 1.000 1.00 1.00 1.00 1.00 0.98 7.38 1,076.51 2112.55 2.96 106.68 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Lenglh = 7 .0 ft 1 0.551 0.481 1.00 1.000 1.00 1.00 1.00 1.00 0.97 8.83 1,287.82 2338.90 3.53 127.56 265.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Lenglh = 7.0 ft 0.558 0.483 1.25 1.000 1.00 1.00 1.00 1.00 0.96 11.07 1,615.31 2893.29 4.43 160.04 331.25 +D+0.750Lr+O. 750L 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Lenglh = 7.0 ft 0.567 0.490 1.25 1.000 1.00 1.00 1.00 1.00 0.96 11.24 1,639.09 2893.29 4.50 162.36 331.25 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 7.0 ft 0.462 0.401 1.15 1.000 1.00 1.00 1.00 1.00 0.97 8.47 1,235.00 2673. 70 3.39 122.34 304.75 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: UC#: KW-06013924, Build:20.21.10.4 ESUFME, Inc. ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 1 NOV2021, 1:48PM Project File: M419.ec6 I (c) ENERCALC INC 1983-2021 DESCRIPTION: BM #39: FLUSH BEAM OVER HALLWAY SUPPORTING BM#36 & #38: Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C; c, M lb F'b V fv F'v +0.60D 1.000 0.00 0.00 0.00 0.00 Length=7.0ft 1 0.178 0.151 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.95 4.43 645.91 3632. 70 1.77 64.01 424.00 Overall Maximum Deflections Load Combination +D+0.750Lr+0.750L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+O. 750Lr+0.750L +D+0.750L +0.60D Lr Only L Only Span Max. "-" Oefl Location in Span Load Combination Max. "+" Defl Location in Span 0.0972 3.679 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 3.756 4.507 1.221 0.579 2.223 2.965 3.445 3.543 3.045 4.443 3.756 4.507 3.140 3.398 1.334 1.779 0.821 1.479 1.221 0.579 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH M419 Project Descr: @ 2661 CRESTVIEW jwoodBeam UC#: KW-06013924, Build:20.21.10.4 ESUFME, Inc. DESCRIPTION: BM #40: FLUSH BEAM OVER GARAGE: CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Printed: 2 NOV 2021, 10:08AM Project File: M419.ec6 J (c) ENERCALC 1NC 1983-2021 Analysis Method : Allowable Stress Design Fb+ 2,600.0 psi E : Modulus of Elasticity Load Combination . ASCE 7-16 Fb-2,600.0 psi Ebend-xx 1,900.0ksi Fe-Prll 2,510.0 psi Eminbend -xx 965.71 ksi Wood Species ilevel Truss Joist Fe -Perp 750.0 psi Wood Grade MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.010pcf Beam Bracing Completely Unbraced D(0.5) r(0.64) 0(0.5) r(0.64)0{1.1 lr(1} OI0.1' -' ' , -0/0.03325' L .0532' ' ' ' ' . ' ~ 2-1.75x11.87 ~-- I Span== 10.50 ft I Applied Loads Seivice loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLR LOAD: 65'1.33) Uniform Load: D = 0.010 ksf, Tributary Width= 10.0 ft, (WALL ABV: 10'10) Point Load : D = 0.50, Lr= 0.640 k@ 3.50 ft, (VALLEY LOAD: 34'1612'8/2) Point Load : D = 0.50, Lr= 0.640 k@ 5.50 fl, (VALLEY LOAD: 34'1612'812) Point Load : D = 1.10, Lr = 1.0 k @ 6.50 ft, (BM#10) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.546: 1 Maximum Shear Stress Ratio Section used for this span 2-1.75x11.87 Section used for this span fb: Actual = 1,645.63psi Iv: Actual Fb: Allowable = 3,016.06psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 5.518ft Location of maximum on span Span# where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.095 in Ratio= 1325>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward Total Deflection 0.226 in Ratio= 558>=360 Span: 1 : +□+Lr Max Upward Total Deflection Qin Ratio= 0<360 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratms IIJ!oment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb □Only Length= 10.50 ft 1 0.418 0.244 0.90 1.000 1.00 1.00 1.00 1.00 0.96 6.45 940.30 +D+L 1.000 1.00 1.00 1.00 1.00 0.96 Length = 10.50 ft 1 0.423 0.248 1.00 1.000 1.00 1.00 1.00 1.00 0.95 7.18 1,046.97 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.95 Length = 10.50 ft 1 0.546 0.294 1.25 1.000 1.00 1.00 1.00 1.00 0.93 11.28 1,645.63 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 0.93 Length = 10.50 ft 1 0.514 0.282 1.25 1.000 1.00 1.00 1.00 1.00 0.93 10.62 1,549.31 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.93 = 0.294: 1 2-1.75x11.87 = 104.70 psi = 356.25 psi +D+Lr = 9.542ft = Span# 1 Sfiear 'values F'b V Iv F'v 0.00 0.00 0.00 0.00 2246.96 1.73 62.56 256.50 0.00 0.00 0.00 0.00 2476.53 1.96 70.80 285.00 0.00 0.00 0.00 0.00 3016.06 2.90 104.70 356.25 0.00 0.00 0.00 0.00 3016.06 2.78 100.35 356.25 0.00 0.00 0.00 0.00 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENC_E / NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 2 NOV 2021, 10:08AM Project File: M419.ec6 I UC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM #40: FLUSH BEAM OVER GARAGE: Maximum Forces & Stresses for Load Combinations Load Combination Max S[ress RalJOs Momeni 'values Sfiear 'values Segment Length Span# M V Cd CFN C; Cr Cm Ct CL M lb F'b V fv F'v Length= 10.50 ft 1 0.363 0.210 1.15 1.000 1.00 1.00 1.00 1.00 0.94 6.99 1,020.30 2807.03 1.90 68.74 327.75 +0.60D 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length= 10.50 ft 1 0.155 0.082 1.60 1.000 1.00 1.00 1.00 1.00 0.88 3.87 564.18 3650.96 1.04 37.54 456.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Deft Location in Span +D+Lr 0.2257 5.327 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum DOnly +O+L +O+Lr +D+0. 750Lr+0.750L +D+0.750L +0.60D Lr Only L Only Support 1 Support 2 2.866 3.040 0.279 0.279 1.754 1.873 2.033 2.152 2.866 3.040 2.797 2.958 1.963 2.082 1.052 1.124 1.112 1.168 0.279 0.279 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 2 NOV 2021, 10:18AM Project File: M419.ec6 ·I UC#: KW-06013924, Bui!d:20.21.10.4 ESUFME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM #41: FLUSH BEAM OVER GARAGE: CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Wood Species Wood Grade Beam Bracing ilevel Truss Joist MicroLam LVL 1.9 E Completely Unbraced Fb + Fb- Fc -Prll Fc-Perp Fv Ft 2,600.0 psi 2,600.0psi 2,510.0 psi 750.0psi 285.0 psi 1,555.0 psi 0(0.2) ~r(0.25) ,i, .0.063 l 00.09 0{0.75} Lr(1) 2-1.75x11.87 Span= 12.50 ft E : Modulus of Elasticity Ebend-xx 1,900.0ksi Eminbend -xx 965. 71 ksi Density 42.010pcf 0(0.056) lr(0.08) D{0.2) lf(0.25) Applied Loads Service loads entered. Load Factors wm be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width= 1.330 ft, (FLR LOAD: 65•1.33) Uniform Load: D = 0.0140 ksf, Tributary Width= 10.0 ft, (WALL ABV: 14•10) Point Load : D = 0.20, Lr = 0.250 k @ 1.50 ft, (BM#9L -2ND FLR HIP) Point Load : D = 0. 750, Lr = 1.0 k @ 8.50 ft, (BM#9R - 1 ST FLR HIP) Point Load: D = 0.20, Lr= 0.250 k@ 10.50 ft, (VALLEY@ 2ND FLR) Varying Uniform Load: D= 0.0->0.0630, Lr= 0.0->0.090 k/ft, Extent= 1.50 --» 12.50 ft, Trib Width = 1.0 ft, (2ND FLR RF LOAD: 34•[0 TO 9]/2) Uniform Load : D = 0.0140, Lr= 0.020 ksf, Tributary Width = 1.50 ft, (2ND FLR RF OVERHANG: 34•1.5) Uniform Load: D = 0.0140, Lr= 0.020 ksf, Extent= 8.50--» 12.50 ft, Tributary Width= 4.0 ft, (1ST FLR RF LOAD: 34.812) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.580 1 Maximum Shear Stress Ratio = 0.370: 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb: Actual = 1,699.31 psi fv: Actual = 131.87 psi Fb: Allowable = 2,929.37psi Fv: Allowable = 356.25psi Load Combination +D+Lr Load Combination +O+Lr Location of maximum on span = 8.485ft Location of maximum on span = 11.542ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.131 in Ratio= 1141 >=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<360 nta Max Downward Total Deflection 0.338 in Ratio = 443>=360 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0<360 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Siress Ra,.lios Momeni Values snear 'values Segment Length Span# M V Cd CFN Ci c, Cm Ct CL M fb F'b V Iv F'v DOnly 0.00 0.00 0.00 0.00 Length= 12.50 ft 1 0.451 0.298 0.90 1.000 1.00 1.00 1.00 1.00 0.95 6.86 1,000.11 2219.70 2.12 76.36 256.50 +D+L 1.000 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length = 12.50 ft 0.470 0.304 1.00 1.000 1.00 1.00 1.00 1.00 0.94 7.85 1,145.88 2437.64 2.40 86.52 285.00 +D+Lr 1.000 · 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH 89 M419 @ 2661 CRESTVIEW Printed: 2 NOV2021, 10:18AM Project File: M419.ec6 j UC#: KW-06013924, Build:20.21.10.4 ESVFME, Inc. {c) ENERCALC INC 1983-2021 DESCRIPTION: BM #41: FLUSH BEAM OVER GARAGE: Maximum Forces & Stresses for Load Combinations load Combination Max Slre$S Ra[10s Moment Qalues Sfiear v'alues Segment Length Span# M V Cd CFN C; Cr Cm ct CL M fb F'b V Iv F'v ·Length= 12.50 ft 1 0.580 0.370 1.25 1.000 1.00 1.00 1.00 1.00 0.90 11.65 1,699.31 2929.37 3.65 131.87 356.26 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 0.90 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.554 0.353 1.25 1.000 1.00 1.00 1.00 1.00 0.90 11.12 1,622.70 2929.37 3.48 125.62 356.25 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.90 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.404 0.256 1.15 1.000 1.00 1.00 1.00 1.00 0.92 7.60 1,109.23 2743.18 2.33 83.98 327.75 +0.60D 1.000 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length= 12.50 ft 1 0.174 0.100 1.60 1.000 1.00 1.00 1.00 1.00 0.83 4.11 600.06 3442.20 1.27 45.82 456.00 Overall Maximum Deflections load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 0.3380 6.569 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum DOnly +O+L +O+Lr +D+0.750Lr+O. 750L +D+0.750L +0.600 Lr Only L Only Support 1 Support 2 2.848 4.151 0.333 0.333 1.875 2.425 2.208 2.757 2.839 4.151 2.848 3.969 2.125 2.674 1.125 1.455 0.964 1.726 0.333 0.333 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTAANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH q 0 M419 Project Descr: @ 2661 CRESTVIEW Printed: 2 NOV2021, 11:02AM jwoodBeam Project File: M419.ec6 • j UC#: KW-06013924, Build:20.21.10.4 ESUFME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM #42: DROP MAIN BEAM OVER GARAGE: CODE REFERENCES Calculations per NOS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable-Stress Design Load Combination: ASCE 7-16 Wood Species Wood Grade Beam Bracing DF/DF 24F-V4 Completely Unbraced l ~ Fb + Fb- Fc-Prll Fc-Perp Fv Ft 0{0 .. 00574tLtJo.or2i 7 Djg.002at lf(O.°S4) V 6.75Jtl9.5 2,400.0psi 1,850.0 psi 1,650.0 psi 650.0psi 265.0 psi 1,100.0 psi E : Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend -xx 950.0ksi Ebend-yy 1,600.0ksi Eminbend -yy 850.0ksi Density 31.210pcf "'"''["' • l Span=21.0fl f----------------------- Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.040 ksf, Extent= 8.50 --» 21.0 ft, Tributary Width= 11.250 ft, (FLR LOAD: 65'22.5/2) Uniform Load: D = 0.0140 ksf, Extent= 0.0--» 8.50 ft, Tributary Width= 8.30 ft, (WALL ABV: 14'10'10/12) Point Load: D = 2.430, Lr= 1.730 k@8.50 ft, (BM#41R) Point Load : D = 1. 750, Lr= 1.110 k@ 13.0 ft, (BM#40L) Point Load: D = 1.950, Lr= 0.250 k@ 17.50 ft, (BM#38) Uniform Load : D = 0.010 ksf, Extent = 8.50 --» 21.0 ft, Tributary Width = 16.0 ft, (WALL ABV: 10'10'[1 + 7.5/12]) Uniform Load: D = 0.0140, Lr= 0.020 ksf, Extent= 8.50 --» 12.50 ft, Tributary Width= 0.20 ft, (1ST FLR RF LOAD: 34'(2/2+1. Uniform Load: D = 0.0140, Lr= 0.020 ksf, Extent= 8.50 --» 12.50 ft, Tributary Width= 0.410 ft, (2ND FLR RF LOAD: 34'(10/2: Uniform Load : D = 0.0250, L = 0.040 ksf, Extent= 0.0 --» 8.50 ft, Tributary Width= 2.0 ft, (FLR LOAD: 65'2) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span lb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection 0.765 1 6.75x19.5 1,700.68psi 2,224.15psi +D+L 11.726ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs Span: 1 : L Only nta Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.188 in Ratio= O in Ratio= 0.673 in Ratio = O in Ratio= 1339>=360 0<360 374>=320 0<320 Span: 1 : +D+0.750Lr+0.750L nfa Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratros Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb DOnly Length= 21.0ft 0.590 0.354 0.90 0.927 1.00 1.00 1.00 1.00 0.97 42.07 1,180.21 +D+L 0.927 1.00 1.00 1.00 1.00 0.97 F'b 0.00 2001.74 0.00 0.463 : 1 6.75x19.5 122.81 psi 265.00 psi +D+L 19.391 fl Span# 1 Sfiear Ualues V fv F'v 0.00 0.00 0.00 7.41 84.47 238.50 0.00 0.00 0.00 PA2022-009 ESI/FME, INC. Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH M419 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Descr: @ 2661 CRESTVIEW LIC#: KW•06013924, Bulld:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM #42: DROP MAIN BEAM OVER GARAGE: Maximum Forces & Stresses for Load Combinations Printed: 2NOV2021, 11:02AM Project File: M419.ec6 j (c) ENERCALC INC 1983-2021 Load Combination Max Stress Rahos Momeni 'values Sllear 'Values Segment Length Span# M V Length = 21.0 ft 1 0.765 0.463 +D+Lr Length = 21.0 ft 1 0.548 0.311 +D+0. 750Lr+0. 750L Length = 21.0 ft 0.657 0.384 +D+0.750L Length = 21.0 ft 1 0.614 0.372 +0.60D Length = 21.0 ft 1 0.200 0.120 Overall Maximum Deflections Load Combination +D+0.750Lr+0. 750L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D Lr Only L Only Span Cd CFN C; c, Cm Ct CL M 1.00 0.927 1.00 1.00 1.00 1.00 0.97 60.63 0.927 1.00 1.00 1.00 1.00 0.97 1.25 0.927 1.00 1.00 1.00 1.00 0.95 54.35- 0.927 1.00 1.00 1.00 1.00 0.95 1.25 0.927 1.00 1.00 1.00 1.00 0.95 65.14 0.927 1.00 1.00 1.00 1.00 0.95 1.15 0.927 1.00 1.00 1.00 1.00 0.96 55.99 0.927 1.00 1.00 1.00 1.00 0.96 1.60 0.927 1.00 1.00 1.00 1.00 0.92 25.24 Max. "-" Oefl Location in Span Load Combination 0.6734 10.807 Support notation : Far !eft is #1 Support 1 Support 2 8.324 12.450 2.216 4.089 5.523 8.169 7.740 12.257 7.042 9.789 8.324 12.450 7.185 11.235 3.314 4.901 1.519 1.620 2.216 4.089 fb F'b V fv F'v 1,700.68 2224.15 10.78 122.81 265.00 0.00 0.00 0.00 0.00 1,524.71 2780.19 9.03 102.93 331.25 0.00 0.00 0.00 0.00 1,827.28 2780.19 11.15 127.07 331.25 0.00 0.00 0.00 0.00 1,570.50 2557.78 9.94 113.23 304.75 0.00 0.00 0.00 0.00 708.13 3545.14 4.45 50.68 424.00 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT 8 SANTA ANA, CA. 92701 Jwood Beam Project Title: Engineer: Project ID: _Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 2 NOV2021, 11:00AM· Project File: M419.ec6 I UC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM #43: 2-CAR GARAGE DR. HEADER: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Wood Species Wood Grade Beam Bracing OF/OF 24F-V4 Completely Unbraced Fb + Fb- Fc-Prll Fe -Perp Fv Ft H 2,400.0psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0psi 1,100.0 psi c·oo 01 E: Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend -xx 950.0ksi Ebend-yy 1,600.0ksi Eminbend • yy 850.0ksi Density 31.210pcf Spc.1=16W!t Applied Loads Service loads entered. Load Factors will be applied for Calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0250, L = 0.040 ksf, Extent= 6.50 --» 16.50 ft, Tributary Width= 6.250 ft, (FLR LOAD: 65*12.5/2) Uniform Load: D = 0.0140 ksf, Extent= 0.0 --» 6.50 ft, Tributary Width= 1.0 ft, (WALL ABV: 14*10*1/12) Point Load : D = 1.90, Lr = 1.0 k @ 6.50 ft, (BM#41 L) Point Load : D = 1.560, Lr = 0.920 k @ 15.50 ft, (BM#38) Uniform Load: D = 0.010 ksf, Extent= 6.50 --» 16.50 ft, Tributary Width= 3.750 ft, (WALL ABV: 10*10*(4.5/12)) Uniform Load : D = 0.0140, Lr= 0.020 ksf, Extent= 6.50 --» 16.50 ft, Tributary Width= 2.50 ft, (1ST FLR RF LOAD: 34*(2/2+1. Uniform Load: D = 0.0140, Lr= 0.020 ksf, Extent= 6.50 --» 16.50 ft, Tributary Width= 5.0 ft, (2ND FLR RF LOAD: 34*(10/2)) Uniform Load: D = 0.0140 ksf, Extent= 6.50 --» 16.50 ft, Tributary Width= 10.0 ft, (WALL ABV: 14*10) Uniform Load: D = 0.0250, L = 0.040 ksf, Extent= 0.0 --» 6.50 ft, Tributary Width= 0.20 ft, (FLR LOAD: 65*2*1/12) Uniform Load : D = 0.0140, Lr= 0.020 ksf, Extent= 0.0 --» 6.50 ft, Tributary Width= 5.50 ft, (1ST FLR RF LOAD: 34*(8/2+1.5)) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where _maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = 0.548 1 5.5x16 1,271.91 psi 2,322.73psi +D+L 8.370ft Span# 1 0.121 in Ratio= O in Ratio= 0.423 in Ratio = O in Ratio= Maximum Forces & Stresses for Load Combinations Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs Span: 1 : Lr Only nla = = = = = 1636>=360 0<360 467>=320 0<320 Span: 1 : +D+0.750Lr+0.750L n/a Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b D Only 0.00 Length= 16.50 ft 1 0.462 0.242 0.90 0.988 1.00 1.00 1.00 1.00 0.97 18.97 969.83 2100.58 0.309 : 1 5.5x16 81.94 psi 265.00 psi +D+l 15.175ft Span# 1 Shear Values V fv F'v 0.00 0.00 0.00 3.39 57. 71 238.50 PA2022-009 ■ ESIIFME, INC. 1800 E. 16TH STREET, UNIT 8 SANTA ANA, CA. 92701 !Woocl Beam Project Tille: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 2 NOV 2021, 11 :ODAM Project File: M419.ec6 j UC#: KW-06013924, Buikl:20.21.10.4 ESIIFME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM #43: 2-CAR GARAGE DR. HEADER: Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Ral10s Momeni 'values snear 'values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M +D+L 0.988 1.00 1.00 1.00 1.00 0.97 Length= 16.50 fl 1 0.548 0.309 1.00 0.988 1.00 1.00 1.00 1.00 0.97 24.87 +D+Lr 0.988 1.00 1.00 1.00 1.00 0.97 Length= 16.50 ft 1 0.492 0.242 1.25 0.988 1.00 1.00 1.00 1.00 0.95 27.51 +D+0.750Lr+0.750L 0.988 1.00 1.00 1.00 1.00 0.95 Length = 16.50 fl 0.531 0.280 1.25 0.988 1.00 1.00 1.00 1.00 0.95 29.70 +D+0.750L 0.988 1.00 1.00 1.00 1.00 0.95 Length= 16.50 ft 1 0.451 0.249 1.15 0.988 1.00 1.00 1.00 1.00 0.96 23.38 +0.600 0.988 1.00 1.00 1.00 1.00 0.96 Length= 16.50 ft 1 0.163 0.082 1.60 0.988 1.00 1.00 1.00 1.00 0.93 11.38 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+O. 750Lr+O. 750L Vertical Reactions Load Combination Overall MAXimum Overall MINimum □Only +O+L +O+Lr +D+0.750Lr+0.750L +D+0.750L +0.600 Lr Only LOnty 0.4234 8.370 Support notation : Far left is #1 Support 1 Support 2 5.101 8.700 0.799 1.753 3.234 5.552 4.033 7.305 4.925 7.997 5.101 8.700 3.834 6.867 1.940 3.331 1.691 2.444 0.799 1.753 fb F'b V Iv F'v 0.00 0.00 0.00 0.00 1,271.91 2322.73 4.81 81.94 265.00 0.00 0.00 0.00 0.00 1,406.99 2861.34 4.71 80.31 331.25 0.00 0.00 0.00 0.00 1,518.68 2861.34 5.45 92.83 331.25 0.00 0.00 0.00 0.00 1,195.50 2649.11 4.45 75.88 304.75 0.00 0.00 0.00 0.00 581.90 3559.07 2.03 34.63 424.00 Max. "+" Defl Location in Span 0.0000 Values in KIPS 0.000 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE / NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 2 NOV2021, 11:45AM Project File: M419.ec6 j LIC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM #44: 1-CAR GARAGE DR. HEADER: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb + Fb- 1350 psi 1350 psi 925 psi 625psi 170 psi 675psi E : Modulus of Elasticity Ebend-xx 1600 ksi Fc -Prll Fc-Perp Fv Eminbend -xx 580ksi Wood Species Wood Grade Douglas Fir-Larch No.1 Ft Density 31.21 pcf Beam Bracing Completely Unbraced 1%00-I~ 1..n1JQT ~------~-----~;,01.a..... ______ ---~------~ ~------~------(;(,(\.~~C:J -~---···-----------~ [);.\.lG31:i LiOll r Spa,, "'8.f-0 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Widlh = 3.250 ft, (FLR LOAD: 65'9*4.5/12.5) Uniform Load : D = 0.0140 ksf, Tributary Width= 7.20 ft, (WALL ABV: 14"10'9/12.5) Uniform Load : D = 0.010 ksf, Tributary Width= 2.50 ft, (WALL ABV: 10'10'[3/12.5]) Uniform Load : D = 0.0140, Lr= 0.020 ksf, Tributary Width= 3.50 ft, (1ST FLR RF LOAD: 34'(4/2+1.5)) Uniform Load : D = 0.0140, Lr= 0.020 ksf, Tributary Width= 3.50 ft, (2ND FLR RF LOAD: 34'(6/2+1.5)'9/12.5) Uniform Load : D = 0.0140 ksf, Tributary Width= 7.20 ft, (WALL ABV: 14'10'9/12.5) Uniform Load : D = 0.0140, Lr= 0.020 ksf, Tributary Width = 1.50 ft, (1ST FLR RF LOAD: 34"4/2"9/12.5) DESIGN SUMMARY Maximum Bending Stress Ratio = o.s:m 1 Maximum Shear Stress Ratio = Section used for this span 6x10 Section used for this span fb: Actual = 744.31 psi fv: Actual = Fb: Allowable = 1,341.04psi Fv: Allowable = Load Combination +D+L Load Combination Location of maximum on span = 4.250ft Location of maximum on span = Span# where maximum occurs = Span# 1 Span# where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.032 in Ratio= 3193>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward T ota1 Deflection 0.125 in Ratio= 818 >=320 Span: 1 : +D+0.750Lr+0.750L Max Upward Total Deflection O in Ratio= 0<320 nfa Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momen[ v'alues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V □Only 0.00 0.00 Length= 8.50 ft 1 0.475 0.286 0.90 1.000 1.00 1.00 1.00 1.00 0.99 3.96 574.01 1207.83 1.52 +D+L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 Length = 8.50 ft 0.555 0.333 1.00 1.000 1.00 1.00 1.00 1.00 0.99 5.13 744.31 1341.04 1.97 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 Length = 8.50 ft 0.476 0.285 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.49 796.71 1673.08 2.11 +D+0. 750Lr+0. 750L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.333: 1 6x10 56.67 psi 170.00 psi +D+L 0.000ft Span# 1 Sfiear Values Iv F'v 0.00 0.00 43.71 153.00 0.00 0.00 56.67 170.00 0.00 0.00 60.66 212.50 0.00 0.00 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT 8 SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 2 NOV2021, 11:45AM Project File: M419.ec6 I UC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. (c} ENERCALC INC 1983-2021 DESCRIPTION: BM #44: 1-CAR GARAGE DR. HEADER: Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Ra(10s rvlomenf 'Values Segment Length Span# M V Cd CFN Ci c, Cm Ct CL M fb Length = 8.50 ft 1 0.519 0.311 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.99 868.76 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.99 Length = 8.50 ft 1 0.456 0.273 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.84 701.73 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 Length = 8.50 ft 1 0.161 0.096 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.37 344.40 Overall Maximum Deflections Load Combination Span Max. "~" Deft Location in Span Load Combination 0.1246 4.281 +D+0.750Lr+0.750L Vertical Reactions Support notation : Far left is #1 Load Combination Overall MAXimum Overall MINimum DOnly +D+L +O+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D Lr Only L Only Support 1 Support 2 2.818 2.818 0.553 0.553 1.862 1.862 2.415 2.415 2.585 2.585 2.818 2.818 2.277 2.277 1.117 1.117 0.723 0.723 0.553 0.553 Sfiear Values F'b V fv F'v 1673.08 2.30 66.15 212.50 0.00 0.00 0.00 0.00 1540.44 1.86 53.43 195.50 0.00 0.00 0.00 0.00 2135.34 0.91 26.22 272.00 Max. "+" Deft Location in Span 0.0000 Values in KIPS 0.000 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH q 4, M419 @ 2661 CRESTVIEW Printed: 2 NOV2021, 12:11PM Project File: M419.ec6 J UC#; KW-06013924, Build:20.21.10.4 ESI/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM #45: DROP BEAM AT RIGHT SIDE OF PATIO: CODE REFERENCES Calculations per NDS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb + 2400 psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing OF/OF 24F-V4 Completely Unbraced .----~~~IJ'--J.11U-,--,_,,,Lr(0.8) Fb- Fe-Prll Fe-Perp Fv Ft 0.168 D 0.14375 L 0.23 5.5x9.5 Span=11.0ft 1850 psi Ebend-xx 1800ksi 1650 psi Eminbend -xx 950ksi 650 psi Ebend-yy 1600ksi 265psi Eminbend -yy 850ksi 1100psi Density 31.21 pcf O{O.O•milr(0.07) D{0.65) Lr{0.71) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 5. 750 ft, (FLR LOAD: 65.11.5/2) Uniform Load: D = 0.0140 ksf, Tributary Width= 12.0 ft, (WALL ABV: 14•12) Uniform Load : D = 0.0140, Lr= 0.020 ksf, Extent= 0.0 --» 2.50 ft, Tributary Width= 5.50 ft, (1ST FLR RF LOAD: 34.(8/2+1.5)) Point Load: D = 0.520, Lr= 0.60 k@ 1.0 ft, (BM#12R) Point Load: D = 0.720, Lr= 0.80 k@2.50 ft, (BM#16L) Point Load: D = 0.650, Lr= 0.710 k@ 7.0 ft, (BM#16R) Uniform Load : D = 0.0140, Lr= 0.020 ksf, Extent= 7.0 --» 11.0 ft, Tributary Width= 3.50 ft, (1ST FLR RF LOAD: 34.(4/2+1.5)) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = 0.680 1 5.5x9.5 1,616.30psi 2,377.43psi +O+L 5.580ft Span# 1 0.108 in Ratio= O in Ratio= 0.402 in Ratio = O in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Segment Length OOnly Length = 11.0 ft +D+L Length = 11.0 ft +D+Lr Length = 11.0 ft +D+0.750Lr+0.750L Max Stress Ratms Span# M V Cd CFN 1 0.519 0.354 0.90 1.000 1.000 0.680 0.437 1.00 1.000 1.000 1 0.531 0.397 1.25 1.000 1.000 Ci c, 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Maximum Shear Stress Ratio Section used for this span Iv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs Span: 1 : L Only n/a = = = = 1225 >=360 0<360 328>=320 0<320 Span: 1 : +0+0.750Lr+0.750L n/a Moment Values M fb F'b 0.00 1.00 1.00 0.99 7.67 1,111.85 2142.02 1.00 1.00 0.99 0.00 1.00 1.00 0.99 11.14 1,616.30 2377.43 1.00 1.00 0.99 0.00 1.00 1.00 0.99 10.84 1,573.05 2963.21 1.00 1.00 0.99 0.00 V 0.00 2.94 0.00 4.03 0.00 4.58 0.00 0.437 : 1 5.5x9.5 115.78psi 265.00psi +D+L 0.000ft Span# 1 Sliear Values Iv F'v 0.00 0.00 84.50 238.50 0.00 0.00 115.78 265.00 0.00 0.00 131.37 331.25 0.00 0.00 PA2022-009 1800 E. 16TH STREET, UNIT B Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH M419 SANTA ANA, CA. 92701 ■ ESI/FME, INC. Project Descr: @ 2661 CRESTVIEW Printed: 2NOV2021, 12:11PM JWoodBeam UC#: KW-06013924, Build:20.21.10A ESl/FME, Inc. Project File: M419.ec6 J {c) ENERCALC INC 1983-2021 DESCRIPTION: BM #45: DROP BEAM AT RIGHT SIDE OF PATIO: Maximum Forces & Stresses for Load Combinations Load Combination Max stress Ratios Momeni 'Values Sfiear Qalues Segment Length Span# M V Cct CFN C; c, Cm Ct CL M Length = 11.0 It 1 0.620 0.432 1.25 1.000 1.00 1.00 1.00 1.00 0.99 12.66 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.99 Length = 11.0 It 1 0.546 0.354 1.15 1.000 1.00 1.00 1.00 1.00 0.99 10.27 +0.600 1.000 1.00 1.00 1.00 1.00 0.99 Length = 11.0 ft 1 0.177 0.120 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.60 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+0.750Lr+0.750L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+O. 750Lr+O. 750L +D+0.750L +0.600 Lr Only L Only 0.4023 5.460 Support notation : Far left is #1 Support 1 Support 2 5.485 4.244 1.265 1.265 3.249 2.584 4.514 3.849 4.965 3.532 5.485 4.244 4.197 3.532 1.949 1.550 1.716 0.949 1.265 1.265 fb F'b V fv F'v 1,835.73 2963.21 4.99 143.11 331.25 0.00 0.00 0.00 0.00 1,490.18 2729.39 3.76 107.96 304.75 0.00 0.00 0.00 0.00 667.11 3775.90 1.77 50.70 424.00 Max. "+" Def! Location in Span 0.0000 Values in KIPS 0.000 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH tj €, M419 Project Descr: @2661 CRESTVIEW UC#: KW-06013924, Bui!d:20.21.10.4 DESCRIPTION: BM#46: CODE REFERENCES ESI/FME, Inc. DROP BEAM AT REAR OF PATIO: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Printed: 2 NOV 2021, 1 :24PM Project File: M419.ec6 j (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb+ 900.0psi 900.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing ! Douglas Fir-Larch No.2 Completely Unbraced Fb - Fe-Prll Fe-Perp Fv Ft 00.07 LI0.1) D 0.168} D{0.03325J l(0.0532} 4x10 Span :cc:c 11.0 ft 1,350.0 psi 625.0 psi 180.0psi 575.0psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf 1 i __ Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D; 0.0250, L; 0.040 ksf, Tributary Width; 1.330 ft, (FLR LOAD: 65*1.33) Uniform Load: D; 0.0140 ksf, Tributary Width; 12.0 ft, (WALL ABV: 14*12) Uniform Load: D; 0.0140, Lr; 0.020 ksf, Tributary Width; 5.0 ft, (RF LOAD: 34*(7/2+1.5)) DESIGN SUMMARY Maximum Bending Stress Ratio ; 0.948: 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span lb: Actual ; 1,205.36psi fv: Actual Fb: Allowable ; 1,271.38psi Fv: Allowable Load Combination +O+L Load Combination Location of maximum on span ; 5.500ft Location of maximum on span Span# where maximum occurs ; Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.090 in Ratio= 1471 >=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<360 n/a ; ; ; ; ; Max Downward Total Deflection 0.353 in Ratio= 374>=300 Span: 1 : +D+O. 750Lr+0. 750L Max Upward Total Defleclion 0 in Ratio= 0<300 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Siress Ratios Momeni Values Segment Length Span# M V Cd CFN Ci Cr Cm ct CL M lb F'b D Only 0.00 Length = 11.0 ft 1 0.882 0.377 0.90 1.200 1.00 1.00 1.00 1.00 0.98 4.21 1,011.90 1147.09 +D+L 1.200 1.00 1.00 1.00 1.00 0.98 0.00 Length= 11.0 ft 1 0.948 0.404 1.00 1.200 1.00 1.00 1.00 1.00 0.98 5.01 1,205.36 1271.38 +D+Lr 1.200 1.00 1.00 1.00 1.00 0.98 0.00 Length = 11.0 ft 0.872 0.369 1.25 1.200 1.00 1.00 1.00 1.00 0.97 5.72 1,375.54 1578.15 +D+0. 750Lr+0.750L 1.200 1.00 1.00 1.00 1.00 0.97 0.00 Length ; 11.0 ft 1 0.906 0.384 1.25 1.200 1.00 1.00 1.00 1.00 0.97 5.95 1,429.73 1578.15 +D+0.750L 1.200 1.00 1.00 1.00 1.00 0.97 0.00 Length = 11.0 ft 1 0.795 0.337 1.15 1.200 1.00 1.00 1.00 1.00 0.98 4.81 1,156.99 1456.17 +0.600 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.404 : 1 4x10 72.75 psi 180.00 psi +D+L 10.237ft Span# 1 Sflear Values V fv F'v 0.00 0.00 0.00 1.32 61.08 162.00 0.00 0.00 0.00 1.57 72.75 180.00 0.00 0.00 0.00 1.79 83.02 225.00 0.00 0.00 0.00 1.86 86.29 225.00 0.00 0.00 0.00 1.51 69.83 207.00 0.00 0.00 0.00 PA2022-009 ESIIFME, INC. 1800 E. 16TH STREET, UNIT 8 SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: UC#: KW-06013924, Bui!d:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM#46: DROP BEAM AT REAR OF PATIO: Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Length=11.0ft 1 0.304 0.127 1.60 1.200 1.00 1.00 1.00 1.00 0.96 Overall Maximum Deflections ROOT RESIDENCE/ NEWPORT BEACH q q M419 @ 2661 CRESTVIEW Printed: 2 NOV2021, 1:24PM Project File: M419.ec6 J (c) ENERCALC INC 1983-2021 Moment Values Shear Values M fb F'b V fv F'v 2.53 607.14 1995.74 0. 79 36.65 288.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750Lr+0.750L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D Lr Only L Only 0.3527 5.540 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 2.162 2.162 0.293 0.293 1.530 1.530 1.823 1.823 2.080 2.080 2.162 2.162 1.750 1.750 0.918 0.918 0.550 0.550 0.293 0.293 PA2022-009 ~IFORTE'E 0 [j] MEMBER REPORT Level, BM#47: Fir Jst over F.R./L.R. supporting bearing wall 1 piece(s) 11 7 /8" TJI® 360@ 16" OC Overall length: 18' 11" 18' Al! locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results··-'. __ _Act,ua, @_Location . Allovied Res'ult LOF Lo.id: Combination (J:iattern) Member Reaction (lbs) 1063@4 1/2. 1505 (3.50") Passed (71%) 1.00 1.0 D + 1.0 L (All Spans) Shear {lbs) 1033 @5 1/2" 1705 Passed (61%) 1.00 1.0 D + 1.0 L (All Spans) Moment {Ft-lbs) 4756@ 8' 13/16" 6180 Passed (77%) 1.00 1.0 D + 1.0 L (All Spans) I ~ Live load Defl. (in) 0.311@ 9' 2 13/16" 0.454 Passed (1/700) --1.0 D + 0.75 L + 0.75 Lr {All Spans) Total Load Defl. (in) 0.658@ 9' 1 7/8" 0.727 Passed (IJ331) --1.0 D + 0.75 l + 0.75 Lr (All Spans) TJ-Pro1.-i Rating 40 40 Passed ---- • Oeflec.tloo criteria: ll (L/460) and TL (l/300). • Allowed moment does not reflect the adjustment for the beam stab.lily factor. • A structural analysis of the cled has not been perfOlmed. • Dellectioo analysis Is based on composite action w;th a single layer of 19/32" Weyeihaeuser Edge"' Panel (20" Span Ratlng) that is glued and nailed d<rnn. • Additional ronsldaatloos for the Tl-Pro"' Rating Include: llooe. . · . ___ Bearing length ... ·•·· loads to Supports (lbs) . Supports . • . Tot.al .Available Required Dead Floor Live Roof Live -Tot.al A(ce$sories I-stud wan-OF 5.50' 4.25~ 1.75~ 568 504 180 1252 11/4" Rim Board 2-studwaH-DF s.so· s.S{r 1.75ff 436 504 86 1026 Blocklog • Rim Board Is aSS\lmed to carry all loads appEed directly above !t, bojpassmg the membet being deslgned. • B.'ocking Panels are assumed to carry no loads applied directfy aoove them and the full load Is appl'a:I to the member being cles..'<]ned. •. Br.icing Interva.ls · ... -. .. .. . .. , ., . Lateral Bracing -.• Top Edge (Lu) 4' 2' o/c Bottom Edge (Lu) 18' 10' o/C •TJI jolsts are ooly analyzed using Maximum Allowatk bracing solutions. •Miiximum allowab!e bracing lntemls based oo applied load. ·. . - Comments Ve'rt"iC31 i.oads • .•.·.·. .· ·spacing .. .·· Location ··. . 1 -Unifo,m {PSF) 0 to 18' 11· 16" 2 -Point {PLF) 6' 3' 16" 3 -Polnt (PLF) 6' 3• 16" WeVerhaeUser Note·s : .. _-_· .. -: _: · . Dead floor live • Roof Live (0.90) · ... (1.00) (non~snow: 1.25) • .... . Comments . , -.-_ 25.0 40.0 Default LOod 140.0 -200.0 RF LOAD: 34*20/2 140.0 WALLABY: 10*14 . _---, ·.· . + 0 System:fbof /00 PASSED Member Type: Joist Builcfr,g Use : Residential Builcfing Code : IBC 2018 Des:,gfJ Metho:lo!ogy : ASD Weyerhaeu5ef" warrants that the sizing of its products will be In a«ord3nce with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly iisdalms any other warranties related to the software. Use of this software ls not lnteoded to dn:umve,,t the need for a deslgo professiooal as detemlined by the authOfity having jurisdction. The des.lgoer of record, builder or framer is responsible to ass1J(e that this c.aku!atioo Is compatible with the O','eral project. Accessories (Rim Board, Blocking Panels aod Squash Blocks) are not desk)ned tJt this software. Products manufactured at \'feyemaeuser faci&"ties are thkd--party certified to sustalnab!e forestry s@ndards. Weyahaeuser Engineered Lumber Products have been evaluated b>/ ICC-ES under evatualion reports ESR-1153 and ESR-1387 andjor tested in accordance with applkable ASTI-1 standards. FOf current rode evaluatiorl reports, Weyerhaeuser product literature and instaP.alion detalls refer to v.wt1.weyerhaeuser.corrVwoodproducWdocurnent·library. The product app!':,c.ation, input desigo loads, dimen:sions aod support Information have been provided IJ/ forteWE8 Software Operator forteWEB Software Operator Job Notes M419 ROOT RESJDEtlC£@ ESI/FME, INC 2661 CRESTVIEW DR. NEWPORT BEACII, CA A Wtyerhaeu;er 11/1/2021 9:09:27 PM lJfC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 File Name: M419 ROOT Pagel/! PA2022-009 ~IFORTE'lm.ll SOLUTIONS REPORT Level, BM#48 : Fir. Jst over Garage & Powder RM: Current Solution: 1 piece(s) 11 7 /8" TJI® 230@ 16" OC O,tera!I Length; 34' 4" + 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. oesign·aesU1ts -•· Actual@ LocaHon ·. Allowed .: Result . Member Reaction (lbs) 1452@ 12' 8 1/4ff 2790 (5.25") Passed (52%) Shear (lbs) 829 @ 12' 5 112· 1821 Passed (46%) Moment (Ft~lbs) -1592@ 12'81/4" 4215 Passed (38%} live Load Defl. (in) 0.065 @ 6' 2 5/8" 0.308 Passed (l/999+) Total Load Defl. (in) 0.120@ 6' 3 9/16" 0.410 Passed (l/999+) Tl-Prom Rating 55 40 Passed All PrO_d-U(:t' SolutiO"rls ·.· . · ..... . · .. ... .. .. Depth . ,,, __ ,. ;', ',• ·.· ••.· .· . . ·· . Series . . . 117/8' TJI® 110 14" TJI® 110 117/8" TJI® 210 14" TJI® 210 16" TJI® 210 11 7/8' TJI®230 .·· LDF --Lo.id: CombfnaHon (Pattern) ___ 1.00 1.0 D + 1.0 L (Adj Spans) 1.00 1.0 D + 1.0 l (Adj Spans) 1.00 1.0 0 + 1.0 L (Adj Spans} .. 1.0 D + 1.0 L (Alt Spans} " 1.0 D + 1.0 L (Alt Spans) " " .. · .. . ·.· . . · . Plies Sp_acing ·· ... l 24" 1 24" 1 24" l 24" l 24" 1 16" . .. .• < System : Floor Member Type: Jolst Buikliog Use : Residential BulldO',J Code : I8C 2018 Design Methodoloc.Jy : ASO . · . . · ... . .·· . .. TJ-P_ro"'.' Rating ---. .· Cost Index 41 0.% * 47 0/18 * 43 0.53 * 48 0.55 * 51 0.57 * 55 0.86 The purpose of this report Is for product comparison only, load and support information necessa,y for professional design review is not displ,aye:I here. P'.ease J:rint an lo&i'.dual Member Report fOf" submttil pu,p,ses, ForteWEB Software Operator Job Notes M419 ROOT RESIDHICE ESI/FME, me AT 2661 CRESlVIEW DR. flEWPORT BfAOt, CA A ~'tyerhaeuser 12/8/2021 11:36:23 PM UTC ForteWEB v3.2, Engine: VB.2.0.17, Data: V8.1.0.16 File Name: M419 ROOT Pagel/! PA2022-009 ~IFORTE'B 0 (j] MEMBER REPORT Level1 BM#49: Fir. Jst over Garage & Powder RM: 1 piece(s) 117/8" TJI® 230@ 16" oc Overall Length: 29' r I 12' Al! locations are measured from the outside face of left support (or left cantilever end}. Al! dimensions are horizontal. ne·sigri.Results ··.·.·· ... 'i'Aduat@Location -.. -AUowed Re5ult ·. 'LDF Load: Combination (Pattern) Member Reaction (!bs) 734 @4 1/2" 1485 (3.50") Passed (49%) 1.00 1.0 D + 1.0 L (Alt Spans) Shear (lbs) 703 @5 1/2" 1655 Passed (42%) 1.00 1.0 D + 1.0 L (Alt Spans) Moment (Ft-lbs) -1390@ 12' 81/4. 4215 Passed (33%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Def!. (in) 0.062 @ 6' 1 5/8" 0.308 Passed (l/999+) --1.0 D + 1.0 L (Alt Spans) Total Load Deff. (in) 0.105@ 5' 11 1/2" 0.410 Passed (l/999+) --1.0 D + 1.0 L (Alt Spans) TI-Pro"' Rating 55 40 Passed ---- • Detlectlon crtteoa: LL {l/~80) and 1l (l/360). • Mowed moment does not reflect the adjustment for the beam stab,:lity fad:OI". • A structural analysis of the deck has not been performed. • Deflection analysis Is based on compos.-te action with a slngle layec of 19/32' Weyahaeuser Edge"' Panel (20" Span Rating) that is glued and nailed dcMn. • Addtlonal considerations for the TJ-Pro"' Rating include: None. .. ·. ·Bearing Length . · . l9ads to S1,1pports (lbs) .·· Supports . Total Available Required Dead Floor Live Roof Live Total . 1 -Stoel wan-OF 5.50". 4.25" 1.75• 441 302/-13 133 876/-13 2-Beam -GlB 5.50" s.so· J.so~ 475 732 18 1225 3-StodwaH-OF 5.50' 5.so· J.so· 365 540 -7 905/-7 4 -stud waU -OF 5.so· 4.25" 1.75• 128 200/-51 2 330/-51 • Rim Board Is assumed to rarry an loads appEed directly aOOYe it, bypassmg the membeI being designed, Late_ral Bracing · ... · . . bracing IJJtE!rvals . Top Edge (Lu) 7 8' o/c Bottom Edge {lu) 7 4• o/C •TJI jo(sts are ooty analyzed us!ng Maximum Allowatk bradng soMioos. •Maximum alowatk bracing Jntemls based on applled load. ·. . .. ·.•·.· . . ··· ·. . Comments oead· -Floor Live ROOf live Accessories .. 11/4" Rim Board 1/ooe 1/ooe 1 1/4· Rim Board .· · .. · . ·. Vertical lriads l(Ka.Uon .·. ._ sPaclng (0.90} (1.00) (non-snow: 1.25) Comments .. ·• .. 1 -Uniform (PSF) 0 to 29' 7' 16" 25.0 40.0 Default Load 2 -Point (PLF) l' 3" 16" 77.0 110.0 RF LOAD: 34,.. [8/2+1.SJ 3 -Po'.nt (PLF) 1' 3" 16" 140.0 --WALLABY: 10*14 4-Pdnt(Plf) 2S 16" 100.0 WALLABV: 10,..10 Weverhae·Lise"r Notes -.-.· .... .. .·· + 0 System : Floor /OJ..., PASSED Meml:€r Type : Joist Buiklilg Use : Reskiential BuikfflQ Code: !BC 2018 Design Methoook>gy : ASO Weyerhaeuser warrants that the sizing of its products will be In accordance 1vith Weyerhaeuser product design criteria and pubiished design values. Weyerhaeuser expressly disdaims any other warranties related to the software. Use of this software Is not Intended to cifcumVetJ.t the need for a design professkm! as detemfoed by the authority having jorlscf:dloo. The cles.lgoer of recon:I, boi!def or framer Is resp::m,o!e to asslKe that this cakwtion is compatible with the cr.-eraD project. Acces.sorles (Rim Boord, Bkd<ing Panek aod Squash Blocks) are not deslgoed Of this software. Products manufactured at WeyemaeuSE'f facilities are third-party certified to susta!nab.le forestry staodards. Weyediaeuser Engineered lumber Products have beell evaluated 't!J ICC-ES uodef evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applk.ab!e ASTH standards. For current code evaluation reports, Weyerhaeuser pro:luct [terature aod instaf.ation details refer to MW1.weyerhaeuser.corn/woodproducts/document-fibrary. The product app!lcation, Input design loads, dlmensioos aod support Information have been provkled 17/ Forte WEB Software Operator ForteWEB Software Operator Job Hotes M419 ROOT RESIDE/KE@ ESI/FME, me 2661 CRESlVlEW DR. tlEWPORT BEACH, CA. \l;'i:yerha-euser 11/1/2021 9:38:42 PM lJTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 File Name: M419 ROOT Pagel/! PA2022-009 ~FORTE'E + 0 MEMBER REPORT Level, BM#SO: Fir. Jst. over Garage & Hallway RM: 1 piece(s) 11 7 /8" TJI® 230@ 16" oc Overall Length: 34' 5n ,~---- Alt locations are measured from the outside face of left support (or left cantilever end). Al! dimensions are horizontal. oe·s1gn Results -·:-.-: -. --Actual@ L«atiOn . AIIOWed ; Result · ·. -_. lDF Load: Combinat_lon (J'altem) Member Reaction (lbs) 804@ 4 1/2" 1485 (3.50") Passed (54%) 1.00 1.0 D + 1.0 L (Alt Spans) Shear {lbs) 773@ 51/2" 1655 Passed (47%) 1.00 1.0 D + 1.0 L (Alt Spans) Moment (Ft-lbs) ·1572@ 12' 81/4" 4215 Passed (37%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Lood Def!. (in) 0.065@ 6' 2 11/16" 0.308 Passed (L/999+) .. 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.129@ 6' 1 3/16" 0.410 Passed (L/999+) .. 1.0 D + 1.0 L (J\lt Spans) TJ-Pro1"' Rating 55 40 Passed .. • Deflection criteria: LL {l/480) and Tl (l/360). • ABowed moment does not reflect the adjustment for the beam stability facto<. • A stnxtu,-a\ analysis of the deck has not been performed. • Deflection analys!s Is based on composite action with a single layer of 19/32" Weyerhaeuser Edge"' Panel (20' Span Rating) that Is glued and na6ed OO'hn. • Additlooal coosldefatioos for the TJ-Pro'" Rating fndude: Nooe. ·• Bearing Length Loads to Supports (lbs} Supports · .. .· Total Available Required Dead -Floor live 1-Studwall-DF 5.sow 4.25• 1.75• 503 309/-15 2 -Be.am -GLB s.so·, 5.so· 3.so· 701 738 3-Stud wall-DF 5.so· s.so· 3.50' 349 695 4-Hangeroo 117/S'LVlbeam 3.50' "'""'' 1.75~/-2 169 286/-9 • Rim Board Is assumed to cariy an bads applied dlfectly above it, bypassing the member belng deslgned, • Af. hanger supports, the Total Bearing dimens.ion Is equal to the w'idth of the material that Is supporting the hanger • 1 See Connector grid below f0< addtlooal lnfomiatioo aoo/or requfreffi€{Jts. • 2 Required Be.a ring Length/ RE-quired Bearing Length with Web Stiffeners ·. Lateral_ BraciilfJ . --• ._ · Bracin"i,1_Interva1s· Comments Top Edge (Lu} 6' 11n o/c Bottom Edge (Lu} 6' 10" o/c •TJI J()ists are only analyzed using Maximum Allowable bracing solutlons, •Mmmum allowable bracklg lntevals based on apple:! load. Connector: SimpSOn StrO_ng-T_ie .··. . •• . Roof live 157 21 ·6 1 . Total Accessories . %9/-15 1 1/4' Rim Board 1460 """' lOH/·6 """' 456/-9 See note 1 ·. . . . .. ·· . ·.·. + 0 /03 PASSED System : Floor t-'.ent:ier-T~ : Joist BuikflflQ Use : Resk!ential Building Code: !BC 2018 ~ Methodology : ASO Support Model Seatlenglh .Top Fasteners Face Fasteners Membe,-Fasteners Accessories 4-Face Mount Hanger IUSZ.37/11.88 2.0CI' • Refer to manofacturer notes and iflstructioos for prope< installation and use of al connectors . . ·.· ·.··. . · . Dead .. Vertical_LOads _ Loc_alion .. . :_ i Spilcin·g (0.90} . 1 · Uniform (PSF} 0to34'5" 16" 25.0 2 -Point (PLF) 1' 3• 16" 91.0 3 -Point (Plf) 1' 3• 16" 140.0 4 -Point (Plf) 73• 16" 100.p 5 -Point (PLF} 13' 16" 100.0 ForteWEB Software Operator Job Notes M419 ROOT RESIDEflCE @ ESI/FME, me 2661 CRESTVIEW DR. NEWPORT BEACH, CA. rl/A 10-10dx1.5 2-Stroog-Grip ·-. Floor' live -ROOf Live · ·· (1.00) ·. (non-snow: 1,25) 40.0 130.0 . " \l;'t'yerhaeus.er . Comments Default Load RF LOAD: 34* [10/2+1.5] WALLABY: 10*14 WALLAJN: 10*10 WALL AfN: 10..-10 11;1;2021 9:38:18 PM vrc ForteWEB v3.2, Engine: VB.2.0.17, Data: VB.1.0.16 File Name: M419 ROOT Pagel/2 PA2022-009 ~lFORTE'B 0 MEMBER REPORT Level, BM#Sl: Fir. Jst. over Garage & Patio 1 piece(s) 11 7 /8" TJI® 230 @ 16" OC Overall Length: 24' 71/2" I 12' 3· 11' All locations are measured from the outside face of left support (or left cantilever end). All dimenskms are horizontal. oesigll Re5Lllts > .···· ... c' Acttial@ L~~on Allowed -'·_ Result· · .·. •· lDF '-°"d:_9)mbinali,on (Pattem) Member Reaction {tbs) 1573@ 12' 111/4" 2790 (5.25") Passed (56'%) LOO 1.0 D + 1.0 L (All Spans) Shear (lbs) 838 @ 12' 8 1/2" 1821 Passed (46%} LOO 1.0 D + 1.0 L (All Spans) Moment (Ft-!bs) -2022 @ 12' 11 1/4" 4215 Passed (48%) LOO 1.0 D + 1.0 l (All Spans) ·.·. live Load Def!. (in) 0.079@ 6' 0.314 Passed (l/999+) --1.0 D + 0.75 L + 0.75 Lr (Alt Spans) Total load Def!. (Jn) 0.174@ 5' 10 15/16" 0.419 Passed (l/866) --1.0 D + 0.75 L + 0.75 Lr (Alt Spans) TJ·Pror>• Rating 57 40 Passed -- • Deflectioo criteria: LL (l/480} and ll (l/360). • Allowed moment does not reflect the adjustment for the be.am stao.'lity factor. • A structural analysis of the dedc: hos not been performed. • Deflectlon analysis Is based oo composite actiOO with a single layer of 19/32" Weyethaeusa-Edge"' Panel (20" Span Rating) that Is glued and nailed down. • Ackfil:lona\ roosldetatlons for the TJ-ProTI'r Rating Include: None. . · · . Bea'ring-lengih ·. loads to Supports (lbs)· -. . Supports Total -·-Available . .. Required Dead floor live Roof Llv"e Total 1-Studwall • OF s.so· 4.25" 1.75• 480 311/-27 218 1009/- 27 2-Stud wan-OF 5.50'' 5.50" 3.50' 775 798 120 1693 3-Beam•GLB s.so· 4.25" 1.75" 107 286/-43 -22 393/-65 • Rim Board Is aswmed to carry all loads applled directly above it, t7tpasslng the member being deslgned • Lateral Bracing , .. Bracing Intervals ·. Top Edge (Lu) 5' 8'o/c Bottom Edge (Lu) 6'o/c •TJI jo:sts are only ana!yled us!ng Maximum Mlowable bracing solutions. •Maximum a»owab!.e bracing lntesvals based on applied load, .. . .. · ··-· "','·,-_ _., ·.···· .· .. ·.··· .•.·•··· ·· •• ·· · .... ·.· Comments .· Vertical Loads -.. _ Loca_Hon _· -·: Sp~c_in_g _ 1 -Uniform (PSF) 0 to 24' 7 1/2" 16" 2 • Poolt {PLF) 3'6" 16" 3 · Point (Plf) 3' 6" 16" 4 • Point (Plf) ... 16" 5 • Point (Plf) 3'6" 16" Weverhaeuser Notes . ... . . Dead . Fk>orlive Roof live _ _. ' (0.90) (1.00) {non-_srlow::1.25) 25.0 40.0 91.0 130.0 140.0 100.0 - 75.0 -107.0 Accessories 11/4" Rim Board llooe 1 1/4" Rim Board .. •·· .· Comments Default Load RF LOAD: 34* [10/2+1.SJ WALLABV: 10*14 WAlLA8V: 10*10 LOWER RF HIP . ... . . + 0 System : Floor /o'fA PASSED Member Type: Joist Bui!cflng Use : Residential Bui!cfing Code: I8C 2018 [)es.lgll f-lethoo::oogy : ASD -__ ·. -- Weyerliaeuser warrants that the suing of its products will be in accordance with Weyerhaeuser product design criteria and pubfished design values. Weyerhaeuser expressfy cf;sda1ms arrt other warranties related to the software. Use of Utis software Is not intended to circumvent the need for a design professkloal as determioo:I by the authority having jurisdiction. The des.~r of record, builder or framff is responsible to assure that this calaiatioo Is compatible wMl the overall project. Accessories {Rim Board, Blocking Panels and Squash B!od<s) are not designed by this software. Products manufactured at Weyethaeuser fa'dllies are third-party certified to sustalnatre forestry standards. \'leyethaeusef Engineered lumber Products have been evaluated by ICC-ES under evaluiltioo reports ESR-1153 arxl ESR-1387 aoo/or tested in accordaoce with app&ab!e ASTM standards. For rurrent code evaluation reports, Weyerhaeuser product tterature and instaf.ation details refer to YoW,'l.weyerhaeuser.com/woodproducts/documeflt-!ibrary. The product application, input design loads, dimensions and support: informaoon have been provided l:r/ Forte WEB Software Operator forteWEB Software Operator Job Note.s M419 ROOT RESIDENCE@ ESl/fME, me 2661 CRESlVIEW DR. NEWPORT BE.AG!, CA. A 11/1/2021 9:45: 18 PM lJfC ForteWEB v3.2, Engine: VB.2.0.17, Data: VB.1.0.16 File Name: M419 ROOT Pagel/I PA2022-009 ~FORTE'E MEMBER REPORT Level, BM#S2: Fir. Jst over Garage & Powder RM: 1 piece(s) 117/8" TJI® 230@ 16" oc Overall Length: 33' 1 o· + 0 All locations are measured from the outside face of left SUPJXlrt (or left cantilever end). All dimensions are horizontal. Design. Re5ults •. • · · ·-_·:_' Acti.ia1 @_L0Catipn Allowed :. Result lDF Load: Comblnalion {f1atlern) Member Reaction (lbs) 1372 @ 12' 8 1/4" 2790 (5.25") Passed (49%) 1.00 1.0 D + 1.0 L (Adj Spans) Shear (lbs) 822 @ 12' 5 1/2" 1821 Passed (45%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-lbs) • 1500 @ 12' 8 1/4" 4215 Passed (36%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Deft. (in) 0.071@ 27' 4 7/16. 0.318 Passed (l/999+) .. 1.0 D + 1.0 L (Alt Spans) Total load Defl. (in) 0.121@ 6' 3 5/8~ 0.410 Passed (l/999+) .. 1.0 D + 1.0 L (Alt Spans) TI·Pro1" Rating 53 40 Passed .. • Denectkln oitena: LL {l/480) and Tl (l/360). • Allowed moment does not renect the adjustment fOf the beam stabif,ty factor. • A structural analysis of the deck has not peel pem)fmed. • Deflection analysis Is b.lsed oo compos.\e actiOo wtth a s!ntJle iayer of 19/32' Weyethaeuser Edge"' Panel {20" Span Rating) that Is glued and nailed dol'.n. • Addtional considerations for the TJ-Pto"' Rating lndude: Nooe. . ·.· ·.·.· _Bearing Len9th_ · ·. loads tOSupports (lbs) Supports . · .· · . Total Available Required :-Dead floor live 1-Srud wan-OF 5.50" 4.25" 1.75" 216 3(}g/-6 2-Beam-GIB s.so· 5.50" 3.50' 672 700 3 -Stud wan -OF s.so· s.so· 3,50· 331 720 4 -Hanger on 11 7/8" OF beam 5.50" "'"""' 1.75~,_i 198 319 • Rim Board Is assumed to carry au loads applied d!rectty above it, !.rfpilss!ng the member being designed. • IIJ:. hanger supports, the Total Bearing dlmens!on Is equal to the Width of the material that Is supporting the hanger • 1 See Connector grid below for additional Information and/rx requirements. • 1 Required Bearing length/ Required Bearing length with Web stiffeners Lateral Bradn;g ·· . Bra~n __ g I_nteivals_ . -. _ _ Top Edge (Lu) 7 4" o/C_ e.ottomEdge(Lu) rote •TJI jo:sts are only analyzed using Maximum Allowa!xe bracing solutloos. •Maximum aUowat»e bracing intervals based on applied load. Connector: Si~ps_oil _StrOnQ-Tie Cof11ments . Roof live 16 155 ·27 2 .. Total Accessories 540/-6 1 1/4" Rim Board 1527 """' 1051/-1/ooe 27 519 $ee note I . .· .. _·.-·_·. _. ___ _., . .-·-. _-_- /Ol/-J; PASSED + 0 System : floor Member Type : Joist Buildilg Use : Residential Building Ox1e : !BC 2018 Des,gn Methodology : ASO ~ Support Seat length Top Faste1Jers Face Fasteners Hem be,-fasteners Accessories 4 -Face Mount Hanger IUS2.37/11.88 2.00· • Refer to rrunufacturer notes and lostructions for propff insta!atlon and use of al comectors.. . ·.· . . ·· . Dead .. ve·rtiial • Loads _.· LociUOl1 . Spacing (0.90) .. · ... 1 -Uniform (PSF) Oto 33' 10" 16" 25.0 2 -Point (PLF) 10' 3• 16" 77.0 3 -Point (PLF) 10' 3• 16" 140.0 ForteWEB Software Operator Job Notes M419 ROOT RESIDENCE ESf/FME, me AT 2661 CRESTVIEW DR. NEWPORT BEACH, CA .. ll/A 10-lOdxl.5 2-Stroog--Grip Floor Live Roof live (l,00) (non·SnoW: 1.25) 40.0 . 110.0 v;l:yezhaeuser . Comments Default load RF LOAD: 34" {8/2+1.5] \'/AllABV: 10"'14 12/8/202111:38:08 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: M419 ROOT Page 1 / 2 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT 8 SANTA ANA, CA. 92701 Project Title: Engineer: ROOT RESIDENCE/ NEWPORT BEACH / ct/· 1 Project ID: Project Descr: M419 /?i'\_ @ 2661 CRESTVIEW \(V !Wood Beam UC# : KW-06013924, Build:20.21.10.4 ESI/FME, Inc. DESCRIPTION: BM#53: FLUSH BEAM IN FRONT OF MECHNICAL RM: CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Printed: 8 DEC 2021, 3:25PM Project File: M419.ec6 I (c) ENERCALC INC 1983-2021 Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb + 2400 psi 1850 psi 1650psi 650psi 265psi 1100 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing OF/OF 24F-V4 Completely Unbraced Fb- Fc-Prll Fe-Perp Fv Ft Ebend-xx 1800 ksi Eminbend -xx 950ksi Ebend-yy 1600ksi Eminbend -yy 850ksi Density 31.21 pcf ~------····-·--~v-·---------~D<-o~.1~47iJAq.21L__ _______ ~ _________ ~ 0.154 D(0.03325) l{0.0532) 5.5x11.875 Span::c12.750ft >--------------------1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLR LOAD: 55•1.33) Uniform Load : D = 0.0140 ksf, Tributary Width= 11.0 ft, (WALL ABV: 14.11) Uniform Load: D = 0.0140, Lr= 0.020 ksf, Tributary Width= 10.50 ft, (RF LOAD: 34.(18/2+1.5)) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.358 1 Maximum Shear Stress Ratio = Section used for this span 5.5x11.875 Section used for this span fb: Actual = 1,053.37psi Iv: Actual = Fb: Allowable = 2,940.36psi Fv: Allowable = Load Combination +D+lr Load Combination Location of maximum on span = 6.375ft Location of maximum on span = Span # where maximum occurs = Span# 1 Span# where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.091 in Ratio= 1682 >=360 Span: 1 : Lr Only Max Upward Transient Deflection 0 in Ratio= 0<360 nla Max Downward Total Deflection 0.242 in Ratio= 632 >=300 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0<300 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios ifomenf 'i7alues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b DOnly 0.00 Length = 12. 750 ft 1 0.308 0.181 0.90 1.000 1.00 1.00 1.00 1.00 0.99 7.08 657.23 2131.80 +D+L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 Length= 12.750 ft 1 0.320 0.188 1.00 1.000 1.00 1.00 1.00 1.00 0.99 8.16 757.59 2364.28 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 Length= 12.750 ft 0.358 0.209 1.25 1.000 1.00 1.00 1.00 1.00 0.98 11.35 1,053.37 2940.36 +D+0.750Lr+0. 750L 1.000 1.00 1.00 1.00 1.00 0.98 0.00 Length= 12.750 ft 1 0.350 0.204 1.25 1.000 1.00 1.00 1.00 1.00 0.98 11.09 1,029.61 2940.36 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.98 0.00 Length = 12. 750 ft 1 0.270 0.158 1.15 1.000 1.00 1.00 1.00 1.00 0.98 7.89 732.50 2710.86 +0.600 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.209: 1 5.5x11.875 69.22 psi 331.25 psi +D+lr 11.773ft Span# 1 snear 'values V Iv F'v 0.00 0.00 0.00 1.88 43.19 238.50 0.00 0.00 0.00 2.17 49.79 265.00 0.00 0.00 0.00 3.01 69.22 331.25 0.00 0.00 0.00 2.95 67.66 331.25 0.00 0.00 0.00 2.10 48.14 304.75 0.00 0.00 0.00 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 jwood Beam Project Title: Engineer: Project ID: Project Descr: UC#: KW-06013924, Bui!d:20.21.10.4 ESl/FME, Inc. DESCRIPTION: BM#53: FLUSH BEAM IN FRONT OF MECHNICAL RM: Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Length= 12.750 ft 1 0.106 0.061 1.60 1.000 1.00 1.00 1.00 1.00 0.97 Overall Maximum Deflections ROOT RESIDENCE/ NEWPORT BEA/Plf..D M419 @ 2661 CRESTVIEW Printed: 8 DEC 2021, 3:25PM Project File: M419.ec6 j (c) ENERCALC INC 1983-2021 Moment Values Shear Values M lb f'b V fv F'v 4.25 394.34 3732.14 1.13 25.91 424.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Def! Location in Span +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+lr +D+0.750Lr+0.750L +D+0.750L +0.600 Lr Only L Only 0.2417 6.422 Support notation : Far left is #1 Support 1 Support 2 3.560 3.560 0.339 0.339 2.221 2.221 2.560 2.560 3.560 3.560 3.480 3.480 2.475 2.475 1.333 1.333 1.339 1.339 0.339 0.339 0.0000 Values in KIPS 0.000 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 8 DEC 2021, 3:32PM I Wood Beam Project File: M419.ec6 I LIC#: KW-06013924, Bulld:20.21.10.4 ESI/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#54: CANTILEVER FLUSH BEAM BETWEEN STAIRS & MECHNICAL RM: Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ra[ios l'vlomen[ 'values Sflear 'values Segment Length Span# M V Cd CFN C; c, Cm CI CL M lb F'b V fv F'v Length = 2.50 ft 1 0.400 0.282 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.93 922.14 2306.55 4.06 93.32 331.25 Length = 5.0 ft 2 0.401 0.282 1.25 1.000 1.00 1.00 1.00 1.00 0.99 9.93 922.14 2300.02 2.41 93.32 331.25 +D+0.750Lr+O. 750L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.391 0.279 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.71 900.96 2306.55 4.03 92.45 331.25 Length = 5.0 ft 2 0.392 0.279 1.25 1.000 1.00 1.00 1.00 1.00 0.99 9.71 900.96 2300.02 2.66 92.45 331.25 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.315 0.228 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.19 667.72 2122.48 3.02 69.36 304.75 Length = 5.0 ft 2 0.315 0.228 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.19 667.72 2117.02 2.16 69.36 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.124 0.089 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.95 366.69 2950.12 1.63 37.53 424.00 Length = 5.0 ft 2 0.125 0.089 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.95 366.69 2938.99 1.04 37.53 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnty +D+L +D+Lr +D+0.750Lr+O. 750L +D+0.750L +0.60D Lr Only L Only 1 2 0.0726 0.0000 0.000 0.000 +D+Lr Support notation : Far left is #1 Support 1 Support 2 Support 3 7.659 -1.295 1.463 -0.625 5.055 -0.625 6.517 -0.138 7.065 -1.295 7.659 -0. 762 6.152 -0.259 3.033 -0.375 2.010 -0.670 1.463 0.488 0.0000 -0.0175 Values in KIPS 0.000 2.067 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH M419 Project Descr: @ 2661 CRESTVIEW Printed; 8 DEC 2021, 3:32PM J Wood Beam Project File: M419.ec6 J UC#: KW-06013924, Bui!d:20.21.10.4 ESUFME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: BM#54: CANTILEVER FLUSH BEAM BETWEEN STAIRS & MECHNICAL RM: CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + 2,400.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing DF/DF 24F-V4 Completely Unbraced D(2.22) Lr(1.34) 0(0.154) D 0.1625) l{0.26) 5.5x11.875 Fb- Fe-Prll Fe -Perp Fv Ft ' 1,850.0psi Ebend-xx 1,650.0 psi Eminbend -xx 650.0psi Ebend-yy 265.0 psi Eminbend -yy 1,100.0 psi Density 0.1 0(0.1625) l{0.26) ' ' 5.5x11.875 r-~·--s_p_aa_•_2_.so_ft __ ~e---------~Span:: s.o_• _______ __., 1,800.0ksi 950.0ksi 1,600.0ksi 850.0ksi 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width= 6.50 ft, (FLR LOAD: 65*13/2) Uniform Load : D = 0.0140 ksf, Tributary Width= 11.0 ft, (WALL ABV: 14*11) Point Load : D = 2.220, Lr = 1.340 k @ 0.0 ft, (BM#53) Load for Span Number 2 Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width= 6.50 ft, (FLR LOAD: 65*13/2) Uniform Load: D = 0.010 ksf, Tributary Width= 10.0 ft, (WALL ABV: 10*10) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.401: 1 Maximum Shear Stress Ratio Section used for this span 5.5x11.875 Section used for this span fb: Actual = 922.14psi fv: Actual Fb: Allowable = 2,300.02psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 0.000ft Location of maximum on span Span # where maximum occurs = Span# 2 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.026 in Ratio= 2286>=360 Span: 2 : L Only Max Upward Transient Deflection -0.007 in Ratio= 8800>=360 Span: 2 : Lr Only Max Downward Total Deflection 0.073 in Ratio= 826>=300 Span: 1 : +D+Lr Max Upward Total Deflection -0.017 in Ratio= 3434>=300 Span: 2 : +D+Lr Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momeni Values Segment Length Span# M V Cd CFN Ci Cr Cm CI Cl M fb DOnly Length = 2.50 ft 1 0.368 0.262 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.58 611.15 Length = 5.0 ft 2 0.368 0.262 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.58 611.15 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.50 ft 1 0.372 0.270 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.40 686.57 Length = 5.0 ft 2 0.373 0.270 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.40 686.57 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 = 0.282: 1 5.5x11.875 = 93.32psi = 331.25 psi +D+Lr = 1.522 ft = Span# 1 Sfiear Qalues F'b V fv F'v 0.00 0.00 0.00 0.00 1661.95 2.72 62.55 238.50 1658.70 1.74 62.55 238.50 0.00 0.00 0.00 0.00 1846.22 3.12 71.64 265.00 1842.16 2.30 71.64 265.00 0.00 0.00 0.00 0.00 PA2022-009 ■ Page: /(J..., I E s I I F M E Inc. I Date: 10/26/2021 STRUCTURAL ENGINEERS Job#: M419 Client: DAVID ROOT Project Name: "ROOT RESIDENCE@ 2661 CRESTVIEW DR." Plan#: NEWPORT BEACH, CA. I '· tfi=s,tgp,y~f~llJ\YA"'Ai..vs1scAst;f'l~i.$/J11cltt:11~/ic;ec2if:l:!!J'l~Qi.Jti/AL~l'frJ\Qii,i;l\[ijj;fijgJfi ,,f>;tj +----+ L1: LONGITUDINAL LOCATION: BR#3 & BA#3 OVER GARAGE: IAL TERNA TE BASIC I 2nd STORY Roof D.L. = ( 14 )psfx( 24 )ft = 336 pW Floor D.L. =( 0 )psfx( 0 )ft = 0 pW ..L Exterior Walt =( 14 )psfx( 10 . 5 )( 4 )= 280 pW Interior Wall=( 10 )psfx( 10 . 5 )( 2 )= 100 plf TOTAL= 716 plf 1st STORY RoofD.l. =( 14 )psfx( 5 )ft = 70 plf Fl➔ Floor D.L =( 24 )psfx( 20 )ft = 480 plf HJ 2nd Story 1st Story J_ Exterior Wall =( 14 )psfx( 5 + 5 )( 4 )= 560 pW Interior Wall=( 10 )psfx( 5 + 0 )( 2 )= 100 plf ,'& TOTAL= 1210 plf ASCE 7·16 EQUIVALENT LATERAL FORCE METHOD : (ASCE 7·16 Sec. 12,8) ZIP CODE: N.A. LATITUDE: SOIL REPORT LONGITUDE: SOIL REPORT FROM USGS WEB SITE: Ss = 1.381 SHs = Fax Des,Ss = 1.657 R= 6.5 {T:12.2-1) S1 = 0.491 Fa= 1.2 Fv= 1.8 SHt = Fvx51 = 0,888 p= 1.3 Site Soil Class = D sos= 2/JxSHs= 1.105 Risk Cat.II, le = 1.0 Seismic Design Category = D 501 = 2/3 X SHt = 0.592 ri,,=neigm 01 me Clure c, A Cs=~ 1.10 0.170 (12.8.2) Ct= 0.02 Steel Momeot Res.Frame 0.028 0.8 = = R/I 6.5 X = 0,75 Concrete Momeni Res. Frame 0.016 0.9 But not greater than {12.8.3) hn = 23.0 Ecc. Braced Steel Frame 0.03 0.75 so, 0.59 0.434 (12.8.3) Ta=Ctx h/ = 0.21 NI Othef Structural Systems 0.02 0.75 Cs=--= "T.4 = TxR/I Cs SHALL NOT BE LESS THAN 0.01 (12.8.3) GOVERNING Cs= 0.17 IF 51 > 0,60g Cs= 0.5x51 0.25 0.04 7iTi"" = "7r.s = Q, = V = CsxW => E, = px0.7xQ, = IE,.=; "\°:_0'1.~5 tc ,~wq ASCE 7-16 SIMPLIFIED WIND DESIGN : (ASCE 7-16 Sec. 28.6.3) CD= 1.3 (CBC-1605.3) Mean Roof Height= 23.00 ft<60ft Wind Velocity = 110 mph Exposure= C Krt= 1.00 Roof Slope= 4.0 :12 = 18.4 degrees Ps= 0.6 X ro X AX Kztx Ps30X I Risk Cat.JI, le = 1.0 1-= 1.33 (From /S:£7-16/ Figure 28.6-1) ZONES ·· J.ir;. 1 ] .... .-• • ~-~.i·,,,, Horizontal Pressures Vertical Pressures Overhangs A B C D E F G H EoH Gott , 1--11~t:J ••• ' _....._,,~ · I } • Ps30 (psf} 26.6 .7 17.7 -3.9 -23.1 -16 -16 -12.2 -32.3 -25.3 ~.....:_ •1J.'i. • (';';-' l • "· -,::-_=-:.1-: r-;---~:.if,:>y Ps(psf} 27.5 -7.2 18.3 -4.0 -23,9 -16.5 -16,5 -12.6 -33.4 -26.2 J•i1 -:.... ... LEVEL Wi hi Wix hi Fx Story Shear USE WIND ZONE=> C CONTROLLING (plf) (ft) (ft·lb) (plf) (plf) (plf) FORCE(plf} ROOF 716 21 15036 165 ---( 23 -16.0 JXP5= 128 JS~J§':!!flfs.165.·• 1 1210 10 12100 133 297.9 ( 23 -5.0 JXP5= 330 ~(\Y>'J.N')L ·--~~o., u •• rust rIoor vvma -.. '/ERS::.:U.).?J 1 PA2022-009 E S I / F M E Inc. Page: ID{(, Date: 10/26/2021 STRUCTURAL ENGINEERS Job#: M419 ----- Client: DAVJD ROOT Project Name: "ROOT RESIDENCE@ 2661 CRESTVIEW DR." Plan#: NEWPORT BEACH, CA, t T1: TRANSVERSE LOCATION: BR#3 & BA#3 OVER GARAGE: !ALTERNATE BASIC 2nd STORY RoofD.L. =( 14 Floor D.l. =( 0 Hr _L Exterior Wall =( 14 Interior Wall=( 10 F2➔ H2 1st STORY Roof D.l. = ( 14 Fl➔ Floor D.L. = ( 24 ...1.. Exterior Wall :=:( 14 HI Interior Wall=( 10 ~ ASCE 7-16 EQUIVALENT LATERAL FORCE METHOD : ZIP CODE: N.A. LATITUDE: SOIL REPORT FROM USGS WEB SITE: Ss = 1.381 51 = 0.491 Fa= 1.2 Fv= Sile Soil Class = D Seismic Design CategOf)' = D Cs=~=~ R/ I 6,5 = 0.170 But not greater than (12.8.3) 501 0.59 Cs=__ = __ = 0.434 TxR/I 1.4 Cs SHALL NOT BE LESS THAN 0,01 IF S1 > 0.60g Cs= = 0,25 7T (12.8.2) (12.8.3) (12.8.3) = Qe::: V = CsxW =>Eh= px0.7XQe = ASCE 7-16 SIMPLIFIED WIND DESIGN : 0.04 1.8 )psfx( )psfx( )psfx( )psfx( )psfx( )psfx( )psfx( )psfx( 27 )It 0 )It 10 5 10 5 0 )It 23 )It 2nd S!QfY 1stStO!)' 5 + 5 5 + 0 )( )( )( )( 378 plf 0 plf 4 )= 280 plf 2 )= 100 plf TOTAL= 758 plf 0 plf 552 plf 4 )= 560 plf 2 )= 100 plf TOTAL= 1212 plf (ASCE 7~16 Sec. 12,8) LONGITUDE: SOIL REPORT SMs = Fa x Des,Ss = 1,657 SM1 = Fvx 51 = 0,888 R= 6.5 (T:12.2-1) p = 1.3 50S = 2/3 X SHs = 1,105 Risk cat.II, le = 1.0 5D1 = 2/3 X S,,u = 0.592 Ct= 0.02 X = 0.75 hn = 23.0. n,,=rn:igmortne ,mucrure Steel Moment Res.Frame Coocre!e Moment Res. Frame Ecc. Broced Steel Frame ~, A 0.028 0.8 0.016 0.9 0.03 0.75 Ta=Ct x h/ = 0.21 All Other Slructura! Systems 0.02 0.75 GOVERNING Cs= 0.17 (ASCE 7-16 Sec. 28.6.3) OJ= Exposure= Risk cat.II, le= 1.3 (CBC-1605.3) Mean Roof Height= 23.00 ft < 60 ft Wind Velocity = 110 mph Ps= 0.6xw XA x KztXPs30X I Horizontal Pressures A B C Ps30 (p.sf) 26.6 -7 17.7 Ps (psf} 27.5 -7.2 18,3 LEVEL Wi hi Wix hi (plf) (ft) (ft-lb) ROOF 758 ,1 1>918 1 1212 10 12120 B 0 D -3.9 -4.0 Fx (plf) 173 132 C Krt= 1.00 1.0 1,. = 1.33 ZONES Vertical Pressures E F G H -23,1 -16 -16 -12.2 -23.9 -16.5 -16.5 -12.6 Roof Slope= 4.0 :12 = 18.4 degrees (From ASCE 7-16 / Figure 28.6-1) Overhangs '' .:,ri' ,1:;1 ,1;,' 1'' 1j _ _ -~ -~ . ;,, ... l;".:,'1,['~ Eo, Go, -32.3 -25.3 -...::::'jj:'.Cr' . " , ' , ----_ i.J';r':; ... -.;:<:..:'· ~ -33.4 -26.2 J•/) ~- Story Shear USE WIND ZONE=> C CONTROLLING (plf) ' (plf) FORCE(plf) ---l 23 -lb.O JXP5-128 ,l~~,~~19l?'f1!~' 304.7 l 23 -5.0 JXP_,-330 ~-·.···,,····~ ' ,7 First Floor vvmd ---.. ,- PA2022-009 . E s I / F M E Inc. Page: /D7 Date: 10/26/2021 STRUCTURAL ENGINEERS Job#: M 419 Client: DAVID ROOT Project Name: "ROOT RESIDENCE@ 2661 CRESlVIEW DR." Plan#: NEWPORT BEACH, CA. I <• ::;~,~qi{v;t;Ateiil\i.'/\N/\l:t$i:${/\ste1,1ii~J•113t201a1c:et201lfF!'Ei2l.JW/\k~~t{i;Qi"!."t~Ht!'Hii1£Fc~ >.••I -· +-----+ L2: LONGITUDINAL LOCATION: OFFICE & STAIRS OVER GARAGE & POWDER IAL TERNA TE BASIC 2nd STORY RoofD.l. =( 14 Floor D.L. =( 0 ...L Exterior Wa!l =( 14 Interior Wall=( 10 H'2 1st STORY Roof D.l. = ( 14 Floor D.L. = ( 24 HI ..L Exterior Wall =( 14 Interior Wall=( 10 Vb ASCE 7·16 EQUIVALENT LATERAL FORCE METHOD : ZIP CODE: N.A. LATITUDE: SOIL REPORT FROM USGS WEB SITE: Ss = 1,381 51 = 0.491 Site Soil Class = D Seismic Design Category= D Cs=~=~ R / I 6.5 = 0.170 But not greater than {12.8.3) Fa= 1,2 Fv= 1.8 (12,8,2) )psfx( )psfx( )psfx( )psfx( )psfx( )psfx( )psfx( )psfx( 35 )ft 490 plf 0 )ft 0 plf 10 5 )( 4 )= 280 plf 10 5 )( 3 )= 150 plf TOTAL= 920 plf 0 )ft 0 plf 28 )ft 672 plf 2nd Story 1st Story 5 + 5 )( 3 )= 420 plf 5 + 5 )( 4 )= 400 plf TOTAL -1492 pit (A5CE 7·16 Sec. 12.8) LONGITUDE: SOIL REPORT SHs = Fa x Des.Ss = 1,657 SH1 = Fv X 51 = 0,888 R= 6.5 {T:12.2-1} p = 1.3 50S = 2/3 X SHs = 1,105 Risk Cat.II, le= 1.0 501 = 2/3 X SH1 = 0.592 lln-neig ,me re Steel Moment Res.Frame Ct= 0.02 X = 0,75 hn = 23.0 Coocrete Momeni Res. Frame Ecc. Braced Steel Frame ~, A 0.028 0,8 0.016 0.9 0.03 0.75 so, Cs= 0,59 0.434 (12,8.3) (12.8.3) Ta==ct x h/ = 0.21 M Other Slructura Sy,tems 0.02 0.75 TxR/1 = 1.4 = Cs SHALL NOT BE LESS THAN 0.01 IF S1 > 0,60g Cs= O.SxSi = R/1 0.25 7i:s = Qe = V = CsxW =>Eh= px0.7xQe = ASCE 7·16 SIMPLIFIED WIND DESIGN : Wind Velocity ::: 110 mph Ps= 0.6xro X A. X Kztx P530 XI ID= Exposure= Risk Cat.II, le= Horizontal Pressures A B C D Ps30 (psf} 26.6 -7 17.7 -3.9 Ps (psf} 27,5 -7.2 18.3 -4.0 LEVEL Wi hi Wix hi Fx (plf) (ft) {ft·lb) (plf) ROOF 920 21 19320 211 1 1492 10 14920 lu, u GOVERNING Cs= 0.17 0.04 1.3 (CBC-1605.3) C Kn= 1.00 1.0. ,. = 1.33 ZONES Vertical Pressures E F G H -23.1 -16 -16 -12.2 -23.9 -16.5 -16.5 -12.6 (ASCE 7-16 Sec. 28.6,3) Mean Roof Height= 23.00 ft < 60 It Roof Slope= 4.0 :12 = 18.4 degrees (from ASCE 7-16 / Figure 2.8 6-1} Overhangs ~J ,.,, ; .: ,\,\,i .: ~I >>•·1 ~ Eott Gott . •::Ji;/·. ' -32,3 -25.3 ~ ·_t3-il • ' '. ,, ---1~-f r-:,,_S, ,_ ·y -33.4 -26,2 -F.1-~ Story Shear USE WIND ZONE=> C CONTROLLING (plf) (plf) FORC£(plf) ... l <> . 16.0 JXPs= 128 • l~~!"!"'I<iE ·21i. ;:s73.1 l ., . 5.0 JXPs= 330 .. ,S,~!~!"'~9J i'37.li -,1.3,J. rirst r1oor vvma = LV ... PA2022-009 Page: • .. • Date: 10/26/2021 -I ES I / FM E Inc. -.__ __ S_7i_R_Ui_ITc_Ui_~_L_Ei_M_'G._1M_'Ei_E_RS __ __, Job#: ----- Client:'-DAVID ROOT M419 Project Name: "ROOT RESIDENCE @ 2661 CRESTVIEW DR." Plan#: NEWPORT BEACH, CA, t T2: TRANSVERSE LOCATION: OFFICE & STAIRS OVER GARAGE & POWDER !ALTERNATE BASIC 2nd STORY Roof D.L. =( 14 Jpsfx( 23.5 )It 329 plf /~ Floor D.L = ( 0 )psfx( 0 )It 0 plf 1-t-...L. Exterior Wall =( 14 )psfx( 10 5 )( 3 )= 210 pif Interior Wall=( 10 )psfx( 10 5 )( 3 )= 150 pif F2➔ e H2 1st STORY TOTAL= 689 plf RoofO.l. =( 14 )psfx( 0 )It 0 pif A➔! Floor D.L. = ( 24 )psfx( 23 )It 552. p!f 2nd Story 1st Story ..L Exterior Wall =( 14 )psfx( 5 + 5 )( 3 )= 420 pif H! Interior Wa!I=( 10 )psfx( 15 + 5 )( 1 )= 200 pif ~ ASCE 7-16 EQUIVALENT LATERAL FORCE METHOD : TOTAL = 1172 plf (ASCE 7·16 Sec. 12.8) LONGITUDE: SOIL REPORT ZIP CODE: N,A. LATITUDE: SOIL REPORT R= 6.5 (T:12.2-1) FROM USGS WEB SITE: Ss = 1.381 S1 = 0.491 Fa= 1.2 Fv= 1.8 SHs = Fa x Des.Ss = 1.657 SHt = Fv x S1 = 0.888 p = 1.3 Sile Soi! Class = D Seismic Design Category = Cs=~=~ R/1 -6.5 = But not greater than (12,8.3) D 0.170 Cs=~=~ = 0.434 TxR/1 1.4 Cs SHALL NOT BE LESS THAN 0.01 IF 51 > 0.60g Cs= O.SxS1 R/1 = 0.25 7r.s Q, = V = csxw =>Eh= px0.7xQ, = SDs = 2/3 X SMs = 1.105 Risk Cat.II, le= 1.0 5D1 = 2/3 X SM1 = 0.592 ri,,=ne;g1nO, .. ,e re ~, A (12.8.2) Ct= 0.02 Steel Momeni Res.Frame 0.028 0.8 X = 0.75 Coocre!e Mxneot Res. Frame 0.016 0.9 hn = 23.0 Ecc. Braced Steel Frane 0.03 0.75 (12.8.3) T~=Ct x h/ = 0,21 M Other Structura' Systems 0.02 0.75 (12.8.3) GOVERNING Cs= 0.17 = 0.04 !E,,.,,~ Xp.iss; i',c;;xv,,,j ASCE 7-16 SIMPLIFIED WIND DESIGN : (ASCE 7-16 Sec. 28.6.3) CO= 1.3 (CBC-1605.3) Mean Roof Height= 23.00 ft< 60 ft Wind Velocity= 110 mph Exposure= C Krt= 1.00 Roof Slope= 4.0 :12 = 18.4 degrees Ps= 0.6 X ro X ), X Kzt X,_.;P';;.";..x_I ___ R_is_k_C_a_t._II_,_1._= __ l~•~O==~-_,,;,/c;,.= __ 1_,3_3 _____ _,<From K,CE.7-16/ Rgure 28.6-1) ZONES Horizontal Pressures A B C D P$3o (psf} 26.6 -7 17.7 -3.9 Ps(psf} 27.5 -7,2 18,3 -4.0 LEVEL Wi hi Wix hi Fx (plf) (It) (It-lb) (plf) ROOF 689 21 14469 159 1 1172 10 11720 .. , u Vertical Pressures Overhangs E F G H EoH Goo -23.1 -16 -16 -12.2 -32.3 -25.3 -23.9 -16.5 -16.5 -12.6 ·33.4 -26.2 Story Shear (plf) USE WIND ZONE=> C CONTROLLING 287.8 .. ( 24.5 ( 24,5 {plf) FORCE(plf) 16.0 JxP,= 156 (~0E[~nff), >159, 5.0 JXPs= 357 r1rs1 r,oor vvmu = PA2022-009 ■ Page: lQ~ I E s I I F M E Inc. I I Date: 10/26/2021 STRUCTURAL ENGINEERS Job#: M419 . Client: DAVID ROOT Project Name: "ROOT RESIDENCE@ 2661 CRESlVIEW DR." Plan#: NEWPORT BEACH, CA. ljc' c;:z-'$T()ll'('I.AIEMJ..'1\lllA.1.'i'SI$(.($c:1:7,;i'fi/I1JC:Zl.li~Vtet:z11l!i)'/EQUrj{A.LENTfQRl;f.M~flQti' 'I',·c::j -L3: LONGITUDINAL LOCATION: MBR & MBA OVER KIT., DINING RM, & LR.: IAL TERNATE BASIC I 2nd STORY Roof D.l. = ( 14 )psfx( 43 -)It = 602 plf /~ Floor D.L. =( 0 )psfx( 0 )It = 0 plf 1-i" _L Exterior Wall =( 14 )psfx( 10 -5 )( 4 )= 280 plf Intertor Wall=( 10 )psfx( 10 5 )( 3 )= 150 pff F2➔ H2 1st STORY TOTAL= 1032 plf Roof D.l. =( 14 )psfx( 4 )It = 56 plf fl➔ Floor D.l. = ( 24 )psfx( 43 }ft = 10)2. plf ..l.. 2nd Story 1st Story Exterior Wall =( 14 )psfx( 5 + 5 )( 4 )= 560 plf HI Interior Waif=( 10 )psfx( 15 + 5 )( 1 )= 200 plf ,. +&. TOTAL= 1848 plf ASCE 7-16 EQUIVALENT LATERAL FORCE METHOD : (ASCE 7-16 Sec. 12.8) ZIP CODE: N.A. LATITUDE: SOIL REPORT LONGITUDE: SOIL REPORT FROM USGS WEB SITE: Ss = 1,381 SHs = Fax Des.Ss = 1,657 R= 6.5 (T:12.2-1} S1 = 0.491 Fa= 1,2 Fv= 1.8 SHt = Fvx51 = 0.888 p= 1.3 Site Soil Class = D sos= 2/3x5Hs = 1.105 Risk Cat.II, 18 = 1.0 Seismic Design Category= D SD1 = 2/lxS"1 = 0.592 11n=neigmo, u,e vuuwure u " Cs=~ 1,10 0.170 (12.8.2) Ct= 0.02 Steel Mornetit Res.Frame 0.028 0.8 = = R/ I 6.5 X = 0.75 Cooe<e!e Moment Res. Frwie 0.016 0.9 But not greater than (12.8.3) hn = 23.0 Ecc. Braced S!eel Freme O.Q3 0.75 SD, 0.59 0.434 (12.8.3) Ta=Ct x h/ = 0.21 Nl Other Structural Systems 0.02 0.75 Cs=--= 1A = TxR/I Cs SHALL NOT BE LESS THAN 0,01 (12.8.3) GOVERNING Cs= 0.17 IF 51 > 0.60g Cs= O,SXS1 0.25 0.04 7f7T = 6.5 = Qe = V = CSxW =>Eh= px0.7xQe = IE•#/" ,;<1.lss:: "w I ASCE 7·16 SIMPLIFIED WIND DESIGN : (ASCE 7-16 Sec. 28,6.3) W= 1.3 (CSC-1605.3) Mean Roof Height= 24.50 ft<60ft Wind Velocity = 110 mph Exposure= C Kn= 1.00 Roof Slope= 4.0 :12 = 18.4 degrees Ps= 0.6X(ll X AX Kztx Ps30 XI Risk cat.II, le = 1.0 i.. = 1.35 {From ASc:£7-16/ Flguc'e28.6-1) ZONES ~.6J .... ; ,; ,;,i,•" Horizontal Pressures Vertical Pressures Overhangs A B C D E F G H Eo11 Gott -1>--c~ Ps30 (psf) 26.6 -7 17.7 -3.9 •23.1 -16 -16 -12.2 -32.3 ·25.3 ~~~;.~~:<i~ -1 -· • >1'.- --I ,Jr--;"s.;:---.:_~ -~ PsCpsfJ 28.0 -7,4 18,6 -4.1 -24.3 -16,8 -16,8 -12,8 -34.Q -26.6 J·tl ~ LEVEL Wi hi Wix hi Fx Story Shear USE WIND ZONE=> C CONTROLLING (plf) (ft) (ft-lb) (plf) (plf) (plf) FORCE(plf) ROOF iu3, d 2,.,. <4u ---\ .L4.5 -16.0 JXP5-158 t1cr~!~t:Hf,z;;:b~, 1 1848 10 18480 205 445.5 l 24.5 -5.0 )XP5= 363 ;l~~l~f;!WH/ ''145 u .o t-1rst t-1oor .. ma = 5 1,ERC,!D:!-:?,)JI.\\ PA2022-009 E s I / F M E Inc. Date: STRUCTURAL ENGINEERS Page:_.,_Jl,_.Q.,,,._ 10/26/2021 M419 Job#: Client: DAVID ROOT Project Name: "ROOT RESIDENCE @ 2661 CRESTVIEW DR." Plan#: NEWPORT BEACH, CA. t T3: TRANSVERSE LOCATION: MBR & MBA OVER KIT,, DINING RM, & LR.: !ALTERNATE BASIC 2nd STORY F2:rz Roof D.L. = ( 14 )psfx( floor D.l. =( 0 )psfx( ..L Exterior Wall =( 14 )psfx( Interior Wall=( 10 )psfx( H2 1st STORY Roof D.l. =( 14 )psfx( Fl~ Floor D.l. =( 24 )psfx( .l. Exterior Wall =( 14 )psfx( HI Interior Wall=( 10 )psfx( ~ ASCE 7·16 EQUIVALENT LATERAL FORCE METHOD: ZIP CODE: N.A. LATITUDE: SOIL REPORT FROM USGS WEB SITE: Ss = 1,381 51 = 0.491 Fa= 1.2 Fv= 1.8 Site Soi! Class = D Seismic Design Category = D Cs=~ = ..!:!!.. R/1 6.5 = 0.170 (12.8.2) But not greater than (12.8.3) 36 )It 504 plf 0 )It 0 plf 10 5 )( 4 )= 280 plf 10 5 )( 3 )= 150 plf TOTAL= 934 plf 4 )It 56 plf 31 )It 744 plf 2nd Story 1st Story 5 + 5 )( 4 )= 560 plf 15 + 5 )( )= 200 plf TOTAL= 1560 plf (ASCE 7·16 Sec, 12.8) LONGITUDE: SOIL REPORT SHs = Fa x Des.Ss = 1,657 SM1 = Fv X S1 = 0,888 R= 6.5 (T:12.2-1) p = 1.3 50s = 2/3 X SMs = 1,105 Risk Cat.II, ~ = 1.0 SD1 = 2/3 X SH1 = 0.592 Ct= 0.02 X = 0.75 hn = 23.0 n-.=Neigmo e vuuCrure Steel UQmenl Res.Frame Concrete Moment Res. Frame Ecc. B!aced Steel Frame " A 0.028 o.8 0.016 0.9 0.03 0.75 Cs=~ = ~ = 0.434 (12.8,3) (12.8.3) Ta=Ct x h/ = 0,21 All Other Structural Systems 0.02 0.75 TxR/1 1.4 Cs SHALL NOT BE LESS THAN 0,01 IF S1 > 0.60g Cs= 0,5XS1 7f7T = 0.25 7r.s = Qe:::: V:::: CSxW ::::>Eh:::: px0.7xQe:::: ASCE 7-16 SIMPLIFIED WIND DESIGN : Wind Velocity = 110 mph Ps= 0.6X(I) x Ax Kztx Ps30 x I m= Exposure= Risk cat.JI, le = Horizontal Pressures A B C D Ps30 (psf) 26.6 .7 17.7 -3,9 Ps(Psf) 28.0 -7.4 18,6 -4.1 LEVEL Wi hi Wix hi Fx (plf) (ft) (ft-lb) (plf) ROOF 934 21 19614 215 1 15uu iu 15uuu 171 u 14 0.04 1.3 (CBC-1605.3) C 10 ZONES - Vertical Pressures E F G -23.1 -16 -16 -24.3 -16.8 -16.8 Story Shear (plf) ---( 385.8 ( '·" GOVERNING Cs= 0.17 1.00 1 35 H -12.2 -12.8 (ASCE 7-16 Sec. 28.6.3) Mean Roof Height= 24.50 It < 60 It Roof Slope= 4.0 :12 = 18.4 degrees (From ASCE 7-16 / Flgtire 28.6-1) ,, .;:;f;,;hl~I:, "'''[ -•.-L · · 1 Overhangs ,.,-, .-_,-1\,11 Eoa Goa /. >:cf~,~ -32.3 -25.3 ~ -/fli)J. • _,' ._· __ : <:, --i ,: r-;.,,;:-. -;,y -34.0 -26.6 J•(J--~- USE WIND ZONE=> C CONTROLLING (plf) FORCE(plf) 24.5 -16.0 )XPs= 158 c<~~~~.n1E!-sJJ~r 24,5 -5.0 )XP5-363 ,.1~~Is,n,1pi}j,8§,, t-1rst t-1oor wma = PA2022-009 E S I / F M E Inc. Page: J I \ Date: 10/27/2021 STRUCTURAL ENGINEERS Job#: M 41 9 Client: DAVID ROOT Project Name: "ROOT RESIDENCE @ 2661 CRESTVIEW DR." Plan #: NEWPORT BEACH, CA, SHEAR WALL LINE: 0 S0s= 1.1 S8SMCWUFTOfADLOAOPARA.I/ETER:0.9---0.14So,~ 0.746 0 WALL(S)@ LEFT SIDE OF BA#3 PLATE HT= 10 ft __ {WALL 1= _ 20.00 ft OPENING= o.oo ft_walll i= 20.00 ft} WALL2= o.oo _ft_ WALL 3= o.oo _ ~ _ ~A!:_Lj~ _ o.oo _ ft_ SEISMIC TOTAL WALL LENGTH= 20.00 ft T1 LOAD =( 173 plf ( 20.5 ft/ 2 + 0 ) = 1773 lbs. LOAD=( 0 plf( 0,0 ft/ 2 + 0 ) = 0 lbs. LOAD=( 0 plf( 0.0 ft/ 2 + 0 ) = 0 lbs. LOAD=( 0 plf( 0,0 ft/ 2 + 0 ) = 0 lbs. SHEAR = T. LOAD/ L = 1773 lbs/ 20.00 ft 89 lbs/ft --------------------------------------~-IWft _______________ _ WIND T1 LOAD=( 128 LOAD=( 0 LOAD=( 0 LOAD=( 0 L SHEAR = T. LOAD / L = plf ( plf ( plf ( plf ( 1312 20.5 0.0 o.o 0.0 lbs/ ft/ 2 + ft/ 2 + ft/ 2 + ft/ 2 + 20.00 0 0 0 0 ft ) = ) = )= )= 1312 lbs. o lbs. o lbs. 0 lbs. 66 lbs/ft 66 IWft ------GOVERNING FORCE= -SEISMIC ----v:-as:s's-lbsiii-------------------- NKHOR/STRAP? STRAP A GOV.FORCE= SEISMIC -~/lff\'--"1:,:0c...,,._ ____ _,W"'/'-'1"'6"'d-"S".P-".N.,,._,@'------'1°'6:.._ __ ".o:o,c/c:.._ __ _,._ ___ ....l-_-'S,,:P_eN"-16"--~1 UPLIFT: . p = 0.6 FOR WIND, 0.75 FOR SEISMIC LOAD= V x L,,,, O.T.M.=Load x Pit.Height UPLIFT=(O.T.M.-R.M.)/L~, RESISTING MOMENT= fl x [Bearing Wall Weight") +Roof D.L.xTrib.Width+Floor D.l.xTrib.WidthJx(S.W. Length)1 /2 WALL Wf= 14 psf x 10 ft"' 140 lbs RDL= 14 psf TrbW= 6 ft FOL= 14 psf TrbW= 0 ft RES.MOM5esm'l:= 33421 lbs LOAD"' 1773 lbs. O.T.M.Swn;; = 17733 ft-lbs UPLIFTSwn,;= -784.4 lbs Governing Uplift RES.MOM\'rITT<I= 26880 lbs LOAD= 1312 lbs. O.T.M.,,.1,-..:1 = 13120 ft-lbs UPUFTwrn= -688 lbs -688 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs 0,K Dia hragm Length= 22 ft Provide A35's or Hl's @ 48 inches O.C. Y= 81 If (y WALL(S)@ LEFT SIDE OF OFFICE: PLATE HT= 10 ft __ {WALL 1= _ a.oo ft _OPENING=_ o.oo ftWalll I= a.oo_ ft} WALL2= o.oo _ft_~~~~=-o.oo --~'-!_A~l~:_-o.oo _ft_ SEISMIC TOTAL WALL LEJ\<GTH = 8.00 ft T2 LOAD=( 159 LOAD=( 0 LOAD=( 0 LOAD=( 0 L SHEAR = T. LOAD / L = plf ( plf ( plf ( plf ( 1193 15,0 0.0 o.o 0.0 lbs/ ft/ 2 + ft/ 2 + ft/ 2 + ft/ 2 + 8.00 0 0 0 0 ft )= ) = ) = )= 1193 lbs. o lbs. o lbs. o lbs. 149 lbs/ft 149 lbs/ft -~N□------------------------------------------------------ T2 LOAD=( 156 plf ( 15.0 ft/ 2 + 0 ) = 1170 lbs. LOAD=( 0 plf ( 0.0 ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 ) = 0 lbs. LOAD=( 0 plf ( 0.0 ft/ 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD/ L = 1170 lbs/ 8.00 ft 146 lbs/ft 146 lbs/ft GOVERNING FORCE= SEISMIC V= 149.1 lbs/ft AllCHOR/STRAP? STRAP J\ GOV.FORCE• SEISMIC _ _,_/10\...:1,_,0'-'. ____ _,w"''"'1"'6"'d"S".P'-''"'N,_. ,,,@:_ _ _c1o,0:_,_ __ '_,'o'.!./.O'.c ___ _,_ ___ _j_ _ _.::S:,:cP,_,N,,:10e__ UPLIFT: f.3 = 0.6 FOR WIND, 0.75 FOR SJ:ISMIC LOAD""' V x L,,1.,1 O.T.M.=Load x Pit.Height UPLIFT =(0. T.M. -R.M. )/L~, RESISTING MOMENT= p x [Bearing Waif Weight") +Roof D.l.xTrib.Wkfth+Floor D.l.xTrib.WJdth}x(S,W. Length)2 /2 WALL wr = 14 psf x 10 ft = 140 lbs RDL=: 14 psf TrbW= 4 ft FDL:= 14 psf TrbW= 0 ft RES.MOMSe;srnlc= 4679 lbs LOAD= 1193 lbs. O.T.M.s.,sm.: = 11925 ft-lbs UPLIFT Sci.mc= 905.8 lbs Governing Uplift RES.MOMi,vro= 3763 lbs LOAD= 1170 !bs. O.T.M.;vm = 11100 ft-lbs UPLIFTw:.-.r 992.1 lbs 992 lbs PROVIDE SIMPSON: CS16 PER POST, CAPACITY= 1705 lbs O.K Diaphragm Length= 17 ft Provide A35's or Hi's @ 48 inches o.c. V= 70 plf VERSJotl 2020.1 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTAANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH I/ ::l_ M419 Project Descr: @ 2661 CRESTVIEW Printed: 6 NOV2021, 1:26PM I VVood Beam Project File: M419.ec6 I UC#: KW-06013924, Bui!d:20.21.10.4 ESI/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: SW#2 OVER BM #41: OVERSTRENGTHOESIGN ON FLUSH BEAM OVER GARAGE DUE TO SW#2: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination :ASCE 7-16 Fb+ 2,600.0 psi 2,600.0 psi 2,510.0psi E: Modulus of Elasticity Fb-Ebend-xx 1,900.0ksi Fc-Prll Fe -Perp Fv Eminbend -xx 965.71 ksi Wood Species Wood Grade Beam Bracing ' • . ilevel Truss _Joist MicroLam LVL 1.9 E Completely Unbraced D{0.2) ~0.25) ! j . . . ' . . Ft D(0021Jlr(OOJ) 750.0psi 285.0 psi 1,555.0psi ~.0.063\ lrfO 0.091 D{0.75) lr(1) ' 4, • D<0.03325} U0.05321 . . . .. . 2-1.75x11.87 Sp-an"' 12.50 ft Density 42.010pcf D(0.056~ Lf(0.08) "" O'lq) ~f(0.25) • . ' . . ~ 'I', Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width= 1.330 ft, (FLR LOAD: 65*1.33) Uniform Load: D = 0.0140 ksf, Tributary Width= 10.0 ft, (WALL ABV: 14*10) Point Load : D = 0.20, Lr = 0.250 k @ 1.50 ft, (BM#9L -2ND FLR HIP) Point Load: D = 0.750, Lr= 1.0 k@ 8.50 ft, (BM#9R -1 ST FLR HIP) Point Load: D = 0.20, Lr= 0.250 k@ 10.50 ft, (VALLEY@ 2ND FLR) Varying Uniform Load : D= 0.0->0.0630, Lr= 0.0->0.090 k/ft, Extent= 1.50 --» 12.50 ft, Trib Width = 1.0 ft, (2ND FLR RF LOAD: 34'[0 TO 9]/2) Uniform Load: D = 0.0140, Lr= 0.020 ksf, Tributary Width= 1.50 ft, (2ND FLR RF OVERHANG: 34*1.5) Uniform Load: D = 0.0140, Lr= 0.020 ksf, Extent= 8.50 --» 12.50 ft, Tributary Width= 4.0 ft, (1ST FLR RF LOAD: 34*8/2) Point Load : E = 2.10 k @ 10.0 ft, (DOWNWARD FORCE DUE TO SW#2) Point Load: W = 2.340 k@ 10.0 ft, (WIND UPLIFT DUE TO SW#2) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection = = = = = 0.595: 1 2-1.75x11.87 2,047.96psi 3,442.20psi +1.154D+1.750E 8.485ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Loqltion of maximum on span Span# where maximum occurs 1141 >=360 Span: 1: Lr Only O <360 n/a = = = = = Design OK 0.426: 1 2-1.75x11.87 194.22 psi 456.00 psi +1.154D+1.750E 11.542ft Span# 1 Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.131 in Ratio= O in Ratio= 0.375 in Ratio = 0 in Ratio= 400>=360 Span: 1: +D+0.750Lr+0.750L+0.450W O <360 n/a Maximum Forces & Stresses for Load Combinations Load Combination Segment Length +D+0.60W Length= 12.50 ft Max Stress Ratios Span# M V Cd CFN Ci Cr Cm Ct CL 1 0.387 0.256 1.60 1.000 1.00 1.00 1.00 1.00 0.83 Moment Values M fb F'b 0.00 9.14 1,333.85 3442.20 Shear Values V fv F'v 0.00 0.00 0.00 3.24 116.90 456.00 PA2022-009 ■"w"'" Project Title: ROOT RESIDENCE/ NEWPORT BEACH I 15 1800 E. 16TH STREET, UNIT B Engineer: SANTA ANA, CA. 92701 Project ID: M419 Project Descr: @ 2661 CRESTVIEW Printed: 6 NOV2021, 1:26PM I wood Beam Project File: M419.ec6 I UC#: KW-06013924, Build:20.21.10.4 ESLIFME, Inc. {c) ENERCALC INC 1983-2021 DESCRIPTION: SW#2 OVER BM #41: OVERSTRENGTH DESIGN ON FLUSH BEAM OVER GARAGE DUE TO SW#2: Maximum Forces & Stresses for Load Combinations Load Combination Max Sfress Ratios Momen[ Values Sfiear Values Segment Length Span# M V +0-0.60W Length= 12.50 ft 0.207 0.135 +0+0.750Lr+0. 750L +0.450W Length= 12.50 ft 1 0.546 0.342 +O+0. 750Lr+0. 750L-0.450W Length= 12.50 ft 1 0.401 0.209 +O+0. 750L +0.450W Length= 12.50 ft 1 0.392 0.251 +0+0.750L-0.450W Length = 12.50 ft 1 0.259 0.141 +0.600+0.60W Length= 12.50 ft 0.273 0.189 +0.600-0.60W Length= 12.50 ft 1 0.096 0.090 +1.1540+1.750E Length = 12.50 ft 1 0.595 0.426 +1.1540-1.750E Length= 12.50 ft 0.141 0.188 +1.1160+0. 750L +1.313E Length= 12.50 ft 1 0.547 0.378 +1.1160+0. 750L-1.313E Length= 12.50 ft 1 0.203 0.181 +0.44600+1. 750E Length= 12.50 ft 0.405 0.307 +0.44600-1. 750E Length= 12.50 ft 1 0.217 0.182 Overall Maximum Deflections Load Combination Span +0+0.750Lr+0. 750L +0.450W Vertical Reactions Load Combination Overall MAXimum Overall MINimum OOnly +D+L +D+Lr +O+0. 750Lr+O. 750L +0+0.750L +0+0.60W +0+0.750Lr+0. 750L +0.450W +0+0.750L +0.450W +0.600+0.60W +0+0.70E +O+0. 750L +0.5250E +0.600+0.70E Lr Only LOnly WOnly EOnly Cd CFN C; c, Cm Ct CL M 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 4.89 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 12.89 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 9.47 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 9.24 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 6.12 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 6.44 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 2.26 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 14.04 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 3.32 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 12.90 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 4.80 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 9.56 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 5.13 Max. "-" Defl Location in Span Load Combination 0.3750 6.569 Support notation : Far left is #1 Support 1 Support 2 3.058 4.811 0.420 1.680 1.875 2.425 2.208 2.757 2.839 4.151 2.848 3.969 2.125 2.674 2.156 3.548 3.058 4.811 2.335 3.517 1.406 2.578 2.169 3.601 2.345 3.556 1.419 2.631 0.964 1.726 0.333 0.333 0.468 1.872 0.420 1.680 lb F'b V fv F'v 0.00 0.00 0.00 0.00 712.79 3442.20 1.71 61.62 456.00 0.00 0.00 0.00 0.00 1,880.88 3442.20 4.32 156.02 456.00 0.00 0.00 0.00 0.00 1,381.03 3442.20 2.64 95.21 456.00 0.00 0.00 0.00 0.00 1,348.35 3442.20 3.17 114.38 456.00 0.00 0.00 0.00 0.00 893.21 3442.20 1.79 64.47 456.00 0.00 0.00 0.00 0.00 939.34 3442.20 2.39 86.35 456.00 0,00 0.00 0.00 0.00 329.04 3442.20 1.14 41.02 456.00 0.00 0.00 0.00 0.00 2,047.96 3442.20 5.38 194.22 456.00 0.00 0.00 0.00 0.00 483.70 3442.20 2.38 85.94 456.00 0.00 0.00 0.00 0.00 1,881.68 3442.20 4.78 172.38 456.00 0.00 0.00 0.00 0.00 700.35 3442.20 2.29 82.71 456.00 0.00 0.00 0.00 0.00 1,394.82 3442.20 3.88 140.16 456.00 0.00 0.00 0.00 0.00 747.67 3442.20 2.30 82.92 456.00 Max. "+" Deft Location in Span 0.0000 Values in KIPS 0.000 PA2022-009 E S I / F M E Inc. Page: ---<~-i- D ate: 10/27/2021 STRUCTURAL ENGINEERS Job#: M 419 Client: DAVID ROOT Plan #: NEWPORT BEACH, CA, SHEAR WALL LINE: 0 " Sos= 1.1 S8Slt.<.:UPUFTOEAOLOAOPARA.I/ETER:0.9-0.14Si:,.~ 0.746 0 WALL(S)@ RIGHT SIDE OF BR#3 & OFFICE PlATE HT= 10 ft __ {WALL 1=_ 4.00 ft OPENING= o.oo ft Walll I= 4.oo ft} WALL2= 4.oo _ft_ WALL 3= 12.00 -~-~A_:L~,:_-o.oo _ft_ SEISMIC TOTAL WALL LEl\'GTH"" 20.00 ft T1 T2 LOAD=( LOAD=( LOAD=( 165 133 0 LOAD=( 0 SHEAR = T. LOAD/ L = plf( 20,5 ft/ 2 + o ) = 1691 lbs. plf ( 31.0 ft/ 2 + o ) = 2062 lbs. plf( 0,0 ft/2+ 0 )= 0 lbs. plf( o.o ft/2+ o )= 0 lbs. 3753 lbs/ 20.00 ft 188 lbs/ft CORRECTED PER Hh'i RATIO(SOPWS-18 Table4.3.4 }= 200 lbs/ft -WIND _____________________________________________________ _ T1 LOAD=( 128 T2 LOAD=( 156 LOAD=( 0 LOAD=( 0 L SHEAR = T. LOAD / L = plf ( plf ( plf ( plf ( 2872 20,5 20.0 0.0 0,0 lbs/ ft/ 2 + ft/ 2 + ft/ 2 + ft/ 2 + 20.00 0 0 0 0 ft GOVERNING FORCE= SEISMIC V= 200.1 lbs/ft ) = ) = ) = ) = 1312 lbs. 1560 lbs. o lbs. o lbs. 144 lbs/ft 144 lbs/ft ANCHOR/STRAP? STRAP A GOV.FORCE= SEISMIC -~/10'\c...=l:.:0;,...,, ____ ---"W"'/'-'1:.:6:.:d..:S;;;,Pc.:':.:N'-, ®s:.... __ 6::...., __ '..:'o,_/:::c ___ .,_ ___ -+_-'S:.:.P..:;N:;:6_~1 UPLIFT: _ ~ = 0,6 FOR WIND, 0.75 FOR SEISMIC LOAD= V x Lw., 0.T.M.=Load x Pit.Height UPUFT=(O.T.M.·R.M.)/L~n RESISTING MOMENT= p x [Bearing Wall Weight") +R90f D.L.xTrlb.Wkfth+floor D.l.xTrib.\'r!dthJx(S.W. Length)2 /2 WAU.. WT= 14 psfx 10 ft cc 140 lbs RDL:,: 14 psf TrbW"" 6 ft FOL= 14 psf TrbW= 0 ft RES.MOMSeismic= 1337 lbs LOAD"" 750.6 lbs. O.T.M.Sesm\:= 751:'R, ft-lbs UPLIFTSeism\:= 1542 !bs Governing Uplift RES.MOM,,r.nc1= 1075 lbs LOAD= 574.4 lbs. O.T.M.wrnd= 5744 ft-lbs UPLIFTw..r 1167 lbs 1542 lbs PROVIDE SIMPSON: CS16 PER POST, CAPACITY= 1705 lbs 0,K Dia hragm Length= 32 ft Provide A35's or H1's@ 44 inches o.c. V= 117 If Q WALL(S)@ LEFT OF BR#2 & LAUNDRY: PlATE HT= 10 ft __ {WALL 1= _ 4.oo ft _ OPENING= o.oo ft Walll L= 4.oo_ ft} WALL2= s.oo _tt_~~l!:_!.=_ 9.00 __ tt_~A0:10,: _ o.oo _ft_ SEISMIC TOTAL WALL LEf\'GTH = 18.00 ft T2 LOAD=( 159 plf( 18,0 ft/ 2 + o ) = 1431 lbs. T3 LOAD=( 215 plf ( 38,0 ft/ 2 + o ) = 4085 lbs. LOAD=( 0 plf( o.o lt/2+ 0 )= 0 lbs. LOAD=( 0 plf( o.o lt/2+ o )= 0 lbs. L SHEAR= T. LOAD/L = 5516 lbs/ 18.00 ft 306 lbs/ft CORRECTED PER HNI RATIO {SDPWS-18 Tab~.3.4 }': 327 lbs/ft -WIND _____________________________________________________ _ T2 LOAD=( 156 plf ( 18.0 ft/ 2 + 0 ) = 1404 lbs. T3 LOAD=( 158 plf ( 38.0 ft/ 2 + 0 ) = 3002 lbs. LOAD=( 0 plf ( 0,0 ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( 0,0 ft/ 2 + 0 )= 0 lbs. L SHEAR = T. LOAD / L = 4406 lbs/ 18.00 ft 245 lbs/It 245 lbs/ft GOVERNING FORCE= -SEISMIC ---V= 326.9 lbs/ft __________________________ NlOiOR/STRAP? STRAP /\ GOV.FORCE= SEISMIC -~/11\_1_1~ _____ W_/~1_6_d_S_.P_._N_. ®~ __ 4 ___ •_••~/_c ___ ~----+--S~P_N_4_---< UPLIFT: ~ = 0.6 FOR WIND, 0.75 FOR SEISMIC LOAD= V x 1..,,., O.T.M.=Load x Pit.Height UPLIFT =(O.T.M. ·R.M.)/~, RESISTING MOMENT= J3 x [Bearing Wall Weight") +Roof D,L.xTrib.Wklth+Floor D.L.xTrib.Wldth}x(S.W. Length)2 /2 WALL Wf:c: 14 psf x 10 ft= 140 lbs RDl= 14 psf TrbW= 4 ft fOL,=: 14 psf TrbW= 0 ft RES.MOMse;.sm.;c= 1170 lbs LOAD: 1226 lbs. O.T.M.se:srn\: = 122sa ft-lbs UPLIFT 5wn,::"'' 2772 lbs Governing Uplift RES.MOM\•rm= 941 lbs LOAD= 979.1 lbs. O.T.M.wrn = 9791 ft-lbs UPLIFTw..r 2213 lbs 2772 lbs PROVIDE SIMPSON: (2) CS16 PER POST, CAPACITY= 3410 lbs 0.K Diaphragm Length= 32 ft Provide A35's or Hl's@ 28 inches o.c. V= 172 plf VERSlON 2020.1 PA2022-009 ■ ESIIFME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW 15 I Printed: 6 NOV2021, 2:01PM I Woocl Beam Project File: M419.ec6 I UC#: KW-06013924, Build:20.21.10.4 ESUFME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: SW#3 OVER BM #45: OVERSTRENGTH DESIGN ON DROP BEAM AT RIGHT SIDE OF PATIO DUE TO CODE REFERENCES Calculations per NDS 2018, !BC 2018, CBC 2019, ASCE 7-16 load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Wood Species Wood Grade Beam Bracing DF/DF 24F-V4 Completely Unbraced Fb+ Fb - Fe -Prll Fc-Perp Fv Ft 5.5x9.5 Span= 11.0ft 2,400.0psi 1,850.0 psi 1,650.0 psi 650.0psi 265.0psi 1,100.0 psi ' 0.:0,Z5)Ejll.11J) E: Modulus of Elas/icity Ebend-xx 1,800.0ksi Erninbend -xx 950.0ksi Ebend-yy 1,600.0ksi Eminbend -yy 850.0ksi Densily 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform load : D = 0.0250, l = 0.040 ksf, Tributary Width = 5. 750 ft, (FLR LOAD: 65'11.5/2) Uniform load: D = 0.0140 ksf, Tributary Width= 12.0 ft, (WALL ABV: 14'12) Uniform load: D = 0.0140, Lr= 0.020 ksf, Extent= 0.0 --» 2.50 ft, Tributary Width= 5.50 ft, (1ST FLR RF LOAD: 34'(8/2+1.5)) Point load : D = 0.520, Lr= 0.60 k@ 1.0 ft, (BM#12R) Point load: D = 0.720, Lr= 0.80 k@ 2.50 ft, (BM#16l) Point load: D = 0.650, Lr= 0.710 k@ 7.0 ft, (BM#16R) Uniform load : D = 0.0140, Lr= 0.020 ksf, Extent= 7.0 --» 11.0 ft, Tributary Width= 3.50 ft, (1ST FLR RF LOAD: 34'(4/2+1.5)) Point load : W = 2.30, E = 2.630 k @ 1.50 ft, (DOWNWARD FORCE DUE TO SW#3) Point load : W = 2.30, E = 2.630 k@ 7.0 ft, (DOWNWARD FORCE DUE TO SW#3) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = 0.872 1 5.5x9.5 3,294.04psi 3,775.90psi +1.154D+1.750E 6.985ft Span# 1 0.233 in Ratio = O in Ratio= 0.494 in Ratio = O in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Ralros Segment Length Span# M V Cd CFN Ci c, +D+0.60W Length = 11.0 ft 0.448 0.314 1.60 1.000 1.00 1.00 +D+0. 750Lr+0. 750L +0.450W 1.000 1.00 1.00 Length = 11.0 ft 1 0.599 0.424 1.60 1.000 1.00 1.00 +D+0.750L +0.450W 1.000 1.00 1.00 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs Span: 1 : E Only n/a = = = = = . Design OK - 0.612: 1 5.5x9.5 259.67 psi 424.00 psi +1.154D+1.750E 0.000ft Span# 1 567>=360 0<360 267>=240 0<240 Span: 1: +D+0.750Lr+0.750L+0.450W nla Momeni Values snear Values Cm Ct CL M lb F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 0.98 11.65 1,689.92 3775.90 4.64 133.12 424.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 1.00 1.00 0.98 15.59 2,261.53 3775.90 6.26 179.58 424.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE / NEWPORT BEACH/} (pf M419 @ 2661 CRESTVIEW Printed: 6NOV2021, 2:01PM I Wood· Beam Project File: M419.ec6 · 1 UC#: KW-06013924, Build:20.21.10.4 ESI/FME, lllC. {c) ENERCALC INC 1983-2021 DESCRIPTION: SW#3 OVER BM #45: OVERSTRENGTH DESIGN ON DROP BEAM AT RIGHT SIDE OF PATIO DUE TO Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Ral10s Momenf Values Sfiear IJalues Segment Length Span# M V Cct CFN C; c, Cm Ct CL M fb F'b V fv F'v Length = 11.0 ft 1 0.507 0.341 1.60 1.000 1.00 1.00 1.00 1.00 0.98 13.19 1,913.83 3775.90 5.03 144.43 424.00 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 11.0 ft 0.333 0.234 1.60 1.000 1.00 1.00 1.00 1.00 0.98 8.68 1,259.00 3775.90 3.46 99.32 424.00 +1.154D+1.750E 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.872 0.612 1.60 1.000 1.00 1.00 1.00 1.00 0.98 22.71 3,294.04 3775.90 9.05 259.67 424.00 +1.116D+0.750L +1.313E 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.818 0.564 1.60 1.000 1.00 1.00 1.00 1.00 0.98 21.29 3;088.44 3775.90 8.34 239.34 424.00 +0.4460D+1.750E 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.672 0.471 1.60 1.000 1.00 1.00 1.00 1.00 0.98 17.50 2,537.72 3775.90 6.96 199.85 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Oefl Location in Span +D+0.750Lr+O. ?SOL +0.450W 1 0.4938 5.500 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+0.750Lr+0. ?SOL +D+0.750L +D+0.60W +D+O. 750Lr+0. ?SOL +0.450W +D+0.750L +0.450W +0.60D+0.60W +D+0.?0E +D+0. ?SOL +0.5250E +0.60D+O.?0E Lr Only L Only WOnly EOnly Support 1 Support 2 6.755 3.228 3.249 4.514 4.965 5.485 4.197 4.942 6.755 5.468 3.643 5.508 5.892 4.209 1.716 1.265 2.823 3.228 5.044 2.032 2.584 3.849 3.532 4.244 3.532 3.650 5.044 4.332 2.617 4.006 4.599 2.973 0.949 1.265 1.777 2.032 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 8 DEC 2021, 4:03PM I Wood Beam Project File: M419.ec6 I UC#: KW-06013924, Build:20.21.10.4 ESllFME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: SW#3: DESIGN FOR OVERSTRENGTH BM#53: FLUSH BEAM IN FRONT OF MECHNICAL RM: CODE REFERENCES Calculations per NOS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Wood Species Wood Grade Beam Bracing j DF/DF 24F-V4 Completely Unbraced : Fb + Fb- Fc-Prll Fe -Perp Fv Ft D(0.147t Lr(0.21) D{0.154) 0(0.03325) L(0.0532) 5.5x11.875 Span= 12.750 ft 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1, 100.0psi ' ; E : Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend -xx 950.0ksi Ebend-yy 1,600.0ksi Eminbend -yy 850.0ksi Density 31.210pcf ' : l Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width= 1.330 fl, (FLR LOAD: 65*1.33) Uniform Load : D = 0.0140 ksf, Tributary Width= 11.0 fl, (WALL ABV: 14*11) Uniform Load: D = 0.0140, Lr= 0.020 ksf, Tributary Width= 10.50 ft, (RF LOAD: 34*(18/2+1.5)) Point Load: E = 2.630 k@ 4.50 fl, (SW#3: 2.626 K DOWNWARD FORCE) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.519: 1 Maximum Shear Stress Ratio = Section used for this span 5.5x11.875 Section used for this span fb: Actual = 1,935.82psi fv: Actual = Fb: Allowable = 3,732.14psi Fv: Allowable = Load Combination +1.1540+1.750E Load Combination Location of maximum on span = 4.514ft Location of maximum on span = Span# where maximum occurs = Span# 1 Span# where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.127 in Ratio= 1202>=360 Span: 1 : E Only Max Upward Transient Deflection -0.127 in Ratio= 1202 >=360 Span: 1 : E Only• -1.0 Max Downward Total Deflection 0.242 in Ratio = 632>=300 Span: 1 : +D+Lr Max Upward Total Deflection -0.003 in Ratio= 55492>=300 Span: 1 : +0.60D-0.70E Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratros Moment Values Segment Length Span# M V Cd CFN Ci c, M fb F'b +1.1540+1.750E 0.00 Length= 12.750 ft 1 0.519 0.279 1.60 1.000 1.00 1.00 1.00 1.00 0.97 20.85 1,935.82 3732.14 +1.1540-1. 750E 1.000 1.00 1.00 1.00 1.00 0.97 0.00 Length= 12.750 ft 1 0.189 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.98 5.91 548.24 2902.20 +1.1160+0. 750L +1.313E 1.000 1.00 1.00 1.00 1.00 0.98 0.00 Length= 12.750 ft 1 0.448 0.246 1.60 1.000 1.00 1.00 1.00 1.00 0.97 18.00 1,671.02 3732.14 +1.116D+0.750L-1.313E 1.000 1.00 1.00 1.00 1.00 0.97 0.00 Length= 12.750 ft 1 0.066 0.109 1.60 1.000 1.00 1.00 1.00 1.00 0.97 2.67 248.16 3732.14 +0.4460D+1.750E 1.000 1.00 1.00 1.00 1.00 0.97 0.00 Length = 12. 750 ft 1 0.405 0.207 1.60 1.000 1.00 1.00 1.00 1.00 0.97 16.27 1,510.17 3732.14 . . . . . 0.279: 1 5.5x11.875 118.24 psi 424.00 psi +1.1540+1. 750E 0.000ft Span# 1 Sfiear 'values V fv F'v 0.00 0.00 0.00 5.15 118.24 424.00 0.00 0.00 0.00 2.37 54.49 424.00 0.00 0.00 0.00 4.55 104.42 424.00 0.00 0.00 0.00 2.02 46.30 424.00 0.00 0.00 0.00 3.82 87.66 424.00 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 !Wood Beam Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEAC~ / (p (\_ M419 @ 2661 CRESTVIEW Printed: 8 DEC 2021, 4:03PM Project File: M419.ec6 J UC#: KW-06013924, Build:20.21.10.4 ESVFME, Inc. {c) ENERCALC INC 1983-2021 FLUSH BEAM IN FRONT OF MECHNICAL RM: DESCRIPTION: SW#3: DESIGN FOR OVERSTRENGTH BM#53: Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momenf Values Sfiear Values Segment Length Span# M V Cd CFN C; Cr Cm Ct CL M +0.4460D-1.750E 1.000 1.00 1.00 1.00 1.00 0.97 Length= 12.750 fl 1 0.336 0.145 1.60 1.000 1.00 1.00 1.00 1.00 0.98 10.49 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +O+Lr 0.2417 6.422 Vertical Reactions Support notation : Far left is #1 Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D +D+0.70E +D-0.70E +D+0.750L +0.5250E +D+0.750L-0.5250E +0.60D+0. 70E +0.60D-0.70E Lr Only L Only EOnly E Only* -1.0 Support 1 Support 2 3.560 3.560 -1. 702 -0.928 2.221 2.221 2.560 2.560 3.560 3.560 3.480 3.480 2.475 2.475 1.333 1.333 3.412 2.871 1.030 1.571 3.369 2.963 1.582 1.988 2.524 1.982 0.141 0.683 1.339 1.339 0.339 0.339 1.702 0.928 -1. 702 -0.928 fb F'b V fv F'v 0.00 0.00 0.00 0.00 973.89 2902.20 2.68 61.59 424.00 Max. "+" Defl Location in Span 0.0000 Values in KIPS 0.000 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: ROOT RESIDENCE/ NEWPORT BEACH M419 @ 2661 CRESTVIEW /11 Printed: 6 NOV2021, 1:59PM I Wood Beam Project File: M419.ec6 . I UC#: KW-06013924, Bulld:20.21.10.4 ESI/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: SW#4 OVER BM #37: OVERSTRENGTH DESIGN ON DROP BEAM AT LEFT SIDE OF FAMILY RM CODE REFERENCES Calculations per NDS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb+ 2,400.0psi 1,850.0psi 1,650.0 psi E : Modulus of Elasticity Wood SpeCies Wood Grade Beam Bracing OF/OF 24F-V4 Completely Unbraced 0(0.03325 L 0.0532 Fb- Fc-Prll Fe-Perp Fv Ft 5.5x11.875 Span= 13.0 ft 650.0 psi 265.0psi 1,100.0psi Ebend-xx 1,800.0ksi Eminbend -xx 950.0ksi Ebend-yy 1,600.0ksi Eminbend -yy 850.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applled for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.040 ksf, Extent= 0.0 --» 5.0 ft, Tributary Width = 1.330 ft, (FLR LOAD: 65*12/2) Uniform Load: D = 0.0140, Lr= 0.020 ksf, Extent= 5.0 --» 13.0 ft, Tributary Width= 7.0 ft, (2ND FLR RF LOAD: 34*(11/2+1.5) Uniform Load: D = 0.0140 ksf, Extent= 5.0--» 13.0 ft, Tributary Width= 14.0 ft, (WALL ABV: 14*10) Point Load: D = 0.240, Lr= 0.0550 k@6.50 ft, (DROP BM: 34*(2.5/2+1.5)+14*2]'7/2) Uniform Load : D = 0.0250, L = 0.040 ksf, Extent = 5.0 --» 13.0 ft, Tributary Width = 1.330 ft, (FLR LOAD: 65*3/2) Point Load: W = 4.150, E = 4.540 k@4.50 ft, (DOWNWARD FORCE DUE TO SW#4) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.717. 1 Maximum Shear Stress Ratio = 0.351 : 1 Section used for this span 5.5x11.875 Section used for this span 5.5x11.875 fb: Actual = 2,672.85psi fv: Actual = 148.64 psi Fb: Allowable = 3, 729.40psi Fv: Allowable = 424.00 psi Load Combination +1.1540+1.750E Load Combination +1.1540+1.750E Location of maximum on span = 4.507ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.230 in Ratio= 677>=360 Span: 1 : E Only Max Upward Transient Deflection O in Ratio= 0<360 nfa Max Downward Total Deflection 0.290 in Ratio= 538>=360 Span: 1 : +O+O. ?OE Max Upward Total Deflection O in Ratio= 0<360 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Raflos Moment \Jalues SFiear \lalues Segment Length Span# M V Cd CFN Ci c, Cm Ct CL M fb F'b V fv F'v +D+0.60W 0.00 0.00 0.00 0.00 Length= 13.0 ft 1 0.300 0.148 1.60 1.000 1.00 1.00 1.00 1.00 0.97 12.07 1,120.12 3729.40 2.73 62.81 424.00 +0-0.60W 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 13.0 ft 0.084 0.098 1.60 1.000 1.00 1.00 1.00 1.00 0.98 2.61 242.29 2900.87 1.80 41.34 424.00 +D+0.750Lr+O. 750L +0.450W 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.321 0.168 1.60 1.000 1.00 1.00 1.00 1.00 0.97 12.91 1,198.54 3729.40 3.10 71.26 424.00 +D+O. 750Lr+O. 750L-0.450W 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 PA2022-009 -~'""'·'" Project Tille: ROOT RESIDENCE/ NEWPORT BEACH 118 1800 E. 16TH STREET, UNIT B Engineer: SANTA ANA, CA. 92701 Project ID: M419 Project Descr: @ 2661 CRESTVIEW Printed: 6 NOV 2021, 1 :59PM !wood Beam Project File: M419.ec6 I LIC#; KW•06013924, Bui!d:20.21.10.4 ESUFME, Inc. {c) ENERCALC INC 1983-2021 DESCRIPTION: SW#4 OVER BM #37: OVERSTRENGTH DESIGN ON DROP BEAM AT LEFT SIDE OF FAMILY RM Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Raf10s Moment Values snear 'values Segment Length Span# M V Cd CFN Ci c, Cm Ct CL M fb F'b V fv F'v Length = 13.0 ft 1 0.132 0.105 1.60 1.000 1.00 1.00 1.00 1.00 0.97 5.30 492.48 3729.40 1.94 44.63 424.00 +D+0.750L +0.450W 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 13.0 ft 1 0.281 0.141 1.60 1.000 1.00 1.00 1.00 1.00 0.97 11.28 1,046.90 3729.40 2.60 59.72 424.00 +D+0.750L-0.450W 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 13.0 ft 1 0.091 0.090 1.60 1.000 1.00 1.00 1.00 1.00 0.97 3.65 339.23 3729.40 1.66 38.22 424.00 +0.60D+0.60W 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 13.0 ft 0.253 0.124 1.60 1.000 1.00 1.00 1.00 1.00 0.97 10.15 941.89 3729.40 2.29 52.64 424.00 +0.60D-0.60W 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 13.0 ft 1 0.144 0.077 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.49 417.19 2900.87 1.42 32.72 424.00 +1.154D+1.750E 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.717 0.351 1.60 1.000 1.00 1.00 1.00 1.00 0.97 28.79 2,672.85 3729.40 6.47 148.64 424.00 +1.154D-1.750E 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.574 0.223 1.60 1.000 1.00 1.00 1.00 1.00 0.98 17.92 1,663.67 2900.87 4.11 94.38 424.00 +1.116D+O. 750L +1.313E 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 13.0 ft 1 0.586 0.290 1.60 1.000 1.00 1.00 1.00 1.00 0.97 23.54 2,184.84 3729.40 5.35 122.92 424.00 +1.116D+0.750L-1.313E 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.368 0.173 1.60 1.000 1.00 1.00 1.00 1.00 0.98 11.50 1,067.55 2900.87 3.19 73.23 424.00 +0.4460D+1.750E 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 13.0 ft 0.634 0.308 1.60 1.000 1.00 1.00 1.00 1.00 0.97 25.46 2,363.28 3729.40 5.69 130.64 424.00 +0.4460D-1.750E 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length= 13.0 ft 1 0.680 0.259 1.60 1.000 1.00 1.00 1.00 1.00 0.98 21.26 1,973.25 2900.87 4:78 109.67 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.2895 6.310 0.000 +D+0.70E Vertical Reactions Support notation : Far left is #1 0.0000 Values in KIPS Load Combination Overall MAXimum Overall MINimum DOnly +D+L +□+Lr +D+0. 750Lr+0. 750L tD+0.750L +D+0.60W +D+O. 750Lr+O. 750L +0.450W +D+O. 750L +0.450W +0.60D+0.60W +D+0.70E tD+O. 750L +0.5250E t0.60D+O. 70E Lr Only LOnly WOnly EOnly Support 1 Support 2 3.230 2.968 1.152 1.498 1.524 1.690 1.411 2.780 2.911 2.632 2.319 3.230 2.970 2.769 0.372 0.346 2.713 2.968 3.564 1.572 2.056 2.402 2.859 2.918 2.316 2.918 3.564 2.962 2.096 3.157 3.141 2.334 0.803 0.346 1.437 1.572 PA2022-009 E S I / F M E Inc. Page: ---,,_,,_.._. Date: 10/27/2021 STRUCTURAL ENGINEERS Job#: M 419 Client: DAVID ROOT Plan#: NEWPORT BEACH1 CA. SHEAR WALL LINE: 0 S0s= 1.1 SEJS!,Cll'lJFTDEADLOADPARA!.<:TSW.9-0.14¾,0 0.746 0 WALL(S) @ RIGHT SIDE OF MBR & MBA: PLAlE HT= 10 ft {WALL 1= 12.00 ft OPENING= s.oO ft Wall1 != 1.00 ft} WALL2= 6.so ft WALL 3= o.oo ft WALL 4= o.oo ft -----------------------------------------------------------SEISMIC TOTAL WALL LENGTH ::: 13.50 ft T3 LOAD=( 215 plf ( 39,0 ft/ 2 + 0 ) = 4193 lbs. T3'13136 LOAD=( 77.6389 plf ( 0.0 ft/ 2 + 6 )= 466 lbs. LOAD=( 0 plf ( 0.0 ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 )= 0 lbs. SHEAR = T. LOAD / L = 4658 lbs/ 13.50 ft 345 lbs/ft _____________________________________ _3,!S_ lbs/ft _______________ _ WIND T3 LOAD=( 158 LOAD=( 0 LOAD=( 0 LOAD=( 0 L SHEAR = T. LOAD/ L = plf ( plf ( plf ( plf ( 355S 39.0 0.0 o.o 0.0 lbs/ ft/ 2 + ft/ 2 + ft/ 2 + ft/ 2 + 13.50 3 0 0 0 ft ) = ) = )= )= 3555 lbs. o lbs. 0 lbs. o lbs. 263 lbs/ft 263 lbs/ft --GOVERNING FORCE= SEISMIC V= 345.1 lbs/ft --------- AUOfOR/STRAP? GOV.FORCE= STRAP A_ SEISMIC -~/11),~1~1~----~W~/_1~6d~S.~P~.N~.~®~--4~--"~o/~c~--~---+--~S~P~N~4--;I UPLIFT: . Jl = 0.6 FOR WIND, 0.75 FOR SEISMIC LOAD= V x L,,., O.T.M.=Load x Pit.Height UPLIFT=(O.T.M.-R.M.)/L.a, RESISTING MOMENT= p x [Bearing WaU Weight") +Roof D.l.xTrib.Width+Floor D.LxTrib.Wkfth]x{S.W. length)2 /2 WAU. WT= 14 psfx 10 ft= 140 lbs RDL= 14 psf TrbW= 7 ft FOL= 14 psf RES.MOMSe6nu::= 12783 lbs LOAD"' 2415 !bs. 0.T.M,s~ = 24154 ft-lbs UPUFTSci;m',:= 947.6 lbs RES.MOMwro= PROVIDE SIMPSON: 10282 lbs CS16 Dia hra m length= 32 ft LOAD= 1843 lbs. 0.T.M.wru = 18433 PER POST, CAPACITY= 1705 ft-lbs lbs Provide A35's or Hi's@ 36 inches O.C. UPLIFTw...r O.K 679.3 lbs V= 146 If TrbWca 0 ft Governing Uplift 948 lbs G) WALL(S)@ REAR OF BR#3: PLAlE HT= 10 ft {WALL 1= 11.00 ft OPENING= o.oo ft Wall!!= 11.00 ft} WALL2= o.oo ft WALL 3= o.oo ft WALL 4= o.oo ft -----------------------------------------------------------SEISMIC TOTALWALLLEl\'GTH= 11.00 ft L1 LOAD=( 165 plf ( 14.0 ft/ 2 + 0 )= 1155 lbs. LOAD=( 0 plf ( 0.0 ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( 0.0 ft/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o ft/ 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 1155 lbs/ 11.00 ft 105 lbs/ft 105 lbs/ft -WIND ______________________________________________________ L1 LOAD=( 128 LOAD=( 0 LOAD=( 0 LOAD=( 0 L SHEAR = T. LOAD/ L = plf ( plf ( pit ( plf ( 896 14.0 0.0 0.0 0.0 lbs/ ft/ 2 + ft/ 2 + ft/ 2 + ft/ 2 + 11.00 0 0 0 0 ft ) = ) = ) = )= 896 lbs. o lbs. o lbs. o lbs. 81 lbs/ft 81 lbs/ft ------GOVERNING FORCE=. SEISMIC V= 105 lbs/ft ------------------ AflCHOR/STRAP? STRAP /\_ GOV.FORCE= SEISMIC -~/10\~1~0~----~W~/~1~6~d~S~.P~-~N~. ®~-~1~2~--•~•o~/~c---~---,--+-~S~P~N=12~---I UPLIFT: Jl = 0.6 FOR WIND, 0.75 FOR SEISMIC LOAD= V x L,;a.1 O.T.M.=Load X Pit.Height UPLIFT=(O.T.M.-R.M.)/1,,,,,0 RESISTING MOMENT= j3 x [Bearing Wall Weight") +Roof D.l.xTrib.Width+Floor D.l.xTrib.Width]x(S,W. Length)2 /2 WALL wr= 14 psfx 10 ft= 140 lbs RDL= 14 psf TtbW= 5.5 ft FOL= 14 psf TrbW= 0 ft RES.MOMSeisrn'c= 9794 lbs LOAD= 1155 lbs. O.T.M.Se:sm;.:= 11550 ft-lbs UPLIFTSeistn,c= 159.6 lbs Governing Uplift RES.MOMvrlfld= 7877 lbs LOAD= 896 lbs. O.T.M.\'md = 8960 tt-lbs UPUFT,,.,,.,.r 98.45 lbs 160 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K Diaphra~m Length== 15 ft Provide A35's or Hl's @ 48 inches O.C. V= 77 plf VERSION 2020.1 PA2022-009 ':": ---~ ---~ - ----er ~~~~~~a ~ienJngs Golculator ~-------~ -•• " ~,.,,1;:f~@d,J;;dwdl~ ~,e.~~~-<,r;.•"''~~~,!,,....t:4',....,,,-,f"':t,..,.,.._.,.J~~•..-c"'e.,..,.<$ Th3<""-'"""''-b-r.=bn £:' , -----:----:~ ~· ~ ... ~~=•h~'°:'~!~-~~"'k"-"'"~~* .. f!G~? .. ~;ii1>1-<;'4.,;,,~-<a• i,.,...,"'5...,;..w,~,..,, }::_:Y/\:j 7_' -~ _c ,, --------------------------------------------~ --' ~ < ' --------~----/_ ---' ------~ ---- Project Information Code: 2019 CBC Date: 11/5/2021 Designer: Client: DAVID ROOT Project: ROOT RESlOENCE@ 2661 CRESTVlEW OR., NEWPORT BEACH, CA Wall line: SWffSA: SHEAR WAtl AT RlGHT S!DE OF MBR: V 2243!bf l1 2.soft· "'' 12 ---4~0(}ft hol h.,1 10.00ft hbl L.,1 14.50ft lol 1. Hold.down forces: H = Vh.,..JL..-., 2. Unit shear above+ below opening first opening; val" vbl; H/(halthbl}; 3. Total boundary force above+ below openings First opening: 01"' val x (lol)"' 4. Corner forces 5. Tributary length of openings Fl" Ol(Ll)/(ll+l2)" F2" Ol(L2)/(Ll+l2)" Tl" (Ll •tol)/(l1tl2)"' Tl" (t2•to1)/(l1+L2) = Shear Wall Calculation Vari ables Opening 1 Adj. Factor Method =I 2bs/h Adj. FactOf ti/A ti/A ~ 2.00ft 5.00ft 3.00ft 8.00ft 1547 lbf 309 plf 2475 lbf 952 !bf 1523 lbf 3.08ft 4.92 ft . Wall Pier Aspect Ratio Pl:hol/Ll= 2.00 P2=ho2/L2= 1.25 6. Unit shear beside opening Vl,,. (V/Ll{Ll+Tl)/ll" V2 "(V/l){T2tl2)/l2 " Check Vl •t1+v2•L2=V? 7. Resistance to corner forces Rl=VPU=. R2=V2*l2= 8. Dlfferente tom er force+ resistance RHl-=o RH2"' 9. Unit shear in corner ion es . ~ ' . ~ \'Cl"' (R1-F1)/l1"' vd"' (R2-F2)/l2 = ----------. H;lb;f H(lb) ··- Check Summary of Shear Values for One Opening line 1: vd(hal+hbl)+Vl{hol)"H? -178 Line 2: val(hal thbl)-vcl(ha 1 thbl)-Vl{hol);O? 1547 -178 line 3: val(halthbl)-vc2(halthbl)-V1(ho1).c0? 1547 -178 line 4; vc2{hal +hb1)+V2(hol)=H? -178 Design Summary* Req. Sheathing Capacity 345plf 4•Term Deflectionl 0.593 in. I Req. Strap force 1523 lbf 4-Term Story Drift ¾I 0.020½ I Req. HD Force (H) 1547 lbf ScePaE-'2 Req, Shear Wall Anchorage force (v,...J 155 plf *The Design Summary assumes that the shear wall is designed as blocked. 1725 1725 1725 1725 345 plf 345 plf 2243 lbf OK 863lbf 13801bf -89lbf -143 lbf -36plf -36 plf 3-Term Deflection I 3-Term Story Drift ¾I 1547 !bf 0 0 1547 lbf 0.571in. I 0.019% I ScePa&e3 PA2022-009 Project Information Code: 2019 CBC Designer: Client: OAVIOROOT Project: ROOT RESIDENCE@ 2661 CRESTVlEW OR., Fff\VPORT BEACH, CA Wall line: SW#SA: SHEAR WAllAT RIGHT SIDE OF MBR: Shear Wall DeHection Calculation Variables Induced Sh-ear toad V;,,j.,,,.-J: 3140 .j(lbf) >-----------; GtCNerride ~---------JGa Overide four-Term Equation OefiecUon Check Sheathing Nail V,-,,,=<t E h A G< ' Nall Spa<i11g Vo b HO CJpacity HDDefl Pier 1-l Pier 1-R Pier 2-l 3/8 3/8 3/8 8dcommo11 8dcommon 8dcommon 483 483 483 1.60E+06 1.60E+06 1.60E+o6 10.00 7.00 7.00 8.25 8.25 8.25 77,500 77,500 77,500 4 4 4 161 161 161 0.0209 0.0209 0.0209 2.50 2.50 4.00 1705 1705 1705 0.05 0.05 0.05 Check Total Deflection of Wall System Pier 1 (left) Term 1 I Term 2 I Term3 Sending Shear Fastener 0.117 I 0.062 I 0.157 S"m Pier 2 (left} Terml I Term 2 I Term3 Ber.di11g She.-ir F.-istener 0.025 . I 0.044 I 0.110 S"m Wood End Post Values: Species:IDOUGFIR E:. 1.60£t06 !(psi) Qty Stud Size Dimensions: 2x6 (Equation 23-2) Pier2-R 3/8 &!common 4'3 1.60E+06 10.00 8.25 77,500 4 161 0.0209 4.00 1705 0.05 I p!Q psi) I I I [ f<) in.l) lbf/]11.) in.) p!Q in.) [ I I I I [ f<) lbQ in.) Pier 1 {right) Term4 Terml I Term 2 I Term3 HD-1 Ber.ding Shear Fastener 0.567 0.040 I 0.0'4 I 0.110 0.903 S"m Pier 2 (right) Term4 Terml I Term2 I Term3 H0-1 Ber.di11g Shear Fastener 0.174 0.073 I 0.062 I 0.157 0.352 S"m Nai!Type:I Nail Spacing:' HO Clpacity: HD Deflection:j Term4 HD-2 0.278 0.471 Term4 HCH 0.354 0.647 Date: 11/5/2021 8drommoo Pfer 1 4 1705 0.05 hpenny weight) Pler2 4 1705 0.05 Total O.fl. (in.) (lbf) (fn.) 0.593 {in.) '----'00.001908'---'½drift PA2022-009 ProJe<t Information Code: 2019 CBC Designer: Client: DAVID ROOT Proje<t: ROOT RESIDENCE @ 2661 CRESTVIE\V DR., NEWPORT BEACH, CA WallUne: SW#SA: SHEAR WAllAT R!GHT SIDE OF MBR: Three-Term Equation Defle<lion Che<k Sheathing tlail ' ' h " Ga ' b HO Capacity HDOefl Pier l·l Pier l-R Pier 2-l 3/8 3/8 3/8 8d common 8dcommon 8dcommon 483 483 483 1.60£-t06 l.60E-t06 1.60E+06 10.00 7.00 7.00 8.25 8.25 8.25 25.0 25.0 25.0 2.50 2.50 4.00 1705 1705 1705 0.05 0.05 0.05 Check Total Deflection of Wall System Pier 1 (left) Term 1 I Term2 Term3 Bending Shw Fastener 0.117 I 0.193 0.567 s,m 0.877 Pier 2 (left) Term 1 I Term 2 Term3 Bendlng Shear Fastener 0.025 I 0.135 0.174 s,m 0.334 (4.3-1) Pier2-R 3/8 8dcommon 483 1.60E-t06 10.00 825 25.0 4.00 1705 0.05 Terml Bending O.t>IO Terml Bending 0.073 I I I I I plQ ( psi) ( I I I ( ( ft) ln.2) kips/in.) ft) lbQ in.) Pier 1 (right) Term2 Shear 0.135 s,m Pier 2 {right) Term2 Shear 0.193 s,m Term3 Fastener 0.278 0.453 Term3 Fastener 0.354 0.621 Total °'"· 0.571 (in.) 0.0190 %drift Oate: 11/5/2021 Comment: The 3-term equation is calibrated to be approximately equal to 4-term equation at 1.4*ASD capacity. PA2022-009 Project Information Code: 2019 CSC Date: 11/5/2021 Designer: Client: OAVIDROOT Project: ROOT RESIDENCE@ 2661 CRESTVIEW OR., NEWPORT SEACH, CA WallUne: SW#SS; SHEAR WALL AT RIGHT SIDE OF MBA: U{ftl V(lb) . •-- V 24151bf l1 3.2S ft hal 12 3.75ft hol h.,1 10.00ft hbl L.,, 12.00ft lol 1. Hold-down forces: H = Vh..i/L • ...-i 2. Unit shear above+ below opening First opening; val= vbl" H/(hal+hbl) " 3. Total boundary force above+ below openings First opening: 01-= val x (lol) " 4. Corner forces 5. Tributary length of openings Fl"' Ol{tl)/(ll +l2) " F2" Ol(L2)/(ll+l2)-= Tl= (u•tol}/(ll+L2)" T2 = (L2•tol)/(ll+L2) " V{!b) ~~ tt(lb) Check Summary of Shear Values for One Opening Line 1: vcl{hal+hbl)+Vl{hol)"H? Line 2: val(hal+hbl)-vcl(hal+hbl).Yl(hol)"O? Line 3: val(h~l+hbl)-vc2(hal+hbl)-Vl(hol):O? line 4: v,:2{ha 1 +hbl)+V2(hol)"H? Req. Sheathing Capacity 345 plf Req. Strap Force 898Jbf. Req. HO Force (H) 2013 lbf Req. Shear Wall Anchorage Force (v,,..,J 201plf •Toe Design Summary assumes that the shear wall ls designed as blocked. lol{ftJ U(ft) . j ~ j .l " J l,.,.(ft) Shear Wall Calculation Variables Opening 1 Adj. Factor Method-=/ 2b</h Adj. Factor N/A N/A N § i.OOft 4.00ft 4.00ft 5.00ft 2013 lbf 335 plf 1677 lbf 779 lbf 8981bf 2.32 ft 2.68fl ~ . ~~ Wall Pier Aspect Ratio Pl,,hol/ll" 1.23 P2-=ho2/L.2-= 1.07 6. Unit shear beside opening Vl-= {V/L)(llHl)/ll-= V2 = {V/LJ{T2+t2)/L.2 = Check Vl •u+v2•t2"V? 7. Resistance to corner forces RlccVl*tl" R2ccV2*l2.c 8. Difference corner force+ resistance Rl-Fl-= RH2-= 9. Unit shear In corner zones ' a . § \d" (Rl-Fl)/ll: vc2" (R2-F2)/l2"' ··-tt{lb)f 633 2013 633 2013 633 633 Design Summary* 4-Term DeHe<tionl 0.503 Jn. I 4-Term Story Drift %I 0.017% I See Pag,e 2 1380 1380 1380 1380 345 plf 345 plf 2415 lbf OK 1121 !bf 1294 lbf 343 lbf 395 lbf 105 plf 105 plf 3-Term DeHectlonl 3-Term Story Drift %I 2013 !bf 0 0 2013 lbf 0.482in. I 0.016% I See P~ge 3 PA2022-009 __ ll1 ~C~od~,~,===~,~01~9~C~BC.,....-----------------------------------,0-at-,-,~11~/~5/~2~02~1----------- Deslgner: Cl!ent: DAVID ROOT Project: ROOT RESIDENCE@ 2661 CRESlVIEW DR., flEWPORT BEACH, CA. WallUne: SW#SS: SHEAR WAlLAT RIGHT SIDE OF Milk Shear Wall Defle(:tion Cakulati1.m Variables Induced Shear load v,.d..w: 3181 j(lbf) Sheathing: ! 058 iSheathingMaterial 3/8 )Performance category APA Rated Sheathiri¥.~~JGrade f---------~--lGt Oiterride ~-----~--~JGa (h;eride Four•Term Equation Deflection Check Sheathing ,w ,, ' h A Gt Nail Spacing v, b HO Capacity H0Oefl ' ' ' 8vh3 vh h ll = EAb + Gt +0.75hen+ da Ii Pier 1-l Pier 1-R Pier 2-L 3/8 3/8 3/8 8drnmmon 8dcommon 8dcommoo 483 483 483 1.60Et06 1.60Et06 1.60Et06 10.00 6.00 6.00 8.25 8.25 8.25 77,500 77,500 77,500 4 4 4 161 161 161 0.0209 0.0209 0.0209 3.25 3.25 3.75 1705 1705 1705 0.05 0.05 0.05 Check Total Deflection of Wall System Pier 1 (left) Term l I Term2 I Term3 Berl!ling Shear Fastener · 0.090 I 0.062 I 0.157 S"m Pier 2 {left} Terml I Term2 I Term3 BeOOing Shear fastener 0.017 I 0.037 I 0.094 s,m Wood End Post Values: Species:jDOUGFIR-. -·-:.·:·] E: 1.60EHJ6 !{psi} Qty Stud Size Dimensions: 1 1 2x6 {Equation 23-2) Pier2·R 3/8 8dcommon 483 1.60£+-06 10.00 8.25 77,500 4 161 0.0209 3.75 1705 0.05 I ,,n psi) I I ft) [n.1) lbf/in.) in.) plQ in.) I I I I I I ft) (I bQ ·n.) (, Pier l (right) Term4 Terml I Term 2 I Term3 HD-1 Bending Shear Fastener 0.436 0.019 I 0.037 I 0.094 0.745 s,m Pier 2 (right) Term4 Terml I Term 2 I Term3 HD-1 Bending Shear Fastener 0.136 0.o78 I 0.062 I 0.157 0.284 s,m Nail Type:! 8d common j (penny weight) Pier 1 Pier 2 Nail ~aci~:1' ·4 4 '(in.} HD capac1ty:rl __ 11~o_s _ _,_ ___ 1_1_os __ -<· {lbf) HD DEflectiOO: 0.05 0.05 (in.) Term4 HD-2 0.157 0.3tl8 Term4 HD-2 0.378 0.675 Tota! °'"· 0.503 (in.) 0.0168 %drift ~-----~ PA2022-009 Project Information Code: 2019 CBC Designer: Client: OAVIOROOT Project: ROOT RESIDENCE@ 2661 CRESTVIEW OR., NEWPORT BEACH, CA Wall Une: SW#SB: SHEAR WAtl AT RIGHT SIDE OF MBA: Three-Term Equation Deflection Check Sheathing Nai ,, E h k Ga b ' HO Capacity HOOefl 8vh3 vh h6. 6~(1 = EAb + 1000G + T ' Pier 1-l Pier 1-R Pier 2-l 3/8 3/8 3/8 8dcommon 8d(Ommon 8dcommon 483 483 483 1.60E+06 1.60E+06 1.60E+06 10.00 6.00 6.00 8.25 8.25 8.25 25.0 25.0 25.0 3.25 3.25 3.75 1705 1705 1705 0.05 0.05 0.05 Chei::k Total Deflection of Wall System Pier 1 {left) Terml I Term2 Term3 Bending Shear Fastener 0.0,l() I 0.193 0.436 s,m 0.719 Pier 2 (left) Terml I Term2 Term3 Bending Shear Fastener 0.017 I 0.116 0.136 s,m 0.269 (4.3-1) Pier 2-R 3/8 8dcommon 483 1.60E+06 10.00 8.25 25.0 3.75 1705 0.05 Terml I Be.riding 0.019 I Terml I Be.riding 0.078 I { plQ { psi) { ft) F n,2) kips/in.) ft) { { {I bQ {i o.) Pier 1 (right) Term2 Shear 0.116 s,m Pier 2 (right) Term2 Shear 0.193 s,m Term3 Fastener 0.157 0.292 Term3 Fastener 0.378 0.649 Total o.n. 0.482 (in.) 0.0161 ¼!rift Date: 11/5/2021 Comment: The 3-term eqllation is calibrated to be approximately equal to 4-term equation at 1.4*ASD capacity. PA2022-009 ·■ ESI/FME, INC. . . . 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: . /,'l(p ROOT RESIDENCE/ NEWPORT BEACH ' , - M419 @ 2661 CRESlVIEW Printed: 6 NOV2021, 2:07PM I VVood Beam Project File:M419.ec6 · 1 UC#: KW-06013924, Bui!d:20.21.10.4 ESl/FME, Inc. (c} ENERCALC INC 1983-2021 DESCRIPTION: SW#5 OVER BM#24: OVERSTRENGTH DESIGN ON FLUSH BEAM OVER LIVING RM SUPPORTING CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Wood Species Wood Grade Beam Bracing Wf1.9 Ef2.2\ ' ' DF/DF 24F-V4 Completely Unbraced 0(0.0625) L(0.15) Oto.168) V D(0.0735} lr(O. 105) 011. n Lrn .33) L(0.6) Fb + Fb- Fe -Prll Fe -Perp Fv Ft 5.5x11.875 Span= 18.50 ft 2,400.0 psi E : Modulus of Elasticity 1,850.0 psi Ebend-xx 1,800.0ksi 1,650.0 psi Eminbend -xx 950.0ksi 650.0 psi Ebend-yy 1,600.0ksi 265.0psi Eminbend -yy 850.0ksi 1,100.0 psi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0140, Lr= 0.020 ksf, Extent= 0.0--» 6.50 ft, Tributary Width= 5.250 ft, (2ND RF LOAD: 34'(10.5/2)) Uniform Load : D = 0.0140 ksf, Extent= 0.0 --» 6.50 ft, Tributary Width= 12.0 ft, (WALL ABV: 14'12) Uniform Load : D = 0.0250, L = 0.060 ksf, Extent = 0.0 --» 6.50 ft, Tributary Width = 2.50 ft, (DECK LOAD: 85'5/2) Point Load : D = 1.10, Lr= 0.330, L = 0.60 k @ 6.50 ft, (BM#23) Point Load : W = 1.90, E = 2.20 k @ 1.0 ft, (DOWNWARD FORCE DUE TO SW#5) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection = 0.401: 1 5.5x11.875 = 1,461.14psi = 3,647.79psi +1.116D+0. 750L +1.313E = 6.482ft = Span# 1 Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.168 in Ratio = O in Ratio= 0.578 in Ratio= O in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max S(ress Ral10s Segment Length Span# M V Cd CFN Ci c, +D+0.60W Length = 18.50 ft 1 0.257 0.176 1.60 1.000 1.00 1.00 +D-0.60W 1.000 1.00 1.00 Length = 18.50 ft 0.219 0.120 1.60 1.000 1.00 1.00 +D+0.750Lr+O. 750L +0.450W 1.000 1.00 1.00 Length= 18.50 ft 1 0.393 0.232 1.60 1.000 1.00 1.00 +D+0.750Lr+0.750L-0.450W 1.000 1.00 1.00 Length= 18.50 ft 1 0.365 0.189 1.60 1.000 1.00 1.00 Maximum Shear Stress Ratio Section used for this span fv: Actual· Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs Span: 1 : L Only n/a = = = = = Desi n OK -- 0.333 : 1 5.5x11.875 141.22 psi 424.00 psi +1.154D+1.750E 0.000ft Span# 1 1321 >=360 0<360 384>=300 0<300 Span: 1: +D+0.750Lr+0.750L+0.450W nla Momeni Values Sfiear Values Cm Ct CL M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 0.95 10.09 936.56 3647.79 3.25 74.66 424.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 1.00 1.00 0.95 8.61 799.06 3647.79 2.21 50.82 424.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 1.00 1.00 0.95 15.46 1,435.26 3647. 79 4.28 98.25 424.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 1.00 1.00 0.95 14.35 1,332.13 3647.79 3.48 79.94 424.00 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Tille: Engineer: Project ID: Project Descr: ROOT RESIDENCE / NEWPORT BEACH M419 @ 2661 CRESTVIEW Printed: 6 NOV 2021, 2:07PM I Wood Beam Project File: M419.ec6 I UC#: KW-06013924, Bui!d:20.21.10.4 ESUFME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: SW#5 OVER BM#24: OVERSTRENGTH DESIGN ON FLUSH BEAM OVER LIVING RM SUPPORTING Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ralios l\fomenf 'ilalues Sfiear iJalues Segment length Span# M V +D+0.750l +0.450W Length = 18.50 ft 1 0.339 0.204 +D+0.750l-0.450W Length = 18.50 ft 1 0.311 0.161 +0.60D+0.60W length = 18.50 ft 0.162 0.129 +0.60D-0.60W Length= 18.50 ft 1 0.124 0.073 +1.154D+1.750E Length= 18.50 ft 0.338 0.333 +1.154D-1.750E Length= 18.50 ft 1 0.211 0.146 +1.116D+0.750l+1.313E Length = 18.50 ft 1 0.401 0.322 +1.116D+0. 750l-1.313E Length = 18.50 ft 1 0.305 0.181 +0.4460D+1.750E Length = 18.50 ft 1 0.170 0.250 +0.4460D-1. 750E length= 18.50 ft 1 0.084 0.138 Overall Maximum Deflections Load Combination Span +D+0. 750Lr+0. 750L +0.450W Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+0. 750Lr+0. 750L +D+0.750L +D+0.60W +D+0.750lr+0. 750l +0.450W +D+0. 750l +0.450W +0.60D+0.60W +D+0.70E +D+0. 750l+0.5250E +0.60D+0.70E Lr Only L Only WOnly EOnly Cd CFN C; c, Cm Ct Cl M 1.000 1.00 1.00 1.00 1.00 0.95 1.60 1.000 1.00 1.00 1.00 1.00 0.95 13.34 1.000 1.00 1.00 1.00 1.00 0.95 1.60 1.000 1.00 1.00 1.00 1.00 0.95 12.23 1.000 1.00 1.00 1.00 1.00 0.95 1.60 1.000 1.00 1.00 1.00 1.00 0.95 6.35 1.000 1.00 1.00 1.00 1.00 0.95 1.60 1.000 1.00 1.00 1.00 1.00 0.95 4.87 1.000 1.00 1.00 1.00 1.00 0.95 1.60 1.000 1.00 1.00 1.00 1.00 0.95 13.29 1.000 1.00 1.00 1.00 1.00 0.95 1.60 1.000 1.00 1.00 1.00 1.00 0.95 8.29 1.000 1.00 1.00 1.00 1.00 0.95 1.60 1.000 1.00 1.00 1.00 1.00 0.95 15.74 1.000 1.00 1.00 1.00 1.00 0.95 1.60 1.000 1.00 1.00 1.00 1.00 0.95 11.99 1.000 1.00 1.00 1.00 1.00 0.95 1.60 1.000 1.00 1.00 1.00 1.00 0.95 6.67 1.000 1.00 1.00 1.00 1.00 0.95 1.60 1.000 1.00 1.00 1.00 1.00 0.97 2.59 Max. "-" Deft Location in Span Load Combination 0.5781 8.372 Support notation : Far left is #1 Support 1 Support 2 4.759 1.374 2.081 0.119 2.473 0.865 3.666 1.247 3.250 1.100 3.950 1.328 3.368 1.151 3.552 0.926 4.759 1.374 4.177 1.197 2.562 0.580 3.930 0.948 4.461 1.214 2.941 0.602 0.777 0.236 1.193 0.382 1.797 0.103 2.081 0.119 fb F'b V fv F'v 0.00 0.00 0.00 0.00 1,238.33 3647.79 3.77 86.58 424.00 0.00 0.00 0.00 0.00 1,135.21 3647.79 2.98 68.40 424.00 0.00 0.00 0.00 0.00 589.44 3647.79 2.38 54.70 424.00 0.00 0.00 0.00 0.00 451.94 3647.79 1.35 31.06 424.00 0.00 0.00 0.00 0.00 1,233.64 3647.79 6.15 141.22 424.00 0.00 0.00 0.00 0.00 769.27 3647.79 2.69 61.79 424.00 0.00 0.00 0.00 0.00 1,461.14 3647.79 5.94 136.50 424.00 0.00 0.00 0.00 0.00 1,112.86 3647.79 3.34 76.62 424.00 0.00 0.00 0.00 0.00 619.42 3647.79 4.61 105.90 424.00 0.00 0.00 0.00 0.00 240.88 2863.44 2.54 58.31 424.00 Max. "+" Den Location in Span 0.0000 Values in KIPS 0.000 PA2022-009 E S I / F M E Inc. Page: f e· t· Date: 10/27/2021 STRUCTURAL ENGINEERS Job#: M 419 Client: DAVID ROOT Project Name: "ROOT RESIDENCE@ 2661 CRESTVIEW DR." Plan #: NEWPORT BEACH, CA, SHEAR WALL LINE: 0 So,= 1.1 SEISMCIJ!'UFTOEADL0AOPARAVETW,.9-0.14",,• 0.746 0 WALL(S)@ REAR OF BR#2 & MBA: PLATE HT= 10 ft __ {WALL 1= _ 6.oo ft OPENING= o.oo ft Walll != 6.oo_ ft} WALL2= _,!-2.,o __ ft_~~~!.=-~-~-!_"!!'~,_L..~~-o.oo _ft_ SEISMIC TOTAL WALL LE/\'GTH = 22.00 ft L3 LOAD=( 240 plf ( 32.0 It/ 2 + 0 ) = 3840 lbs. LOAD=( 0 plf ( 0.0 It/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o It/ 2 + 0 )= 0 lbs. LOAD=( 0 plf ( o.o It/ 2 + 0 )= 0 lbs. SHEAR = T. LOAD/ L = 3840 lbs/ 22.00 It 17S lbs/It ______________________________________ 1!._5_ lbs/ft _______________ _ WIND L3 LOAD =( 158 plf ( 32,0 ft/ 2 + 0 ) = 2528 lbs. LOAD =( 0 plf ( 0.0 ft/ 2 + 0 ) = 0 lbs. LOAD=( 0 plf( 0.0 ft/2+ 0 )= 0 lbs. LOAD=( 0 plf( 0.0 ft/ 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD/ L = 2528 lbs/ 22.00 ft 115 lbs/ft ______ _ 115 l!c:/ft _ GOVERNING FORCE= . SEISMIC V= 174.5 lbs/ft AltOfOR/STRAP? GOV.FORCE= STRAP A SEISMIC -~/10'\_1_0~-----W~/_1_6d_S._P_.N_.~® ___ 8 ___ "o~/_c ___ ~---+---S_P_N_8_-I, UPLIFT: fl = 0.6 FOR WIND, 0.75 FOR SEISMIC LOAD= V x Lwa, 0.T.M.=Load x Pit.Height UPLIFT =(O.T.M. -R.M. )/L,,,, RESISTING MOMENT= 13 x [Bearing Wall Weight") +Roof D.L.xTrib.\Vtdth+F!oor D.l.xTrib.\Vidth]x(S.W. Length}2 /2 WALL Wf= 14 psfx 10 ft= 140 105 RDL:a: 14 psf TrbW= 8 ft FOL= 14 psf TrbW= 0 ft RES.MOM5esrnic= 3384 lbs LOAD= 1047 lbs. 0.T.M.&-~= 10473 ft-lbs UPLIFTSe&n'<:= 1181 lbs Governing Uplift RES.MOM~•ro::1= 2722 !bs LOAD= 689.5 lbs. O.T.M.wm = 6895 ft-lbs UPLIFTw-,,,i= 695.5 lbs 1181 lbs PROVIDE SIMPSON: CS16 PER POST, CAPACITY= 1705 lbs O.K Dia hragm length= 39 ft Provide A35's or Hl's@ 48 inches O.C. V= 100 If G) WALL(S)@ REAR OF HALLWAY BEHIND STAIR& ELEVATOR: PLATE HT= 10 ft {WALL 1= 20.so ft OPENING= 1.so ft Walll I= 13.00 ft} WALL2= o.oo ft WALL 3= o.oo ft WALL 4= o.oo ft SEISMIC TOTAL WALL LENGTH= 13.00 ft L1 LOAD =( 165 plf ( 23.0 ft/ 2 + 0 ) = 1898 lbs. L2 LOAD =( 211 plf ( 18.0 ft/ 2 + 0 ) = 1899 lbs. LOAD=( 0 plf( 0.0 lt/2+ 0 )= 0 lbs. LOAD=( 0 plf( 0,0 ft/2+ 0 )= 0 lbs. L SHEAR= T. LOAD/ L = 3797 lbs/ 13.00 ft 292 lbs/ft ______________________________________ 2f!_2_ lbs/ft _______________ _ WIND L1 LOAD=( 128 LOAD=( 0 LOAD=( 0 LOAD=( 0 L SHEAR = T. LOAD / L = plf ( plf ( plf ( plf ( 2624 41.0 o.o 0.0 o.o lbs/ ft/ 2 + ft/ 2 + ft/ 2 + ft/ 2 + 13.00 0 0 0 0 ft GOVERNING FORCE= SEISMIC -(o V= 292 lbs/ft GOV.FORCE= SEISMIC jlJ-\ bfeifNt16d S.P.N.@ 4 ) = )= ) = )= 2624 0 0 lbs. lbs. lbs. 0 lbs. 202 lbs/ft 202 lbs/ft "o/c SPN4 ANCHOR/STRAP/ STRAP. ~ /\ pilfl-tf.l<li UPLIFT: -------------------~~------,-' p = 0.6 FOR WIND, 0.75 FOR SEISMIC LOAD= V x Lw,, O.T.M.=Load x Pit.Height UPLIFT=(O.T.M.-R.M.)/L,,,,, RESISTING MOMENT= J3 x [Bearing \'Jall Weight") +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S,W. Length}2 /2 WALL Wf= 14 psfx 10 ft= 140 lbs R0L:=: 14 psf TrbW= 9 ft FOL:: 14 psf TrbW= 0 ft RES.MOMSelsrric= 41696 lbs LOAD= 3797 lbs. O.T.M.8esm.1c= 37965 ft-lbs UPLIFTswTfo= -182 lbs Governing Uplift RES.MOMwind= 33536 lbs LOAD= 2624 lbs. O.T.M.,,.,.-.:1 = 26240 ft-lbs UPLIFT~•tn? -355.9 !bs ·182 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K Diaphragm Length= 41 ft Provide A35's or Hl's @ 48 lnches O.C. V= 93 plf VERSI011 2020.i PA2022-009 Projed Information Code: 2019 CBC Date: 11/5/2021 Designer. Client: DAVID ROOT Project: ROOT RESIOEPICE@ 2661 CRESlVlEW OR., NEWPORT SEACH, CA WallUne: SW118 REAR Of HAttWAY BEHltlD STAIRS & ELEVATOR: ll{ftj l l(ft) 0 ll{ft) 0 U(fl) l l(ft) 0 l4(ft) . 1 f---~ j E ) ~ . . -g j . . t._(ftj Shear Wall Calculation Variables V 3797 lbf Opening 1 L1 3.13 ft hal 2.00ft h'2 L2 3.13ft hol 5.00ft ho2 U· 3.13ft hbl 3.00ft hb2 l4 3.13ft lol 2.67ft Lo2j It..,,, 10.00ft L..-,,1 20.51 ft 1, Hold•down forces: H = Vh..,.JL,..,1 2. Unit shear above+ below opening First opening: val= vbl = H/(hal+hbl) = second opening: va2 = vb2 = H/(ha2+hb2) = Third opening: va3 = vb3 = H/(ha3+hb3) = 3. Total boundary force above+ below openings 4. Comer forces First opening: 01 = vat x {tot) = Second opening: 02 "'va2 x {Lo2) = Third op!!lling: 03 :cva3 x (Lo3) = Fl" Ol{Ll}/{ll+ll}" F2" 01(L2)/{ll+l2)"' F3"' 02(l2)/(l2+l3)"' F4 = 02(l3)/(l2+t3)" FS = 03(l3)/(L3+l4)" F6 = 03(L4)/(l3+L4)" 5. Tributary length of openings Tl: (Ll •tol)/(Ll+l2): T2: (t2•tol)/(Ll+l2): T3,, (L2*lo2)/(l2+l3): T4 = {L3•to2)/(l2+l3) = TS= jl3°lo3)/(l3+L4): T6 = jL4*lo3)/(L3+L4),, Opening 2 2.00ft S.OOft 3.00ft 2.67 tt! 1851 lbf 370 plf 370 plf 370 plf 989!bf 989 lbf 989 lbf 494lbf 494 lbf 494 lbf 494 lbf 494lbf 494 lbf 1.34 ft 1.34 ft 1.34 ft 1.34 ft 1.34ft 1.34 ft ha3 ho3 hb3 to3! Opening3 Adj. Factor Method -l 2.00ft Wal! Pier Aspect Ratio 5.00ft Pl=hol/ll= 160 3.00ft P2=ho2/l2= 1.60 2.611t! P3=ho3/L3= 1.60 P4=ho3/l4= 1.60 6. Unit shear beside opening Vl = (V/l){l1+T1)/ll" V2 = (V/l]{T2+l2+T3)/l2 = V3 = (V/L){T4+l3+TS)/l3 = V4 = (V/l)(T6-+l4)/l4 = Check Vi *ll+V2*L2+V3*L3+V4*L4=V7 7. Resistance to comer forces Rl=Vt•t1= R2=V2•t2= R3"V3•l3= R4=V4•t4= 8. Difference corner force+ resistance 9. Unit shear in corner zones Rl-Fl = R2-FH3= R3-F4-FS = R4-F6 = vcl"' {Rl-Fl}/ll"' vc2 = {R2-F2-F3)/l2" vc3 = {RH4-FS)/l3" vc4"' (R4-F6)/l.4"' 2b,/h j Adj. Factor N/A N/A fl/A N/A 264 plf 343 plf 343 plf 264plf 3797 lbf OK 826 lbf 10731bf 1073lbf 826 lbf 331 lbf 84 lbf 84 lbf 331 lbf 106plf 27 plf 27 plf 106 plf PA2022-009 Project Information /30 Code: 2019 CBC Date: 11/5/2021 Designer: Client: DAVID ROOT ProJecl: ROOT RESIDENCE@ 2661 CRESlVIEW OR., NEWPORT BEACH, CA. Wall Une: SW/18 REAR Of HAllWAY MHINO STAIRS & ELEVATOR: H{lb) +--+--+----+--+--+--__________ +--+--+--+--+--+--+--+--------+------+--+--+---·-H{lbJ Che<k Summary· of Shear Values for Three Openings Line 1: vcl{ha1+hb1)+Y1{ho1)"-H? 530 1321 1851!bf Line 2: val{hal+hb1)-vcl(ha1+hb1J-Yl(hol)"-O? 1851 530 1321 0 Line 3: vc2{hal+hbl)+V2{hol)•val(hal+hbl}"-O? 135 1717 1851 0 line 4: va2(ha2+hb2)·Y2(ho2)-vc2{ha2+hb2}"-0? 1851 1717 135 0 line 5: va2(ha2+hb2)·vc3(ha2+hb2)•V3(ho2)"-0? 1851 135 1717 Line 6: va3(ha3+hb3)·V3{ho3)·VC3{ha3+hb3)"-0? 1851 1717 135 0 Line 7: va3{ha3+hb3)-vc4{ha3+hb3)-V4jho3}:.0? 1851 530 1321 0 Line 8: vc4jha3fhb3)+V4(ho3):H? 530 1321 1851 lbf Design Summary* Req. Sheathing Capacity 370p!f 4-Term oenectlonl 0.16Sin. I 3-Term Deflection I 0,193in. I Req. Strap Force 494lbf 4-Term StoryDritt,.;1 0.006% I 3•lerm Story Drift %1 0.006% I Req, HD Force (H) 1851 !bf See Page 3 See Page 4 Req. Shear \Vall Anchorage Force (v.,..J 185 ptf *The Design Summary assumes that the shear wall is designed as blocked. PA2022-009 Project Information Code: 2019 CBC Designer: Client: DAVID ROOT Project: ROOT RESIOEIICE @ 2661 CRESTVIEW OR., NEWPORT BEACH, CA. Wall Une: SW/i8 REAR OF HALLWAY 8EHIIIO STAIRS & ELEVATOR: Shear Wall OeHectlon Cakulation Variables Induced Shear load V~,"'f ! S315 j{ibf) Sheathing: 056 Sheathing Material 3/8 Performan<:e Category APA Riited Sheathirw.. Grade l--~--~~ __ 7Gt0verride ~--------~Ga Overide Four-Term Equation Deflection Check Sheathing Nai ,, E h ' " Gt ' Nail Spacing v, HOOJpacity HO Def! ' 8vfi3 vh h .d= EAb + Gt +0.75hen+dab Pier 1-l Pier 1-R Pier 2-l 3/8 3/8 3/8 8dcommon 8dcommon Sdcommon 370 370 481 l.60E+06 1.60E+o6 1.GOE+-06 10.00 7.00 7.00 8.25 8.25 8.25 77,500 -77,500 77,500 3 3 3 92 92 '"' 0.0039 0.0039 0.0086 3.13 3.13 3.13 1700 1700 1700 0.01 0.01 0.01 Check Total Deflection of Wall System Pier 1 (left} Term 1 I Term2 I Term3 Bending Shear Fa-;tener 0.072 I 0.048 I 0.029 Sum Pier 2 (left) Terml I Term 2 I Term3 Bending Shear Fastener 0.032 I 0.043 { 0.04S s,m Pier 3 (lef1) Terml I Term2 I Term 3 Bending Shear Fastener 0.032 I 0.043 { O.MS Som Pier4jleft) Term 1 I Term2 I Term3 Bending Shear Fastener O.Q2S { 0.033 { 0.021 Som Wood End Post Values: Species:iDOUGFIR E: __ 1.60£t{)j. -,~psi) Qty:)" .. 1 Stu~ Size:~1 --h:6 l le 8.25 (in.1) AOverride: · . ·--(in.2) (Equation 23-2) Pier2·R Pier 3-l Pier 3-R Pier4-l 3/8 3/8 3/8 3/8 Bdcommon &:I common Bdcommon &I common 481 481 481 370 1.GOE+-06 1.60E+06 1.60EHl6 1.60[¼06 7.00 7.00 7.00 7.00 8.25 8.25 8.25 8.25 77,500 77,500 77,500 77,500 3 3 3 3 120 120 120 92 0.0086 0.0086 0.0086 0.0039 3.13 3.13 3.13 3.13 1700 1700 1700 1700 0.01 0.01 0.01 0.01 Pier 1 (right) Term4 Terml I Term 2 I Term3 Hi>! Bending Shear Fastener 0.070 0.025 I 0.033 I 0.021 0.218 Som Pier 2 (right) Term4 Terml I Term2 I Term3 HO·l Sending Shear Fastener 0.044 0.032 I 0.043 { 0.045 0.16S s,m Pier 3 (right) Term4 Term 1 I Term2 I Term3 HI>! Behdlng Shear Fastener 0.044 0.032 I 0.043 I 0.045 0.165 Som Pier 4 (right) Term4 Term 1 I Term2 I Term3 HI>! Bending Shear Fastener 0.034 0.072 { 0.048 { 0.029 0.113 Sum Pier4-R 3/8 &I common 370 1.60t:+06 10.00 8.25 77,500 3 92 0.0039 3.13 1700 0.01 Term4 Hl>2 0.034 0.113 Term4 Hl>2 0.044 0,165 Term4 H1>2 0.0!4 0.165 Term4 HD-2 0.070 0.218 Nall TyJ>!!:) NailSpacirig:1 HO Capacity: i HD Deflection: i { pl0 psi) { { ft) { in. lj lbf/in.) in.) pl0 { { { { in.) { ft) { lb0 { in.} Date: 11/s/202.1 8dcommon Pier 1 3 1700 0.01 Total oen. j{pennyweight) Pler4 3 1700 0.01 0.16S (in.) L.......:Oc.OOc::Scs_J½drift (in.) (lbf) (in.) PA2022-009 Project lnformalion Code: 2019 CSC Designer: Clfent: OAVlDROOT Project: ROOT RESIDENCE @ 2661 CRESlVlEW OR., NEWPORT BEACH, CA. WaflUne: SW/JS REAR OF HAllWAY BEHmo STAIRS & ELEVATOR: Three•lerm Equation Deflei;tion Check Sheathing: Nai ,, f h " Ga b HO Capacity HD Defl Pier l·l 3/8 8dcommon 370 1.60Et06 10.00 8.25 31 3.13 1700 0.01 a Pier l•R 3/8 8dcommoo 370 1.60E+06 7.00 8.25 31 3.13 1700 0.01 Pier 2-l 3/8 8dcommoo 481 1.60E+06 7.00 8.25 31 3.13 1700 0.01 Chklt!Dfltl " " e ec ono a fWIISyst ,m Pier 1 jtef1) Term 1 I Term2 Term3 Bending Shear Fastener 0.072 l 0.119 0.070 Som 0.261 Pier 2 {left) Terml I Term2 Term3 Bending Shear Fastener 0.032 t 0.109 0.044 Som 0.185 Pier 3 {left} Term 1 l Term,2 Term3 Bending Shear Fastener 0.032 ' 0.109 0.044 Som 0.185 Pier4{1eft) Terml ·r Term 2 Term 3 Bending Shear Fastener 0.025 t 0.084 0.034 Som 0.142 (4.3-1) Pier2•R Pier 3-l 3/8 3/8 8dcommoo Sci common 481 481 1.60£+06 1.60H06 7.00 7.00 8.2S 8.25 31 31 3.13 3.13 1700 1700 0.01 0.01 Pier 1 {right) Terml I Term2 Bending Shear 0.025 I 0.084 Som Pier 2 (right) Terml I Term2 Bending Shear 0.032 t 0.109 Som Pier 3 {right) Term! I Term2 Bending Shear 0.032 1 0.109 Som Pier 4 {right) Term 1 I Term 2 Bending Shear 0.072 t 0.119 Som Pier3·R Pier4·l 3/8 3/8 &:I common 8dcommoo 481 370 l.60Et06 1.60Et06 7.00 7.00 8.25 8.25 31 31 3.13 3.13 1700 1700 0.01 O.ot Term3 Fastener 0.034 0.142 Term3 Fastener 0.044 0.185 Term3 Fastener 0.044 0.185 Term 3 Fastener 0.070 0.261 Pier4-R 3/8 8dcommon 370 1.60E+06 10.00 8.25 31 3.13 1700 0.01 Total Oefl. I plQ I psi) I ft) (1 n.l) kips/in.) ft] I I (I bQ (I o.J 0.193 (in.) 0.0064 %drift Comment: The 3-term eqt1ation is calil>rated to be appro:Omatety equal to 4·term equation at 1.4• ASD capacity. Date: 11/5/1021 PA2022-009 E S I / F M E Inc. Date: 10/27/2021 STRUCTURAL ENGINEERS Job#: M 419 Client: DAVID ROOT Plan #: NEWPORT BEACH, CA, SHEAR WALL LINE: 0 Sos=, 1.1 SBSM{;UPUf:Dl'AOLOADPARAUETER=0.9--0.14So,= 0.746 0 WALL(S)@ FRONT OF BA#3: PLATE HT= 10 ft __ {WALL!= _J.50 ft OPENING=_o.oo ftWall12= 2·:,!1_ ft} WALL2= o.oo _ft_ W~L~3= 2,:_oo_~_"!..,A.!:,_L~=._-o.oo_ ft_ SEISMIC TOTAL WALL LEr-.'GTH = 3.50 ft L1 LOAD=( LOAD=( LOAD=( 165 0 0 LOAD=( 0 SHEAR = T. LOAD / L = plf( 9.0 ft/ 2 + o ) = 743 lbs. plf( 0.0 ft/2+ o )= 0 lbs. plf( 0,0 ft/2+ 0 )= 0 lbs. plf( o.o ft/2+ o )= 0 lbs. 743 lbs/ 3.50 It 212 lbs/ft CORRECTED PER 1-V,'1 RATIO {SDPWS-18 Table4.3.4 ):: 238 lbs/ft -~N□------------------------------------------------------ L1 LOAD=( 128 LOAD=( 0 LOAD=( 0 LOAD=( 0 L SHEAR = T. LOAD / L = plf ( plf ( plf ( plf ( 576 9.0 o.o 0.0 0.0 lbs/ It/ 2 + It/ 2 + It/ 2 + It/ 2 + 3.50 0 0 0 0 ft 576 lbs. 0 lbs. o lbs. o lbs. 165 lbs/It 165 lbs/ft GOVERNING FORCE= . SEISMIC V= 237.6 lbs/ft - ANCHOR/STRAP? GOV.FORCE= STRAP A_ SEISMIC _ _,/l.Q'\;.....=l.;cO....,__ ____ ...cW.c,/..clcc6c.d .:cs'ccpcc'N".-"@ ___ 6=-----"""o/c.ccc._ __ .,__ ___ 41---'S'-'P-"N'°6_----l UPLIFT: p = 0.6 FOR WIND, 0.15 FOR SEISMIC LOAD= V x Lwao 0.T.M.=Load x Pit.Height UPLIFT=(O.T.M.-R.M.)/Lm11 RESISTING MOMENT= fl x [Bearing Wa!! Weight") +Roof D.LxTrib.Width+Floor O.L.xTrib.WidthJx(S.W. Length)2 /2 WALL Yff= 14 psfx 10 ft= 140 lbs RDL= 14 psf TrbW= 5 ft FOL= 14 psf RES.MOMSesmic= 960 lbs LOAD= 742.5 lbs. O.T.M.Se&m~= 7425 ft-lbs UPLIFT&,;;,r,.,:= 1847 lbs RES.MOM,,,.,,= PROVIDE SIMPSON: 772 lbs (2) CS16 Dia hragm Length= 18 ft LOAD= 576 lbs. O.T.M.w-r,,:1 = 5760 PER POST, CAPACITY= 3410 It-lbs lbs Provide A35's or Hl's@ 48 inches O.C. UPLIFTvhi<F O,K 1425 lbs V= 42 If TrbWac O ft Governing Uplift 1847 lbs @ WALL(S) @ FRONT OF MBR AND OFFICE: PLATE HT= 10 ft __ {WALL 1=_ s.oo ft _ OPENING= o.oo ft Walll }:= a.oo_ ft} WALL2= is.so _ft_~~~~=-o.oo __ tt_~A..!:_':_:1:,_ o.oo _ft_ SEISMIC TOTAL WALL LENGTH= 26.50 ft L2 LOAD=( 211 L3 LOAD=( 240 LOAD=( 0 LOAD=( 0 L SHEAR = T. LOAD / L = plf ( plf ( plf ( plf ( 5739 18.0 32.0 o.o 0,0 lbs/ It/ 2 + It/ 2 + ft/ 2 + ft/ 2 + 26.50 0 0 0 0 ft )= ) = )= )= 1899 lbs. 3840 lbs. o lbs. o lbs. 217 lbs/It 217 lbs/ft -~N □----------------------------------------------------- L3 LOAD=( 158 LOAD=( 0 LOAD=( 0 LOAD=( 0 L SHEAR = T. LOAD / L = plf ( plf ( plf ( plf ( 3239 41,0 o.o 0.0 o.o lbs/ ft/ 2 + It/ 2 + It/ 2 + ft/ 2 + 26.50 0 0 0 0 ft GOVERNING FORCE= SEISMIC ~o V= 216.6 lbs/It AIICHOR/STRAP? STRAP j\/ I\ pU:f!~/Jl(7 GOV.FORCE• SEISMIC /4!9'L /11\ (J. W/16d S.P.N.@ 6 UPLIFT: / ) = )= ) = )= 3239 lbs. o lbs. 0 lbs. o lbs. 122 lbs/ft 122 lbs/It "o/c p = 0.6 FOR WIND, 0.75 FOR SEISMIC LOAD= V x lw~ 0.T.M.=Load X Pit.Height RESISTING MOMENT= fl x {Bearing W.:i!I Weight") +Roof D.LxTrib.Width+Floor D,L.xTrib.Width]x(S.W. Length)2 /2 SPN6 UPLIFT=(O.T.M.-R.M.)/1..,,,, WALL Wf:a: 14 psfx 10 ft= 140 lbs RDL= 14 psf TrbW= 7.5 ft FOL= 14 psf TrbW= 0 ft RES.MOM5Bslnie= 5849 lbs LOAD"" 1733 lbs. O.T.M.Se~ = 17325 ft-lbs UPLIFT S<,smc= 1435 lbs Governing Uplift RES.MOM1voo= 4704 lbs LOAD= 977.8 lbs. O.T.M.v;;n,:1 = 9778 ft-lbs UPLIFTwoo= 634.3 lbs 1435 lbs PROVIDE SIMPSON: CS16 PER POST, CAPACITY= 1705 lbs 0,K CS14 HOLDOWN STRAP FOR 8' SW ONLY Diaphragm Length= 70 ft Provide A3S's or Hi's@ 48 Inches o.c. V= 82 plf VERSION 2020.1 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH M419 Project Descr: @ 2661 CRESTVIEW Printed: 6 NOV 2021, 1:34PM I Wood Beam Project FIie: M419.ec6 I UC#: KW-06013924, Build:20.21.10.4 ESl/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: SW#9 OVER BM #41: OVERSTRENGTH DESIGN ON FLUSH BEAM OVER GARAGE DUE TO SW#9: CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb+ Fb - 2,600.0 psi 2,600.0psi 2,510.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing ilevel Truss Joist MicroLam LVL 1.9 E Completely Unbraced Fe -Prll Fe -Perp Fv Ft 750.0 psi 285.0psi 1,555.0psi Ebend-xx 1,900.0ksi Eminbend -xx 965.71 ksi Density 42.010pcf D(0.056) Lr(0.08) D{O 021} lt(O 03) ' D{0.2) yt0.25) ' ~'!, ~O;b) lriO 0.03l Ot,0]5) lr(1) ' 0(0.2) lr(0.25) • . ' ' I ' 0(0.03325) l Cl.0532) . . l ' ' ' . < 2-1.75x11.87 Span= 12.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform load : D = 0.0250, L = 0.040 ksf, Tributary Width= 1.330 ft, (FLR LOAD: 65'1.33) Uniform load: D = 0.0140 ksf, Tributary Width= 10.0 ft, (WALL ABV: 14*10) Point load : D = 0.20, Lr = 0.250 k @ 1.50 ft, (BM#9l -2ND FLR HIP) Point load : D = 0, 750, Lr = 1.0 k @ 8.50 ft, (BM#9R - 1 ST FLR HIP) Point load : D = 0.20, Lr= 0.250 k@ 10.50 fl, (VALLEY@ 2ND FLR) Varying Uniform load: D= 0.0->0.0630, Lr= 0.0->0.090 k/fl, Extent= 1.50 --» 12.50 ft, Trib Width= 1.0 ft, (2ND FLR RF LOAD: 34'[0 TO 9]/2) Uniform load : D = 0.0140, Lr= 0.020 ks!, Tributary Width = 1.50 ft, (2ND FLR RF OVERHANG: 34'1.5) Uniform load: D = 0.0140, Lr= 0.020 ks!, Extent= 8.50 --» 12.50 ft, Tributary Width= 4.0 ft, (1ST FLR RF LOAD: 34*812) Point load : E = 3.0 k @ 6.50 ft, (DOWNWARD FORCE DUE TO SW#9) Point load : W = 2.60 k @ 6.50 ft, (WIND UPLIFT DUE TO SW#2) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span lb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Defleclion = = = = = 0.943 1 2-1. 75x11.87 3,510.82psi 3,722.08psi +1,154D+1,750E 6.524ft Span# 1 0.228 in Ratio= O in Ratio= 0.418 in Ratio= O in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Span# M V Cd CFN Maximum Shear Stress Ratio Section used for this span Iv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs Span: 1 : E Only n/a _ Design OK - = 0.366: 1 2-1.75x11.87 = 166.69 psi = 456.00 psi +1.116D+0.750L+1.313E = 11.542ft = Span#1 657>=360 0<360 359>=300 0<300 Span: 1: +D+0.750Lr+0.750L+0.450W n/a Moment Values Shear Values M lb F'b V Iv F'v +D+0.60W Length= 12.50 ft 1 0.490 0.232 1.60 1.000 0.00 1.00 1.00 1.00 1.00 0.83 11.56 1,687.07 3442.20 0.00 0.00 0.00 2.93 105.64 456.00 PA2022-009 -~'"'·'" Project Title: ROOT RESIDENCE/ NEWPORT BEACH I .. ,~ 1800 E. 16TH STREET, UNIT B Engineer: ,::;.;;, SANTA ANA, CA. 92701 Project ID: M419 Project Descr: @ 2661 CRESTVIEW Printed: 6 NOV2021, 1:34PM I wood Beam Project File: M419.ec6 I UC#: KW•06013924, Build:20.21.10.4 ESVFME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: SW#9 OVER BM #41: OVERSTRENGTH DESIGN ON FLUSH BEAM OVER GARAGE DUE TO SW#9: Maximum Forc·es & Stresses for Load Combinations Load Combination Max Stress Ralms Momenf 'values Sfiear Qalues Segment Length Span# M V +D-0.60W Length= 12.50 ft 0.149 0.103 +D+0. 750Lr+0.750L +0.450W Length = 12.50 ft 1 0.606 0.324 +D+0.750Lr+0.750L-0.450W Length= 12.50 ft 1 0.367 0.227 +D+O. 750L +0.450W Length= 12.50 ft 0.472 0.232 +D+0.750L-0.450W Length= 12.50 ft 1 0.212 0.136 +0.60D+0.60W Length = 12.50 ft 0.376 0.165 +0.60D-0.60W Length= 12.50 ft 1 0.040 0.076 +1.154D+1.750E Length= 12.50 ft 1 0.943 0.341 +1.154D-1.750E Length = 12.50 ft 1 0.337 0.200 +1.116D+0.750L +1.313E Length = 12.50 ft 1 0.869 0.366 +1.116D+0. 750L-1.313E Length= 12.50 ft 1 0.169 0.184 +0.44600+1. 750E Length= 12.50 ft 0.757 0.242 +0.4460D-1. 750E Length = 12.50 ft 1 0.523 0.188 Overall Maximum Deflections Load Combination Span +D+0.750Lr+0. 750L +0.450W Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+0. 750Lr+0.750L +D+0.750L +D+0.60W +D+0. 750Lr+0. 750L +0.450W +D+0.750L+0.450W +0.60D+0.60W +D+0.70E +D+0. 750L +0.5250E +0.60D+0. ?OE Lr Only L Only WOnly EOnly Cd CFN C; c, Cm Ct CL M 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 3.51 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 14.30 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 8.66 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 11.13 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 5.00 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 8.88 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 0.95 1.000 1.00 1.00 1.00 1.00 0.83 1.92 1.000 1.00 1.00 1.00 1.00 0.75 24.07 1.000 1.00 1.00 1.00 1.00 0.75 1.92 1.000 1.00 1.00 1.00 1.00 0.75 8.59 1.000 1.00 1.00 1.00 1.00 0.75 1.60 1.000 1.00 1.00 1.00 1.00 0.83 20.51 1.000 1.00 1.00 1.00 1.00 0.83 1.60 1.000 1.00 1.00 1.00 1.00 0.83 3.99 1.000 1.00 1.00 1.00 1.00 0.83 1.92 1.000 1.00 1.00 1.00 1.00 0.75 19.32 1.000 1.00 1.00 1.00 1.00 0.75 1.92 1.000 1.00 1.00 1.00 1.00 0.75 13.33 Max."-" Defl Location in Span Load Combination 0.4178 6.478 Support notation : Far left is #1 Support 1 Support 2 3.409 4.577 1.440 1.560 1.875 2.425 2.208 2.757 2.839 4.151 2.848 3.969 2.125 2.674 2.624 3.236 3.409 4.577 2.686 3.283 1.874 2.266 2.883 3.517 2.881 3.493 2.133 2.547 0.964 1.726 o._333 o.333 1.248 1.352 1.440 1.560 fb F'b V Iv F'v 0.00 0.00 0.00 0.00 511.71 3442.20 1.30 47.08 456.00 0.00 0.00 0.00 0.00 2,085.55 3442.20 4.09 147.57 456.00 0.00 0.00 0.00 0.00 1,263.87 3442.20 2.87 103.66 456.00 0.00 0.00 0.00 0.00 1,623.73 3442.20 2.94 105.94 456.00 0.00 0.00 0.00 0.00 729.09 3442.20 1.72 62.02 456.00 0.00 0.00 0.00 0.00 1,295.13 3442.20 2.08 75.09 456.00 0.00 0.00 0.00 0.00 139.16 3442.20 0.97 34.84 456.00 0.00 0.00 0.00 0.00 3,510.82 3722.08 5.17 186.64 547.20 0.00 0.00 0.00 0.00 1,252.74 3722.08 3.03 109.22 547.20 0.00 0.00 0.00 0.00 2,991.54 3442.20 4.62 166.69 456.00 0.00 0.00 0.00 0.00 581.50 3442.20 2.32 83.84 456.00 0.00 0.00 0.00 0.00 2,817.71 3722.08 3.67 132.58 547.20 0.00 0.00 0.00 0.00 1,945.24 3722.08 2.84 102.66 547.20 Max. "+" Def! Location in Span 0.0000 Values in KIPS 0.000 PA2022-009 P10Ject lnformitlon Code: 2019 CBC Designer. Client: OAVlOROOT Date: 11/5/2021 Project: ROOT RESIDENCE@ 2661 CRESTVIEW OR., NEWPORT BEACH, CA WallUne: SW#lO: SHEAR WALL IN FRONT OF OFFICE: U(ft) I . . vi 4014Jbff ~~, 6.S0ft1 h'1 12.oott! hol h.-,,1 10.00ft hbl i..,, 23.50ft Lol 1. Hold-down forces: H = Vh...,,JL.-,/j 2. Unit shear above+ below opening First opening: val= vbl"' H/(hal-thbl) = 3. Total boundary force above+ below openings Fi~t opening: 01 = val x (Lol)" 4. Corner forces 5. Tributary length of openings fl"" 01(Ll)/{Ll+l2) = F2"" 01(l2)/{Ll+l2) = Tl"' {Ll *Lol)/(ll+L2)"' T2 = (t2•tol)/{ll+L2) = Che<:k Summary of Shear Values for One Opening Line 1: vcl(hal+hbl)+Vl{hol)=H? Line 2: val{ha 1 +hbl}-v<:l{hal +hbl).Vl(hol)=O? Line 3: val(halthb1)-vc2{hal+hbl).Vl(ho1)=0? Line 4: \'c2(ha 1 thbl)tV2(hol)=H? Req. Sheathing capacity Req. Strap force Req. HD fQrte {HJ Req. Shear Wall Anchorage Force (v,,..J 342pH 1108/bf 1708lbf 171 plf •The 0€sign Summary assumes that the shear wall is designed as b!oc~ed. . lol!ftl Ufft) j j j " J 1.,. .. (tt) Shear Wall Calculation Variables Op.:>nlngl 2.00ft 5.00ft 3.00ft 5.00ft 1708 lbf 342 plf 1708 lbf 6001bf 1103 lbf 1.76ft 3.24ft Adj. Factor Method=) Wall Pier Asp.:>ct Ratio Pl=hol/ll= 0.77 P2;}}()2/L.2cc 0.42 6. Unit shear beside OP<'ning 21>;/h Adj. factor PUA Pl/A Vl = (V/L](Ll+Tl)/Ll = V2 = (V/L}{T2+L2)/l2 = Check Vl •u+V2'L2=N? 7. Resistance to comer forces Rlc:Vt•Ucc R2c:V2•L2= 8. Difference comer force+ resistance Rl-Fl= R2-f2 = 9. Unit shear In comer ion es 1708 1708 vd = (Rl-fl)/Ll = vc2 = (R2-f2)/l2 = 623 623 613 623 Design Summary* 4·TermDefJectionl 0.081 !n. I 4-TermStory Drift%( 0.003% I SeiePagel 1085 1085 1085 1085 217 plf 217 plf 4014 lbf OK 1410 !bf 2604 !bf 810lbf 1496 lbf 125 plf 125 p)f 3-Term Oeflectionl 3-Term StQry Drift %1 1708 lbf 0 0 1708lbf 0.118in. 0.004% ScePegel I I PA2022-009 Proje<t Information Code: 2019 CBC Designer: Client: DAVID ROOT Project: ROOT RESIDENCE@ 2661 CRESNIE\V OR., PIEWPORT BEACH, CA. WallUne: SWltlO: SHEAR WALL IN FRONT OF OFFICE: Shear Wall Deflection Caltulalion Variables 5620 j(lbf) Sheathing: r,-·_" ___ 000Sll~ ___ _,jSheathlng Material f----~3"/"•-~--cJPerformanceCategory ___ ,.,_A_Ra_l_ed_She_a_lh_l,,.~ __ lGrade f-~--------~Gt Override GaO,-eride ~--------~ four-Term Equation Deflection Check Sheathing tlai ,, h A GI Nail Sp.icing Vo b HD Capacity HD 0.-fl ' -8vh3 vh +O 75h d fl 8. -EAb + Gt · en+ ab Pier 1-L Pier l·R Pier 2·l 3/8 3/8 3/8 8dcommon 8dcommon 8d commoo 31¾ "" "" 1.60€+06 1.60€+06 1,60Et06 10.00 7.00 7.00 8.25 8.2S 8.25 77,500 77,500 77,500 4 4 4 101 101 101 0.0052 0.0052 0.0052 '"'° '"'° 12.00 1705 1705 1705 0 0 0 Check Total Deflection of Wall System Pier 1 {left) Terml I Term2 I Term3 Sending Shear Fastener 0.028 I 0,039 I 0.039 '"m Pier 2 (left) Term 1 I Term 2 I Term3 Bending Shear Fastener 0.005 I 0.027 I 0,027 S"m Wood End Post Values; Sp<desc DOUG FIR " " "" ·1 E: 1.60Et06 i/Jlsi) Qty Stud Size Oimenslons:1-_c1~-+-chc6~~ A,,-~8c.2cS_~(in.l) A Override: (in_l) (Equation 23·2) Pier2-R 3/8 &dcommon "" 1.60E+06 10.00 8.25 77,500 4 101 0.0052 12.00 170S 0 I I I I I I I I ~n psi) fl) in.2) lbf/in.) in.) ,,n in.) I fl) I lbij ·n.) ,, Pier 1 (right) Term4 Terml I Term 2 I Term3 HD·l Sending Shear Fastener 0"000 0.010 I 0.027 I 0.027 0.106 S"m Pier 2 (right) Term4 Term! I Term 2 I Term3 HD-1 Bending Shear fastener 0.000 0.015 I 0.039 I 0.039 0.060 '"m Date: 11/5/2021 Nan Type:j &d common j(pennyweight) Pier01C-,~--"""'"P"le0,02 __ 7 Nail Sp.icing:Lr_-_ _c4 __ ..... ___ ,'---ll(in.) HO Capacity:~_cclc70S=-➔--~1700S~--l. (lbf) HD Deflectioo:LCCCC..00'--"'"---"o __ _,{in.} Term4 H0-2 0"000 0"064 Term4 H0-2 0.000 0.093 Total °''" 0.081 {ln.) '-------'00.00=27'----'¾drth PA2022-009 Project Information Code: 2019 CBC Designer: CIJent: DAVID ROOT ROOT RESIDENCE@ 2661 CRESNIE\'/ DR., NEWPORT BEACH, CA. Wall Line: SW#l0: SHEAR WALL IN FRONT OF OFFICE: Three-Tenn Equation Deflection Check Sheathing Nall E h A Ga b Ho capacity HODefi ' ' ' 8vh3 vh h& ,·5s,, = EAb + 1000G + T ' Pier 1-l Pier 1-R Pier 2-l 3/8 3/8 3/8 8dcommon &I common &I common 304 304 304 1.60£+06 1.60£¼(}6 1.60E+06 10.00 7.00 7.00 &25 8.25 8.25 2S.O 25.0 25.0 6.50 6.50 12.00 1705 1705 1705 0 0 0 Check Total Deflection of Wall System Pier 1 {left) Terml I Term2 Term 3 Sending Shear Filstener 0.028 I 0.122 0.000 s,m 0.150 Pier 2 (left) Terml I Term2 Term3 Bending Sheac Fastener 0.005 I 0.085 0.000 s,m 0.090 (4.3-1) Pier 2-R 3/8 &I common 304 1.60Et06 10.00 8.25 25.0 12.00 1705 0 Term 1 Bending 0.010 Terml Bending 0.015 I I I I I plij I psi) I fl) 1, ·n.l} kips/in.) It) I I {I bij {I ,.) Pier 1 {right) Term2 Shear 0.085 s,m Pier 2 {right) Term2 Shear 0.122 s,m Term3 Fastener 0.000 0.095 Term3 Fastener 0.000 0.137 Total Deft. 0.118 (in.) 0.0039 %drift Date: 11/5/2021 Comment: The 3•term equation Is calibrated to be approximately equal lo 4-term equation at 1.4*ASO capacity. PA2022-009 E S I / F M E Inc. Date: 11/2/2021 STRUCTURAL ENGINEERS Job#: M 419 Project Name: Client: DAVID ROOT NEWPORT BEACH, CA. WALL(S)@ LEFT SIDE OF GARAGE [SEISMIC]: WALL LENGTHS (ft)• SW#l LOAD Tl FLR LOAD LOAD LOAD s.w. 1 s.w. 2 s.w. 3 1.25 1.25 0.00 1773.00 lbs/ ft) ( 0.0 132.00 lbs/ ft) ( 12.0 0.00 lbs/ ft) ( 0,0 0.00 lbs/ ft) ( 0.0 TOTAL LOAD = 2565 lbs S,W,4 o.oo ft/ 2 ft/ 2 ft/ 2 ft/ 2 s.w.s 0.00 + 1 ) + 0 ) + 0 ) + 0 ) S.W.6 0.00 = (ICC ESR-2089) 1/1/2018 TOTAL 2.50 1773 792 0 0 ft lbs. lbs. lbs. lbs. CAPACITY OF HARDYFRAMES a ( 2 ) X 1625 = 3250 lbs> 2565 lbs O.K. T USE ( 2 ) HARDY FRAME MODEL: HFX 15 x 10 11/8 STD UPLIFT: L( Wail ) = 1.25 ft Plate Height = LOAD 1283 lbs. 0. T.M. RESISTING MOMENT::: 0.9x[Bearing Wall Weight +Koor lJ.LXJn0.WlOtn+t-lOOr U,LXJnO.WJOill.JXl!l,W. Lengrnr /I.. Roof D.L. RoofTrib.W floor D.l. Floor Trib.W S.W.Length SCISMIC <•Controlling For 20 0 24 0 1.25 "2/2 UPLIFT =(OTM-RM)/L= 12825 98 / 0.81 MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES = 21620 lbs. > 15663 lbs. @ WALL(S)@ LEFT SIDE OF GARAGE [WIND]: s.w. 1 s.w. 2 s.w. 3 WALL LENGTHS (ft)• 1.25 1.25 0 SW#l LOAD 1312.00 lbs/ ft) ( 0.0 Tl FLR LOAD 201.00 lbs/ ft) ( 12.0 LOAD 0.00 lbs/ ft) ( 0.0 LOAD 0.00 lbs/ ft) ( 0.0 TOTAL LOAD= 2518 lbs S.W.4 0 ft/ 2 + ft/ 2 + ft/ 2 + ft/ 2 + s.w.s 0 1 0 0 0 ) ) ) ) S.W,6 0 10.00 ft. 12825 ft-lbs 98 ft-lbs 15663 lbs. O.K. TOTAL 2.50 ft 1312 lbs. 1206 lbs. 0 lbs. 0 lbs. CAPACITY OF HARDY FRAMES a ( 2 ) X 1625 = 3250 lbs > 2518 lbs O.K. T USE ( 2 ) HARDY FRAME MODEL: HFX 15 X 10 11/8 STD UPLIFT: L( Wall ) = 1.25 ft Plate Height = LOAD 1259 lbs. 0. T. M. RESISTING MOMENT ::: 0.9x[Bearing Wall Weight +Roof D.l.xTrib.Width+Floor D.L.xTrib.WidthJx(S.W. Length)2 /2 Roof O.l. Roof Trib.W Floor D.L. FloorTrib.W SEISMIC <•Cootr~ing For 20 0 24 0 UPLIFT=(OTM-RMJ/L= 12590 98 / MAXIMUM UPLIFT CAPACITY OF HARDY FRAMES = 21620 S.W.Length 1.25 "2/2 0.81 lbs.> 15374 lbs. 10.00 ft. 12590 ft-lbs 98 15374 O.K. ft-lbs lbs. VERSiotl: 2014 2 PA2022-009 ESI/FME, INC. 1800 E. 16TH STREE'I', UNIT B SANTA ANA, CA. 92701 Project Tille: Engineer: Project ID: ROOT RESIDENCE/ NEWPORT BEACH 11• D M419 Project Descr: @ 2661 CRESTVIEW Beam on Elastic Foundation UC#: KW-06013924, Bui!d:20.21.10.4 ESVFME, Inc. DESCRIPTION: SW#11: GRADE BEAM UNDER HARDY PANELS: CODE REFERENCES Calculations per AC! 318-14, !BC 2018, CBC 2019, ASCE 7-16 load Combinations Used : ASCE 7-16 Material Properties fc fr= rd12 '7.50 \(/ Density A Lt Wt Factor Elastic Modulus = 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksi Soil Subgrade Modulus Load Combinatiol1\SCE 7-16 d> Phi Values Flexure : Shear: 100.0 psi I (inch deflection) 0.90 0.750 0.850 fy -Main Rebar E -Main Rebar 60.0 ksi 29,000.0 ksi Fy -Stirrups E -Stirrups Stirrup Bar Size# 40.0 ksi = 29,000.0 ksi # 3 Number of Resisting Legs Per Stirrup Beam is supported on an elastic foundation, D(5.55) Lr(2.44) L(1.75) Cross Section & Reinforcing Details RectanQular Section, Width= 22.0 in, HeiQht = 24.0 in Span #1 ReinforcinQ .... 2 Printed; 12 NOV 2021, 3:10PM Project File: M419.ec6 {c) ENERCALC INC 1983-2021 2-#5 at 3.0 in from Bottom, from 0.0 to 8.0 ft in this span Applied Loads 2-#5 at 3.0 in from Top, from 0.0 to 8.0 ft in this span Service loads entered. Load Factors will be applied for calculations. load for Span Number 1 Moment: W = 12.590, E = 12.825 k-ft, location= 2.0 ft from left end of this span Point load : D = 5.550, Lr = 2.440, L = 1. 750 k @ 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu :Applied Mn "' Phi : Allowable Load Combination Location of maximum on span Span# where maximum occurs 0.502: 1 Typical Section 31.782 k-ft 63.260 k-ft +1.420D+L +2.50E 2.071 ft Span# 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Defleclion Max Upward Total Deflection 0.000 in 0.000in 0.123 in -0.045 in Maximum Soil Pressure = Allowable Soil Pressure = 1.771 ksf at 0.00 ft ldComb: +D+0.750lr+0.750l-0.41 1.995 ksf OK Shear Stirrup Requirements Entire Beam Span Length : Vu < PhNc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinatior Load Combination Location (ft) Segment Length Span # in Span f'.AAXimum Bending Envelope Span# 1 1 +1.20D+1.60Lr+0.50W Span# 1 +1.20D+1.60Lr-0.50W 2.071 2.071 3ending Stress Results ( k-ft Mu : Max Phi~Mnx Stress Ratio 31.78 10.83 63.26 63.26 0.50 0.17 PA2022-009 ■ ESI/FME, INC. 1800 E. 16TH STREET, UNIT B SANTA ANA, CA. 92701 Project Title: Engineer: Project ID: Project Descr: Beam on Elastic Foundation UC# : KW-06013924, Bui!d:20.21.10.4 ESI/FME, Inc. DESCRIPTION: SW#11: GRADE BEAM UNDER HARDY PANELS: Load Combination Location (fl) lending Stress Results ( k-ft Segment Length Span# in Span Mu: Max Phf•Mnx Stress Ratio Span# 1 1 1.976 6.78 63.26 0.11 +1.20D+0.50W Span# 1 2.071 8.77 63.26 0.14 +1.20D-0.50W Span# 1 1.976 4.63 63.26 0.07 +1.20D+0.50Lr+L +W Span# 1 2.071 15.58 63.26 0.25 +1.20D+0.50Lr+L-W Span# 1 1.976 7.24 63.26 0.11 +1.20D+L+W Span# 1 2.071 14.93 63.26 0.24 +1.20D+L-W Span# 1 7.906 -0.01 63.26 0.00 +0.90D+W Span# 1 2.071 13.12 63.26 0.21 +0.90D-W Span# 1 7.906 -0.01 63.26 0.00 +1.420D+L +2.50E Span# 1 2.071 31.78 63.26 0.50 +1.420D+L-2.50E Span# 1 7.906 -0.02 63.26 0.00 +0.680D+2.50E Span# 1 2.071 28.68 63.26 0.45 +0.680D-2.50E Span# 1 1 7.906 -0.01 63.26 0.00 Overall Maximum Deflections -Unfactored Lo Load Combination Span Max. "-" Defl Location in Span Load Combination Span 1 1 0.1230 0.000 Span 1 Detailed Shear Information Span Distance 'd' Vu (k) Mu d"'Vu/Mu Phi"'Vc Load Combination Number (ft) (in) Actual Design (k-ft) (k) +1.420D+L-2.50E 1 0.00 21.00 0.28 0.28 0.00 1.00 38.38 +1.420D+L-2.50E 1 0.09 21.00 0.84 0.84 0.03 1.00 38.38 +1.420D+L-2.50E 1 0.19 21.00 1.39 1.39 0.11 1.00 38.38 +1.420D+L-2.50E 1 0.28 21.00 1.93 1.93 0.24 1.00 38.38 +1.420D+L-2.50E 1 0.38 21.00 2.45 2.45 0.42 1.00 38.38 +1.420D+L-2.50E 1 0.47 21.00 2.97 2.97 0.65 1.00 38.38 +1.420D+L-2.50E 1 0.56 21.00 3.47 3.47 0.93 1.00 38.38 +1.420D+L-2.50E 1 0.66 21.00 3.97 3.97 1.26 1.00 38.38 +1.420D+L-2.50E 1 0.75 21.00 4.45 4.45 1.63 1.00 38.38 +1.420D+L-2.50E 1 0.85 21.00 4.92 4.92 2.05 1.00 38.38 +1.420D+L-2.50E 1 0.94 21.00 5.38 5.38 2.51 1.00 38.38 +1.420D+L-2.50E 1 1.04 21.00 5.83 5.83 3.02 1.00 38.38 +1.420D+L-2.50E 1 1.13 21.00 6.27 6.27 3.57 1.00 38.38 +1.420D+L-2.50E 1 1.22 21.00 6.70 6.70 4.16 1.00 38.38 +1.420D+L-2.50E 1 1.32 21.00 7.12 7.12 4.79 1.00 38.38 +1.420D+L-2.50E 1 1.41 21.00 7.52 7.52 5.46 1.00 38.38 +1.420D+L-2.50E 1 1.51 21.00 7.92 7.92 6.16 1.00 38.38 +1.420D+L-2.50E 1 1.60 21.00 8.31 8.31 6.91 1.00 38.38 +1.420D+L-2.50E 1 1.69 21.00 8.68 8.68 7.69 1.00 38.38 +1.420D+L-2.50E 1 1.79 21.00 9.04 9.04 8.51 1.00 38.38 +1.420D+L-2.50E 1 1.88 21.00 9.40 9.40 9.36 1.00 38.38 +1.420D+L-2.50E 1 1.98 21.00 9.74 9.74 10.24 1.00 38.38 +1.420D+L +2:50E 1 2.07 21.00 -8.98 8.98 31.78 1.00 38.38 +1.420D+L +2.50E 1 2.16 21.00 -8.92 8.92 30.94 1.00 38.38 +1.420D+L +2.50E 1 2.26 21.00 -8.86 8.86 30.10 1.00 38.38 +1.420D+L +2.50E 1 2.35 21.00 -8.79 8.79 29.26 1.00 38.38 +1.420D+L +2.50E 1 2.45 21.00 -8.72 8.72 28.44 1.00 38.38 +1.420D+L +2.50E 1 2.54 21.00 -8.64 8.64 27.62 1.00 38.38 +1.420D+L +2.50E 1 2.64 21.00 -8.57 8.57 26.80 1.00 38.38 +1.420D+L +2.50E 1 2.73 21.00 -8.49 8.49 26.00 1.00 38.38 +1.420D+L +2.50E 1 2.82 21.00 -8.41 8.41 25.20 1.00 38.38 +1.420D+L +2.50E 1 2.92 21.00 -8.32 8.32 24.41 1.00 38.38 +1.420D+L +2.50E 1 3.01 21.00 -8.23 8.23 23.62 1.00 38.38 +1.420D+L +2.50E 1 3.11 21.00 -8.14 8.14 22.85 1.00 38.38 +1.420D+L +2.50E 1 3.20 21.00 -8.05 8.05 22.08 1.00 38.38 +1.420D+L +2.50E 1 3.29 21.00 -7.95 7.95 21.32 1.00 38.38 ROOT RESIDENCE/ NEWPORT BEACH I Lj I M419 @2661 CRESTVIEW Printed: 12 NOV2021, 3:10PM Project File: M419.ec6 (c) ENERCALC INC 1983-2021 Max."+" Defl Location in Span -0.0446 8.000 Comment Phi*Vs Spacing (in) (k) Req'd Suggest Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhiVc/2 Not Reqd 0.00 0.00 Vu< PhiVc/2 Not Reqd 0.00 0.00 Vu <PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNd2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhiVc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhiVc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhiVc/2 Not Reqd 0.00 0.00 Vu< PhiVc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhNc/2 Not Reqd 0.00 0.00 Vu< PhiVc/2 Not Reqd 0.00 0.00 Vu< PhiVc/2 Not Reqd 0.00 0.00 PA2022-009 ESI/FME, INC. Project Tille: ROOT RESIDENCE/ NEWPORT BEACH 11.i 1800 E. 16TH STREET, UNIT 8 Engineer: SANTA ANA, CA. 92701 Project ID: M419 Project Descr: @ 2661 CRESTVIEW Printed: 12 NOV 2021, 3:10PM Project File: M419.ec6 UC#: KW-06013924, Build:20.21.10.4 ESI/FME, Inc. (c) ENERCALC INC 1983-2021 DESCRIPTION: SW#11: GRADE BEAM UNDER HARDY PANELS; Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi"Vs Spacing (in) Load Combination Number (ft) (in) Actual Design {k-ft) {k) {k) Req'd Suggest +1.4200+[ +2.50E 1 3.39 21.00 -7.86 7.86 20.58 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L +2.50E 1 3.48 21.00 -7.76 7.76 19.84 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L +2.50E 1 3.58 21.00 -7.65 7.65 19.11 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L+2.50E 1 3.67 21.00 -7.55 7.55 18.39 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L+2.50E 1 3.76 21.00 -7.44 7.44 17.68 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L +2.50E 1 3.86 21.00 -7.33 7.33 16.98 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L +2.50E 1 3.95 21.00 -7.21 7.21 16.29 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L +2.50E 1 4.05 21.00 -7.09 7.09 15.61 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L +2.50E 1 4.14 21.00 -6.98 6.98 14.94 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L +2.50E 1 4.24 21.00 -6.85 6.85 14.28 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L +2.50E 1 4.33 21.00 -6.73 6.73 13.64 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L +2.50E 1 4.42 21.00 -6.60 6.60 13.01 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L+2.50E 1 4.52 21.00 -6.47 6.47 12.38 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L +2.50E 1 4.61 21.00 -6.34 6.34 11.78 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L +2.50E 1 4.71 21.00 -6.20 6.20 11.18 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L +2.50E 1 4.80 21.00 -6.07 6.07 10.60 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L +2.50E 1 4.89 21.00 -5.93 5.93 10.02 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L +2.50E 1 4.99 21.00 -5.78 5.78 9.47 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L+2.50E 1 5.08 21.00 -5.64 5.64 8.92 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L +2.50E 1 5.18 21.00 -5.49 5.49 8.39 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L +2.50E 1 5.27 21.00 -5.34 5.34 7.87 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L-2.50E 1 5.36 21.00 5.28 5.28 8.80 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L-2.50E 1 5.46 21.00 5.23 5.23 8.31 1.00 38.38 Vu< PhiVcJ2 Not Reqd 0.00 0.00 +1.420D+L-2.50E 1 5.55 21.00 5.17 5.17 7.81 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L-2.50E 1 5.65 21.00 5.09 5.09 7.33 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L-2.50E 1 5.74 21.00 5.01 5.01 6.85 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L-2.50E 1 5.84 21.00 4.91 4.91 6.38 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L-2.50E 1 5.93 21.00 4.81 4.81 5.91 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L-2.50E 1 6.02 21.00 4.69 4.69 5.46 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L-2.50E 1 6.12 21.00 4.57 4.57 5.02 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L-2.50E 1 6.21 21.00 4.43 4.43 4.59 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L-2.50E 1 6.31 21.00 4.28 4.28 4.17 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L-2.50E 1 6.40 21.00 4.12 4.12 3.77 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L-2.50E 1 6.49 21.00 3.96 3.96 3.38 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L-2.50E 1 6.59 21.00 3.78 3.78 3.01 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L-2.50E 1 6.68 21.00 3.59 3.59 2.65 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L-2.50E 1 6.78 21.00 3.39 3.39 2.32 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L-2.50E 1 6.87 21.00 3.18 3.18 2.00 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L-2.50E 1 6.96 21.00 2.96 2.96 1.70 1.00 38.38 1/u < PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+l..-2.50E 1 7.06 21.00 2.72 2.72 1.42 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L-2.50E 1 7.15 21.00 2.48 2.48 1.16 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L-2.50E 1 7.25 21.00 2.23 2.23 0.93 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L-2.50E 1 7.34 21.00 1.97 1.97 0.72 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L-2.50E 1 7.44 21.00 1.69 1.69 0.54 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L-2.50E 1 7.53 21.00 1.41 1.41 0.38 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L-2.50E 1 7.62 21.00 1.11 1.11 0.24 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.420D+L-2.50E 1 7.72 21.00 0.81 0.81 0.14 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L-2.50E 1 7.81 21.00 0.49 0.49 0.06 1.00 38.38 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.420D+L-2.50E 1 7.91 21.00 0.17 0.17 0.02 1.00 38.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 PA2022-009 ES I/ FM E Inc. Date: 12/09/2021 STRUCTURAL ENGINEERS Job#: M 419 Client: DAVID ROOT Plan #: NEWPORT BEACH, CA. SHEAR WALL LINE: @ ,.L, So,= 1.1 SIBV.Cl-"!JfTDEAOLQADPAJWIETERaJ.S-0.l<Sa,0 0,746 @wALL(S)@ RIGHT SIDE OF MECHNICAL R~ PiA1E HT= 10 ft __ {WALL 1= _ 4.75 ft OPENING= o.oo ft Walll I= 4.75 _ ft} WALL2= o.oo _ft_ J!~L};_ :.=_ o.oo -~ _ Vf_A!:_L~~ _ o.oo _ ft_ SEISMIC TOTAL WALL LENGTH"' 4.75 ft SW#3'12/20'2.5111 LOAD=( LOAD=( LOAD=( 2122.B plf ( 0.0 ft/ 2 + 0.227 ) = 482 lbs. T2FLR 107 0 LOAD=( 0 SHEAR = T. LOAD/ L = plf ( 19.0 ft/ 2 + 0 ) = 1017 lbs. plf( o.o ft/2+ 0 )= 0 lbs. plf( 0.0 ft/2+ o )= 0 lbs. 1499 lbs/ 4.75 ft 316 lbs/ft CORRECTED PER HhV RATIO (SDPWS-18 Tab!e4.3.4 )= 320 lbs/ft -WIN□------------------------------------------------------ SW#3½12/20¼2.5111 T2FLR LOAD =( 1723.2 LOAD=( 201 LOAD=( 0 LOAD=( 0 plf ( plf ( plf ( plf ( o.o 19.0 0.227 ) = 0 ) = ) = )= 0 392 lbs. 1910 lbs. o lbs. o lbs. L SHEAR = T. LOAD / L = 2301 o.o 0.0 lbs/ ft/ 2 + It/ 2 + It/ 2 + It/ 2 + 4.75 0 It 484 lbs/It USESW#11DUETOWIND 484 lbs/It GOVERNING FORCE= WIND V= 484.4 lbs/It --- AU CHOR/STRAP? GOV.FORCE= UPLIFT: ANCHOR WIND W/5/8" Dia.x 10" A.B.'S@ 36 "o/c AB36 (3:::: 0.6 FOR WIND, 0.75 FOR SEISMIC LOAD= V x Lwa~ 0.T.M.=Load X Pit.Height UPUFT=(O.T.M.-R.M.)/L.,11 RESISTING MOMENT= fl x [Bearing Wall Weight") +Roof D.LxTrib.Width+Floor D.l.xTrlb.\'fldth]x{S.W. Length)2 /2 WALL Wf= 10 psf x 21 ft"' 210 lbs RDL"' 14 psf TrbW-"' 0 ft FOL= 25 psf TrbW= 5.5 It RES.MOM.se.'sm(;= 2924 lbs LOAD"' 1499 lbs. 0.T.M.s.-s.m'o; = 14900 ft-lbs UPLIFT Sesrn'c= 2540 lbs Governing Uplift RES.MOMwm= 2352 lbs LOAD= 2301 lbs. O.T.M.v,c,n<:1 = 23011 ft-lbs UPUFT,,,.,,--.i= 4349 lbs 4349 lbs PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 lbs 0.K Dia hragm Length= 15 ft Provide A35's or Hl's @ 32 inches O.C. V= 153 If @ WALL(S)@ LEFT OF F.R. & KIT: PLA1E HT= 10 ft {WALL 1= 6.so ft OPENING"" o.oo ft Wall!!= 6.50 ft} WALL2= 10.00 ft WALL 3= o.oo ft WALL 4= o.oo ft SEISMIC TOTAL WALL LENGTH= 16.50 ft SW#4 LOAD =( 5516 SW#-5'5/40.9.5117 LOAD "'( 2603 T2 FLR LOAD =( 129 T3 FLR LOAD=( 171 L SHEAR= T. LOAD/ L = plf ( plf ( plf ( plf ( 9777 0.0 0.0 8.0 40.0 lbs/ It/ 2 + It/ 2 + It/ 2 + It/ 2 + 16.50 1 ) = 0.125 ) = 0 )= )= 0 It 5516 325 516 lbs. lbs. lbs. 3420 lbs. 593 lbs/It 593 lbs/It -WIN□------------------------------------------------------ SW#4 LOAD =( 4406 SW#5'9.5117'5l40 LOAD =( 1986,62 T2 FLR LOAD=( 201 T3 FLR LOAD =( 205 L SHEAR = T. LOAD/ L = plf ( plf ( plf ( plf ( 9558 0.0 o.o 8.0 40.0 lbs/ It/ 2 + It/ 2 + ft/ 2 + It/ 2 + 16.50 )= 0.125 ) = )= )= 1 0 0 It 4406 lbs. 248 lbs. 804 lbs. 4100 lbs. 579 lbs/It 579 lbs/It GOVERNING FORCE= SEISMIC V= 592.6 lbs/It -- AllCHOR/STRAP? ANCHOR j\ GOV.FORCEc SEISMIC -~/13\'-=1=3_,,_ _ _cW.cfcc5c.,f_c8_".cD.ccia".x"-"10"-'--'' A=·="~.'S~® __ _c2c:8 ___ "_co,._/c=----'-----l---'-A"B"'2"8-~1 UPLIFT: . p = 0.6 FOR WIND, 0.75 FOR SEISMIC LOAD= V x L,,., O.T.M.=Load x Pit.Height UPLIFT=(O.T.M.-R.M.)/L.,, RESISTING MOMENT= p x [Bearing Wall Welghr} +Roof D.l.xTrib.Width+Floor D.L.xTrib.Width]x(S,W. Len.gth}2 /2 WALL wr== 14 psfx 21 ft= 294 lbs RDL= 14 psf Trb\'/= 4 ft . FOL= 25 psf TrbW= 1,5 ft RES.MOMSesm'(;.= 6107 lbs LOAD= 3852 lbs. O.T.M.&i,.m\; = 38517 ft-lbs UPLIFT Sesm.<:= 4986 lbs Governing Uplift RES.MOMvftnd= 4912 lbs LOAD=-3765 lbs. 0. T.M.woo = 37654 ft-lbs UPLIFTw,-,:1= 5037 lbs 5037 lbs PROVIDE SIMPSON: HDU8 PER POST, CAPACITY= 7870 lbs O.K Diaphragm Length= 32 ft Provide A35's or Hl's@ 16 inches O.C. V= 306 plf VERSlON 2020.1 PA2022-009 Page: ES I/ FM E Inc. ---~--+- Date: 12/8/2021 STRUCTURAL ENGINEERS Job#: M 4 19 Client: DAVID ROOT Plan #: NEWPORT BEACH, CA. SHEAR WALL LINE:@ -,,,,,,_ S0,=. 1.1 SBS>1CUf'UFTD&ll)LOADPAIWIETERaJ.S-O_t4¾0 0.746 <@ @ WALL(S)@ BTWN GARAGE AND PATIO: PLATE ITT= 10 ft __ {WALL 1= _10.00 ft OPENING= o.oo ft Walll != 10.00 ft} WALL2= ,.22.,o __ ft__'!f~l:,.~""'-_!;~_ !_ w_A;_L_!~-2.:~ _ft_ SEISMIC TOTAL WAlllENGTH = 10.00 ft SW#2 T1 FLR LOAD=( LOAD=( LOAD=( 998 110 0 LOAD=( 0 t SHEAR = T. LOAD / L = plf ( plf ( plf ( plf ( 2236 0.0 22.5 0.0 ft/ 2 + ft/ 2 + ft/ 2 + 0.0 ft/2+ lbs/ 10.00 1 0 0 0 ft ) = )= ) = )= 998 1238 0 lbs. lbs. lbs. o lbs. 224 lbs/ft 224 lbs/ft -WIND _____________________________________________________ _ SW#2 LOAD=( 1170 T1 FLR LOAD=( 201 LOAD=( 0 LOAD=( 0 L SHEAR= T. LOAD/ L = plf ( plf ( plf ( plf ( 3431 0.0 22,5 0.0 o.o lbs/ ft/ 2 + ft/ 2 + ft/ 2 + ft/ 2 + 10.00 1 0 0 0 ft )= )= ) = ) = 1170 lbs. 2261 lbs. o lbs. o lbs. 343 lbs/ft 343 lbs/ft ------GOVERNWG FORCE-;;-WIND -----V;;-343.1-lbsiii-------------------------- AflCHOR/SlRAP? GOV.FORCE= UPLIFT: ANCHOR WIND W/5/8" Dia.x 10" A,B.'S@ 52 "o/c AB52 f3 = 0.6 FOR WIND, 0.75 FOR SEISMIC LOAD:c: V x L.va1 0.T.M.=Load x Pit.Height UPLIFT =(O.T.M. -R.M. )/L~, RESISTING MOMENT= ~ x [Bearing Wall Weight"} +Roof D.LxTrib.\'lidth+Floor D.LxTrib.\VKlthJx(S.W. Length)2 /2 WALL Wf= 14 psfx 10 ft= 140 lbs RDL= 14 psf TrbW= 0 ft FOL::: 25 psf RES.MOM~= 16412 lbs LOAD= 2236 lbs. 0.T.M.Sesmk:= 22355 ft-lbs UPLIFT5wn¢= 594.3 fbs RES.MOMl'rro= PROVIDE SIMPSON: 13200 lbs HDU2 Dia hragm Length:=: 32 ft LOAD= 3431 lbs. 0.T.M.,,,,".r.d = 34313 ft-lbs PER POST, CAPACilY= 3075 lbs Provide A35's or Hl's@ 48 inches O.C. UPLIFTw:n,:F O.K 2111 lbs V= 107 I( TrbW=o 12 ft Governing Uplift 2111 lbs @ WALL(S) @ BTWN GARAGE & POWDER RM: PLATE ITT= 10 ft __ {WALL 1= _ 10.00 ft OPENING= o.oo ft Wall1 2== 10.00 ft} WALL2= o.oo _tt_ ~f:..l!:,_ !.=_ o.oo __ tt_ ~A0:10:, _ o,oo _ ft_ SEISMIC TOTAL WALL LENGTH= 10.00 ft SW#3°8/20 LOAD =( 1501.2 plf ( 0.0 ft/ 2 + 1 ) = 1501 lbs. SW/13°12/20'~5/11 LOAD =( 2251.8 plf { 0.0 ft/ 2 + 0.773 ) = 1740 lbs. T1FLR LOAD =( 110 plf ( 12.0 ft/ 2 + 0 ) = 660 lbs. T2 FLR LOAD =( 107 plf ( 11.5 ft/ 2 + 0 ) = 615 lbs. L SHEAR = T. LOAD/ L = 4516 lbs/ 10.00 ft 452 lbs/ft ______________________________________ 4!!_2_ lbs/Ft _______________ _ WIND SW#3*8/20 LOAD =( 1148.8 SWl3'12/20'8.5111 · LOAD =( 1723.2 T1 FLR LOAD =( 201 LOAD=( 0 L SHEAR = T. LOAD / L = GOVERNING FORCE= AflCHOR/STRAP? ANCHOR GOV.FORCE= ·WIND UPLIFT: plf ( p]f ( plf ( p]f ( 5234 0.0 0,0 23.5 . o.o lbs/ ft/ 2 + ft/ 2 + ft/ 2 + ft/ 2 + 10.00 1 1 0 0 ft WIND V= 523.4 lbs/ft W/5/8" Dia.x 10" A.B.'S@ )= )= ) = ) = 32 1149 1723 2362 lbs. lbs. lbs. o lbs. 523 lbs/ft 523 lbs/ft "o/c A832 p = 0.6 FOR WIND, 0.75 FOR SEISMIC LOAD= V x Lwa, 0.T.M.=Load x Pit.Height UPLIFT =(O.T.M.-R.M. )/l.,,, RESISTING MOMENT:=: J3 x [Bearing Wall Weight") +Roof O.L.xTrib.WJdth+Floor O.l.xTrib.\'(Jdth]x(S.W. Leogth)2 /2 WALL Wf:=: 10 psf x 10 ft= 100 lbs RDL= 14 psf TrbW= 0 ft FOL:,: 25 psf TrbWcc 8.5 ft RES.MOMSesrnc= 11656 lbs LOADc: 4516 lbs. O.T.M.s.eism.ic= 45155 ft-lbs UPLIFTw.mc= 3351 !bs Governing Uplift RES.MOM,,,,ro= 9375 lbs LOAD= 5234 !bs. 0.T.Mwoo = 52338 ft-lbs UPLIFTw,-..r 4296 lbs 4296 lbs PROVIDE SIMPSON: HDU4 PER POST, CAPACITY= 4565 lbs 0,K Diaphragm Length= 20 ft Provide A3S's or Hi's @ 20 inches O.C. V= 232 plf VEHSlOll 2020.1 PA2022-009 E s I / F M E Inc. STRUCTURAL ENGINEERS Client: DAVID ROOT Plan #: NEWPORT BEACH, CA, SHEAR WALL LINE: @ --k~,..._ S05= 1.1 SBS!J:CUPUFTDEAOLOADPARM'ETER.e0.9--0.t4S;:,.e: 0.746 @wALL(S)@ RIGHT SIDE OF DINING RM & LIVING RM: PLATE HT= 10 ft __ {WALL1=_3.50 ft OPENlliG= o.oo ftW,!111.S= 3.50 ft} WALL2= 4.00 _ft_ WALL3= s.oo_~_w_A!:_L~,:_-o.oo_ ft_ SEISMIC TOTAL WALL LEl'.'GTH = 12.50 ft SW#5'7.5/17 LOAD=( 3878 plf ( 0.0 ft/ 2 + 0,441 ) = 1711 lbs. SW#5'35/40'9.5/17 LOAD=( 2167,12 plf ( 0.0 ft/ 2 + 0.875 J = 1896 lbs. T3FLR LOAD=( 142 plf ( 40.0 ft/ 2 + 6 J = 3692 lbs. LOAD=( 0 plf ( 0.0 ft/ 2 + 0 J = 0 lbs. t SHEAR = T. LOAD / L = 7299 lbs / 12.50 ft 584 lbs/ft CORRECTED PER HNI RATIO (SDPWS-18 Tab~.3-4 }= -654 lbs/ft -WIND _____________________________________________________ _ SW#5'7.5Jt7 -LOAD =( 1723.2 SW1J5'35/40'9-5/17 LOAD =( 1986,62 T3 FLR LOAD =( 205 LOAD=( 0 L SHEAR = T. LOAD / L = plf ( plf ( plf ( plf ( 6230 0.0 o.o 40.0 o.o lbs/ ft/ 2 + ft/ 2 + ft/ 2 + ft/ 2 + 12.50 0.227 ) = )= )= )= 0.875 0 0 ft 392 lbs. 1738 lbs. 4100 lbs. o lbs. 498 lbs/ft 498 lbs/ft ------GOVERNiNG FORCE -=-SEISMIC ----V;;-654 -lbs/ft-------------------------- ANCHOR/STRAP? ANCHOR GOV.FORCE= UPLIFT: SEISMIC -~-1_4~ __ W~/5~/_8_"_D_ia_._x_1_0'_' _A_.B_.'_S~@~ __ 2_8 ___ '_'•~/~c---~----+-~A_B_2~8 _ ____, Jl = 0.6 FOR WIND, 0.75 FOR SEISMIC LOAD= V x Lv,,, O.T.M.=Load x Pit.Height UPLIFT=(O.T.M.-R.M.)/Lm, RESISTING MOMENT= fl x [Bearing Wall Weight'"} +Roof D,LxTrib.Width+Floor D,LxTrib.Wldth}x(S.W. lengthf /2 WAll \Vf=o 14 psfx 10 ft= 140 lbs RDL= 14 psf TrbW= 0 ft FOL= 25 psf Trb\'/= 5,5 ft RES.MOM5e:sm,:= 1268 lbs LOAD:: 2044 lbs. O.T.M.s~~= 20438 ft-lbs UPLIFT~\:= 5477 lbs Governing Uplift RES.MOMvr.ri.-:1"= 1020 lbs LOAD= 1744 lbs. O.T.M.v...,.,4 = 17444 ft-lbs UPLIFT.-,<,,.r 4693 lbs 5477 lbs PROVIDE SIMPSON: HDUS PER POST, CAPACITY= 7870 lbs 0,K Dia hragm Length::c: 32 ft Provide A35's or Hl's@ 20 inches o.c. V= 228 If @ WALL(S)@ REAR OF GARAGE: PLATE HT= 10 ft __ {WALL 1= _ 3.75 ft OPENING= o.oo ft Wall1 t::c: 3.75 _ ft} WALL2= o,oo _ft_ ~~L_: ~=-o.oo __ ft_ "!_A!':!: _ o.oo _ ft_ SEISMIC TOTAL WALL LE/1.'GTH = 3.75 ft SW//$ LOAD=( 966 plf( o.o ft/ 2 + 1 ) = 966 lbs. L1 FLR LOAD=( 111 plf ( 9.0 ft/ 2 + 2 ) = 722 lbs. LOAD=( 0 plf( 0.0 ft/2+ 0 )= 0 lbs. LOAD=( 0 plf ( 0.0 ft/ 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 1688 lbs/ 3.75 ft 450 lbs/ft CORRECTED PERHm RATIO (SOPWS-18 Table4.3.4 F 491 lbs/ft -WIND _____________________________________________________ _ SW//$ LOAD=( 896 l1 FLR LOAD=( 201 LOAD=( 0 LOAD=( 0 L SHEAR = T. LOAD / L = plf ( plf ( plf ( plf ( 2203 0.0 9.0 o.o o.o lbs/ ft/ 2 + ft/ 2 + ft/ 2 + ft/ 2 + 3.75 1 2 0 0 ft ) = ) = )= )= GOVERNING FORCE= WIND V= 587.3 lbs/ft NICTIOR/STRAP:? ANCHOR GOV.FORCf• WIND. W/5/8" Dia.x 10" A,B.'S@ 28 UPLIFT: 896 lbs. 1307 lbs. 0 lbs. 0 lbs. 587 lbs/ft 587 lbs/ft "o/c AB28 Jl = 0.6 FOR WIND, 0.75 FOR SEISMIC LOAD= Vx Lw.a 0.T.M.=Load x Pit.Height UPLIFT =(0. T.M. -R.M. )/L,,,1 RESISTING MOMENT= p x [Bearing Wall Weight") +Roof O.LxTrib.Wldth+Floor O.l.xTrib.WidthJx(S.W. Length)2 /2 WALL Wf= 14 psfx 10 ft= 140 lbs RDL= 14 psf TrbW= 0 ft FOL= 25 psf TrbWec: 1.33 ft RES.MOM5esmc= 909 lbs LOAD= 1688 lbs. O.T.M.Se~ = 16875 ft-lbs UPLIFT Seism1c= 4258 lbs Governing Uplift RES.MOM\'rind= 731 lbs LOAD= 2203 lbs. O.T.M,wnd = 22025 ft-lbs UPLIFTw,,-,,r 5678 lbs 5678 lbs PROVIDE SIMPSON: HDUS PER POST, CAPACITY= 6970 lbs 0,K Diaphragm Length= 24 ft Provide A35's or Hl's@ 48 inches O.C. V= 92 plf VERSIOll 2020.1 PA2022-009 Page: Dl ti E S I / F M E Inc. i Date: 10/27/2021 STRUCTURAL ENGINEERS lob#: M419 Client: DAVID ROOT Plan#: NEWPORT BEACH, CA, SHEAR WALL LINE: @ ~ So,= 1.1 SEJSMCUPIJFTDEAOLOADPARM'ETERa0.9-0.14S,,.• 0.746 @wALL(S)@ REAR OF FAMILY RM & LIVING RM: PlA1E HT= 10 ft __ ~ALL 1= _ 6.00 ft OPENING= o.oo ft Wall! I= 6.00 _ ft} WALL2= s.oo _ft_ ~~L:,_ ~=_ s.oo -~ _ ~A,!_L_.2~ _ o.oo _ ft_ SEISMIC TOTAL WALL LENGTH"" 22.00 ft SW#7 LOAD=( 3840 plf( 0.0 ft/ 2 + 1 ) = 3840 lbs. L2 FLR LOAD =( 163 plf ( 32.0 ft/ 2 + 0 ) = 2608 lbs. LOAD =( 0 plf ( 0.0 ft/ 2 + 0 ) = 0 lbs. LOAD=( 0 plf( 0.0 ft/ 2 + 0 ) = 0 lbs. SHEAR= T. LOAD/ L = 6448 lbs/ 22.00 ft 293 lbs/ft 293 lbs/ft -WIND _____________________________________________________ _ SW#7 L2FLR LOAD=( 2528 LOAD=( 205 LOAD=( 0 LOAD=( 0 L SHEAR = T. LOAD/ L = plf ( plf ( plf ( plf ( 5808 0.0 32.0 0.0 o.o lbs/ ft/ 2 + ft/ 2 + ft/ 2 + ft/ 2 + 22.00 1 0 0 0 ft GOVERNING FORCE= SEISMIC V= 293.1 lbs/ft ) = )= )= ) = 2S28 lbs. 3280 lbs. o lbs. o lbs. 264 lbs/ft 264 lbs/ft ANCttOR/STRAP? ANCHOR A GOV.FORCE= SEISMIC _J/1.f\c..c1cc1c...._-'W=/5"/-'8-"..cD.ci•c.c·x=10"-'-''Acc'ccBc.,'S"-"@ __ _c6c.cO ___ '..c'•,.i.cc ___ ,,_ ___ -t----'A-"B'-'6ccO_---l, UPLIFT: . p = 0,6 FOR WIND, 0.75 FOR SEISMIC LOAD= V x L,,,., 0.T.M.=Load x Pit.Height UPLlFT=(O.T.M.-R.M.)/Lm, RESISTING MOMENT= fl x [Bearing Wall Weight'") +Roof D.LxTrib.Width+Floor O.l.xTrib,Width]x(S.W. length)2 /2 WAU. Wf= 14 psfx 21 ft= 294 lbs RDL= 14 psf TrbW"' 5 ft FOL"' 25 psf TrbW= 9 ft RES.MOMS,Ssm'(:= 7909 lbs LOAD= 1759 lbs. O.T.M.Sesnic = 17585 ft-lbs UPLIFT Sci;m'<:= 1613 lbs Governing Uplift RES.MOM;'flnd= 6361 lbs LOAOo: 1584 lbs. 0.T.M.;•rm= 15840 ft-lbs UPUFTw.....r 1580 lbs 1613 lbs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs 0.K Dia hragm Length= 39 ft Provide A35's or Hi's @ 32 inches O.C. V= 165 If @ WALL(S)@ REAR OF GARAGE & HALLWAY BEHIND POWDER RM: PLA1E HT= 10 ft {WALL 1= 10.00 ft OPENING= o.oo ft Wall! I= 10.00 ft} WALL2= 11.so ft WALL 3= o.oo ft WALL 4= o.oo ft SEISMIC TOTAL WALL LENGTH= 21.50 ft SW#8 LOAD =( 3797 plf ( 0.0 ft/ 2 + 1 ) = 3797 lbs. SW#8'$/19 LOAD =( 743 plf ( 0,0 ft/ 2 + 0,421 ) = 313 lbs. L1 FLR LOAD =( 133 plf ( 30,0 ft/ 2 + 0 ) = 1995 lbs. L2 FLR LOAD =( 163 plf ( 20.0 ft/ 2 + 0 ) = 1630 lbs. L SHEAR = T. LOAD/ L = 7735 lbs/ 21.50 ft 360 lbs/ft _____________________________________ _3!!_0_ lbs/ft _______________ _ WIND LOAD=( 2624 SW#9'8/20 LOAD=( 576 L1 FLR LOAD=( 201 LOAD=( 0 L SHEAR = T. LOAD/ L = plf ( plf ( plf ( plf ( 5882 0,0 o.o 30,0 0.0 lbs/ ft/ 2 + ft/ 2 + ft/ 2 + ft/ 2 + 21.50 )= 0.421 ) = 0 )= ) = 1 0 ft 2624 lbs. 243 lbs. 3015 lbs. 0 lbs. 274 lbs/ft 274 lbs/ft ------GOVERNING FORCE= -SEISMIC ----V= 359.8 lbs/ft----------------------- ANCHOR/STRAP? ANCHOR /\ GOV.FORCE= SEISMIC _ _,_/12\-'1"2'-'---W=/Sc;fccBc..."..cDccia=.'-'x-'1-'-0'_' c.cAcc.Bc.·'=S_,@'---4'-'8'--__ '..c'o"-/"-c ___ .,__ ___ -+---'A-"B'-4"'8'-----l UPLIFT: p = 0.6 FOR WIND, 0.75 FOR SEISMIC LOAD= V X L,'fal 0.T.M.=Load x Pit.Height UPLIFT =(O. T.M. -R.M. )/L,,., RESISTING MOMENT= p x {Bearing Wall Weight") +Roof O.L.xTrib.Width+F!oor D,L.xTrib.Width}x(S,W. Length)2 /2 WALL Wf= 14 psfx 21 ft= 294 lbs RDL= 14 psf TrbW= 10.5 ft FDL= 25 psf Trb\'/= 1,33 ft RES.MOM5eisrn<:= 17690 lbs LOAD= 3598 lbs. O.T.M,&,,;.,nic= 35976 ft-lbs UPUFTSci;m,::= 1829 lbs Governing Uplift RES.MOM1,,.nc1= 14228 lbs LOAO=c 2736 lbs. O.T.M.wrn = 27356 ft-lbs UPUFT;,,,.-.,,r 1313 !bs 1829 lbs PROVIDE SIMPSON: HDU2 PER POST, CAPACITY= 3075 lbs O.K HOU2@ ONE END AT HALLWAY WITH NO BEAM RESISTING UPLIFT Diaphragm length= 43 ft Provide A35's or Hi's@ 28 inches O.C. V= 180 plf VERS!ON 2020.1 PA2022-009 E S I / F M E Inc. STRUCTURAL ENGINEERS Page: -----!--=-l--l f Date: 10/27/2021 Job#: M 419 Client: DAVID ROOT Project Name: "ROOT RESIDENCE @ 2661 CRESTVIEW DR." Plan #: NEWPORT BEACH, CA. SHEAR WALL LINE: @ Sos= 1.1 SEJSMCUPUfTDEADLOAOPARA.VETER=0.9-0.14$o.= 0.746 @ WALL(S)@ FRONT OF GARAGE: PlAlE HT= 10 ft {WALL 1= 13.00 ft OPENING= o.oo ft Walll != 13.00 ft} WALL2= o.oo ft WALL 3= o.oo ft WALL 4= o.oo ft SEISMIC -TOTAL WALL LENGTH= 13.00 ft SW#10'15123 LOAD=( 5739 plf ( 0.0 ft/ 2 + 0.652 ) = 3743 lbs. SW#9'11l19 LOAD=( 743 plf ( 0.0 ft/ 2 + 0,579 ) = 430 lbs. L1 FLR LOAD =( 133 plf ( 21.0 ft/ 2 + 0 ) = 1397 lbs. L2 FLR LOAD =( 163 plf ( 20.0 ft/ 2 + 0 ) = 1630 lbs. t SHEAR= T. LOAD/ L = 7199 lbs/ 13.00 ft 554 lbs/ft -------------------------------------~~~-IWft _______________ _ WIND SW#10'15123 SW#9'11/19 L1 FLR LOAD=( 3239 LOAD=( 576 LOAD=( 201 LOAD=( 0 L SHEAR = T. LOAD/ L = plf ( plf ( plf ( plf ( 4556 0.0 0.0 21.0 0.0 lbs/ ft/ 2 + ft/ 2 + ft/ 2 + ft/ 2 + 13.00 0.652 ) = 0.579 ) = ) = 0 0 ft )= 2112 lbs. 333 lbs. 2111 lbs. o lbs. 350 IWft 350 lbs/ft -----GOVERNING FORCE= SEISMIC V= 553.8 lbs/ft --- Af!Q{()R/STRAJ'? GOV.FORCE= ANCHOR A SEISMIC -~/13),~1~3~-~W~/~5~/~8_"_D~ia~.x_10~'-' A_._B_.'_S~®~ __ 3_2~--•~•o~/~c---~----+I--A_B_3_2 _ __, UPLIFT: J3 = 0.6 FOR WIND, 0.75 FOR SEISMIC LOAD= V x lw.i.u O.T.M.=Load X Pit.Height UPLIFT=(O.T.M.-R.M.)/L,,., RESISTING MOMENT= fJ x [Bearing Wa!l Weight"} +Roof D.LxTrib.Width+Floor D.LxTrib.\'fJdth]x(S.W. length)2 /2 WALL\'ff= 14 psfx 21 ft= 294 lbs ROL= 14 psf Trb\'/co 5 ft FDL"' 25 psf TrbW= 1,33 ft RES.MOMSeisrn'c= 25041 lbs LOAD= 7199 lbs. 0.T.M.s.,s,r,.\c = 71995 ft-lbs UPUFTSesrn'c= 3612 lbs Governing Uplift 20141 lbs LOAD= 4556 lbs. O.T.M.\vro = 45564 UPLIFTw:,,,? 1956 lbs 3612 lbs RES.MOM,,.,,= PROVIDE SIMPSON: HOU4 PER POST, CAPACITY= 4565 ft-lbs lbs O.K HDU4 @ ONE END GLB RESIST UPLIFT@ OTHER END Dia hra m Length= 34 ft Provide A35's or Hl's @ 24 Inches o.c. V= 212 If @ WALL(S)@ FRONT OF DINING RM & KITCHEN: PLAlE HT= 10 ft {WALL 1= 36.75 ft OPENING= s.so ft Wall! h= 31.25 ft} WALL2= o.oo ft WALL 3= o.oo ft WALL 4= o.oo ft SEISMIC TOTAL WALL LEl\'OTH = 31.25 ft SW#-10*8/23 L3 FLR LOAD=( 5739 LOAD=( 205 LOAD=( 0 LOAD=( 0 L SHEAR = T. LOAD/ L = plf ( plf ( plf ( plf ( 5276 0.0 32.0 0.0 o.o lbs/ ft/ 2 + ft/ 2 + ft/ 2 + ft/ 2 + 31.25 0.348 ) = )= ) = ) = 0 0 0 ft 1996 lbs. 3280 lbs. o lbs. o lbs. 169 lbs/ft 169 lbs/ft -~ND --------- SW#10'8/'i3 L3fLR LOAD=( 2624 LOAD=( 205 LOAD=( 0 LOAD=( 0 L SHEAR = T. LOAD / L = plf ( plf ( plf ( plf ( 5904 0.0 32.0 0.0 o.o lbs/ ft/ 2 + ft/ 2 + ft/ 2 + ft/ 2 + 31.25 1 0 0 0 ft GOVERNING FORCE= WIND V= 188.9 lbs/ft ANCHOR/STRAP? ANCHOR GQV,fORC£a WIND 72 UPLIFT: 2624 lbs. 3280 lbs. o lbs. o lbs. 189 lbs/ft 189 lbs/ft "o/c AB72 Jl = 0.6 FOR WIND, 0.75 FOR SEISMIC LOAD= V x Lw'" 0.T.M.=Load x Pit.Height UPLIFT =(0.T.M. -R.M. )/Lm, RESISTING MOMENT= fl x [Bearing Wall Weight") +Roof D.l.xTrib.Wklth+F!oor D.l.xTrib.YfKithJx(S.W. Length)2 /2 WALL WT= 14 psf x 21 ft= 294 lbs RDl= 14 psf Trb\'/= 6 ft FOL= 25 psf RES.MOMSeismc= 272282 lbs LOAD= 5276 lbs. O.T.M.5es,rn,; = 52762 ft-lbs UPLIFT Sci;.m~= -5973 lbs RES.MOM~•rm= 218994 lbs LOAD= 5904 lbs. 0.T.M.w;nd = 59040 ft-lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N,A, lbs Diaphragm Length= 61 ft Provide A35's or Hl's @ 48 inches O.C. UPLIFTw,-,,r O.K -4352 lbs V= 97 plf TrbW-"' 6.5 ft Governing Uplift -4352 lbs VERSlml 2020.1 PA2022-009 Project lnformallon Code: 2019 CSC Date: 11/5/2021 Deslgrier: Client: DAVID ROOT P1ojed: ROOT RESIDENCE@ 2661 CRESTVIEW OR., fffWPORT BEACH, CA. Wall line: SW/121· FRONT OF KITCHEN & DINING RM: U(ft) . VI 52761bf Opening 1 lti 7.00ft hal 1,50ft l2 t:·-'_i5_50ft hol 4.67ft l3( 8.00ft hbl 3.33 ft h.,i 9.50ft lot 4.00ft L..1 37.00ft 1. Hold-down forces: H = Vh,.-.,1/L....., 2. Unit shear above+ below opening First opening: val" vbl" H/(hal+hbl)" Second opening: va2 "vb2" H/{ha2+hb2)" 3. Total boundary force above+ below openings 4. Comer forces First opening: 01"" val x {lot)" Second opening: 02"" va2 x (lo2)"' Fl= Ol(ll)/(Lltl2) = F2" Ol(l2)/(Ll+L2) = F3 = 02(l2)/(l2+L3) = F4-" 02(L3)/(l2+l3) = 5. Tributary length of openings I Tl= (Ll *Lol)/(Lltl2)" T2"' (L2•Lol)/(Ll+t2)"' T3 = (l2"Lo2)/(L2+L3)" T4"' (l3"lo2)/(L2+L3) = !H{lb) Check summary of Shear Values for Two Openings Une 1: \'Cl(hal+hbl)+Vl(hol),,H? Urie 2: val(hal+hbt)•vcl(hal+hbl}-Vl(hol)"O? line 3: v<:2{ha1thbt)+V2{ho1)-val(ha1thb1)=0? Urie 4: va2(haZ+hb2)-V2{ho2}-vc2(haZ+hb2)=0? Uoe 5: va2(ha2thb2}-vc3(ha2thb2).Y3{ho2}=0? Line 6: vc3(ha2+hb2}+ V3{ho2) = H? Req. Sheathing Capacity Req. Strap Force Req. HD Force Req. Shear Wall Anchorage Force 280plf ?731bf 1355 lbf 143 plf •Toe Design Summary assumes that the shear wall is designed as b.".ocked. l l{ft) 0 Laljh) l.3{ft) . J J -,,. . ' l . <...<h) Shear Wall Calculation Variables ha2 ho2 hb2 Loli 1355 lbf 280plf 280plf 1122 lbf 701 !bf 349 lbf 7731bf 462 lbf 239 ]bf Openlng2 1.50 ft 4.67 ft 3.33 ft 2.SOftl Adj. Factor Method" I Wall Pier Aspect Ratio Pl:hol/Ll: 0.67 P2:ho2/L2: 0.30 P3:ho3/L3: 058 6. Unit shear beside opening Vl :(V/L)(ll+Tl)/Ll" V2 = {V/L)(T2+l2+T3)/L2" V3" {V/L)(T4+L3)/L3" Check Vl •u +V2 * L2+V3*l3:V] 7. Resistance to comer forces Rl=Vt•u,, R2 "v2•L2" R3='V3°L3= 8. Difference comer force+ resistance Rl•Fl" R2-F2·F3: R3-F4cc 1.24ft 2.76 ft 1.65 ft 0.85 ft 9. Unit shear io comer zonn Design Summary* 4-Term Deflection I 0.058 in. I 1355 500 1355 1355 vcl"' (RH1}/L1"' vc2"" (R2-F2-F3}/L2" vc3"' (RH4)/L3"" 570 570 855 855 618 618 j · 2bs/h I Adj. Factor N/A N/A NIA 784 784 1355 500 737 737 168 plf 183 p!f 158 plf 5276 lbf OK 1176 lbf 2838 lbf 1262 lbf 8Z7 lbf 1603 lbf 1023 Jbf 118plf 103 plf 128 plf 3-Term Deflection I 4·Term Story Drift%! 0.002% I 3-Term Story Drift %I S.e f'ag~ 2 1355 lbf. 0 0 0 0 1355 lbf 0J)91in. 0.003% Sa Page 3 I I PA2022-009 Project Information Code: 2019 CSC Designer: Clle111: DAVID ROOT Project: ROOT RESIDENCE @ 2661 CRESTVIEW OR., NE\VPORT BEACH, CA Wall line: SW#21-FRONT OF KITCHrn & Di ti ING RM: Shear Wall Deflection Calculation Variables Induced Shear load V~: L---2~.~ (/bf) f----------~Gt Override ~---------~Ga 0.-eride Four-Term EquaUon DeflectJon Check Sheathing Nai ,, E h A G< Nall Spacing Vo ' ' ' ' b HD Capacity HDO€fl Pier 1-l Pier 1-R Pier 2-l 3/8 3/8 3/8 8dcommon 8dtommon &!common 2'S 235 256 l.60E+06 1.60Et06 l.60Et06 9.50 6.17 6.17 8.25 8.25 8.25 77,500 77,500 77,500 4 4 4 78 78 85 0.0024 0.0024 0.0031 7.00 7.00 15.50 1000 1000 1000 0.01 0.01 O.ot Check Total Deflection of Wall System Pier 1 (left) Terml I Term2 I Term3 Bending Shear Fastener 0.017 I 0.029 I 0.017 5,m Pier 2 (left) Term 1 I Term2 I Term3 Bending 5hm Fastener 0.002 I 0.020 I 0.014 5,m Pier 3 {left) Term 1 I Term 2 I Term 3 Bending Shear Fastener 0.004 I O.D18 I 0.009 5,m Wood End Post Values: Species:IOOUG FIR E:. , -1.60£+06 !{psi) Qt'{ Stud Size Dimensions: 1 " 8.15 A Override: (Equation 23-2) Pier 2-R Pier 3-l 3/8 3/8 &!common 8d common 256 221 1.60E+o6 1.60Et06 6.17 6.17 8.25 8.25 77,500 77,500 4 4 85 74 0.0031 0.0020 15.50 8.00 1000 1000 0.01 0.01 Term4 Term 1 I HO·l Bending 0.030 0.00S I 0.094 Term4 Terml I HD-1 Bending 0.006 0.002 I 0.OB Term4 Terml I HD-1 Bending 0.011 0.014 I o.ou h6 (in.2) (in.1) Pier 3-R 3/8 &!common 221 1.60£+06 9.50 8.25 77,500 4 74 0.0020 8.00 1000 0.01 I ,,n psi) I I f<) in.2} lbf/in.) in.) ,,n in.) I I I I I I ft) {I ,n ·n.) 1, Pier 1 {right) Term2 I Term3 Shear Fastener 0.019 I 0.011 5,m Pier 2 (right) Term2 I Term3 Shear Fastener 0.020 I 0.014 5,m Pier 3 (right) Term2 I Term3 Shear Fastener 0.027 I 0.014 5,m Date: 11/5/2021 Nail Type:) 8d common j(pennyweight) Term4 H0·2 0.013 0.047 Term4 HD-2 0.006 0.043 Term4 HD-2 0.025 0.030 Pier 1 Pier 3 Total °"· 0.058 (in.) ... _...:00.00""20:... _ _,¼:lrift PA2022-009 Project Information Code: 2019 CBC Designer: Client: DAVID ROOT Project: ROOT RESIDENCE@ 2661 CRE51VIEW OR., NEWPORT BEACH, CA. Wall Une: SW#21-FRONT OF KITCHEN & DINING RM: Three-Tenn Equation Deflection Check -Sheathing Nail E h A Ga b HO Capacity HDOefl ' ' ' ' ' ~ 8vh3 vh h1\1 bs,., = EAb + 1000Ga +b Pier l·L Pier 1-R Pier 2-l 3/8 3/8 3/8 8dcommon 8dcommon 8dcommon 235 235 256 1.GOE+-06 1.60£+06 l.60Et06 9.50 <17 6.17 8.25 8.25 8.25 25.0 25.0 25.0 7.00 7.00 15.50 1000 1000 1000 0.01 0.01 0.01 Check Total Deflection of Wall System Pier 1 (left) Terml I Term2 Term3 Bending Shear Fastener 0.017 I 0.089 0.030 s,m 0.137 Pier 2 (left] Term 1 I Term2 Term3 Bending Shear Fastener 0.002 I 0.063 0.006 s,m 0.072 Pier3 (!eft) Term 1 I Term2 Term 3 Bending Shear fastener 0.004 I 0.05S 0.011 s,m 0.069 (4.3-1) Pier 2-R Pier 3-L 3/8 3/8 8dcommon &dcommon 256 221 l.60Et06 l.60Et06 6.17 6.17 8.25 8.25 25.0 25.0 15.50 8.00 1000 1000 0.01 0.01 Pier 1 {right) Term! I Term2 Betiding Shear 0.005 I O.OS8 s,m Pier 2 {right) Term! I Term2 Betiding Shear 0.002 I 0.063 s,m Pier 3 {right) Terml I Term 2 Bending Shear 0.014 I 0.084 s,m Pier 3-R 3/8 8dcommon 221 l.60Et06 9.50 8.25 25.0 8.00 1000 0.01 Term3 Fastelli!r 0.013 0.076 Term3 Fastener 0.006 0.072 Term3 fastener 0.025 0.123 I plij I psi) I f<) I in.1) kips/in.) ft) I I {I bij 1, ·n.) Total "'"· 0.091 {ln.J 0.0032 ¾drift Date; 11/5/2021 Comment: The 3-term equatioo is calibrated to be approximately equal to 4-term equation at 1.4*ASD capacity. PA2022-009 ' ■ Page: I t:;<B ,,_ I ESI/FME Inc. I t,:V I.', Date: 11/9/2021 STRUCTURAL ENGINEERS Job#: M419 Client: DAVID ROOT Project Name: "ROOT RESIDENCE@ 2661 CRESTVIEW DR." Plan#: NEWPORT BEACH, CA. II ORTHOGONAL DIRECTION EFFECT I ' TOTAL UPLIFT= 100% UPLIFT IN ONE DIRECTION+ 30% UPLIFT IN THE OTHER DIRECTION [I] SHEAR WALL LINE: 2 UPLIFT= 906 LBS SHEAR WALL LINE: 9 UPLIFT= 1847 LBS TOTAL UPLIFT 1 = 906 +30%( 1847 ) = 1460 LBS TOTAL UPLIFT 2= 1847 +30%( 906) = 2119 LBS GOVERNING UPLIFT= 2119 LBS PROVIDE SIMPSON: CS14 PER POST1CAPACITY= 2490 LBS O.K [iJ SHEAR WALL LINE: 4 UPLIFT= 2310 LBS SHEAR WALL LINE: 7 UPLIFT= 1181 LBS TOTAL UPLIFT 1= 2310 +30%( 1181 ) = 2664 LBS TOTAL UPLIFT 2= 1181 +30%( 2310) = 1874 LBS GOVERNING UPLIFT= 2664 LBS PROVIDE SIMPSON: (2) CS16 PER POST,CAPACITY= 3410 LBS O.K [iJ SHEAR WALL LINE: 5 UPLIFT= 948 LBS SHEAR WALL LINE: 7 UPLIFT= 1181 LBS TOTAL UPLIFT 1= 948 +30%( 1181 ) = 1302 LBS TOTAL UPLIFT 2= 1181 +30%( 948) = 1465 LBS GOVERNING UPLIFT = 1465 LBS PROVIDE SIMPSON: CS16 PER POST,CAPACITY= 1705 LBS O.K [I] SHEAR WALL LINE: NA UPLIFT= 0 LBS SHEAR WALL LINE: NA UPLIFT= 0 LBS TOTAL UPLIFT 1= 0 +30%( 0 ) = 0 LBS TOTAL UPLIFT 2~ 0 +30%( 0) = 0 LBS GOVERNING UPLIFT = 0 LBS PROVIDE SIMPSON: (2) CS16 PER POST,CAPACITY= 3410 LBS O.K [§} SHEAR WALL LINE: NA UPLIFT= 0 LBS SHEAR WALL LINE: NA UPLIFT= 0 LBS TOTAL UPLIFT 1 = 0 +30%( 0 ) = 0 LBS TOTAL UPLIFT 2= 0 +30%( 0) = 0 LBS GOVERNING UPLIFT = 0 LBS PROVIDE SIMPSON: CS16 PER POST,CAPACITY= 1705 LBS O.K [§} SHEAR WALL LINE: NA UPLIFT= 0 LBS SHEAR WALL LINE: NA UPLIFT= 0 LBS TOTAL UPLIFT 1 = 0 +30%( 0 ) = 0 LBS TOTAL UPLIFT 2= 0 +30%( 0) = 0 LBS GOVERNING UPLIFT = 0 LBS PROVIDE SIMPSON: (2) CS16 PER POST,CAPACITY= 3410 LBS O.K VERSIO,'l 2017.4 PA2022-009 Page: ,, ir· E S I / F M E Inc. Date: 11/4/2021 STRUCTURAL ENGINEERS Job#: M 419 Client: DAVID ROOT Project Name: "ROOT RESIDENCE @ 2661 CRESTVIEW DR." Plan #: NEWPORT BEACH, CA. Rco,c .0/1/J/(hl-<JAJ "tj!jio,f!J:J ,:},<f,/}lSIS.: o V £,.e,, M /JJ/2.,, 'f' ,e.,e ~,~ ~-:: ~/5¾ Sf::,/,.SMIC-... [J3] ____ _ j=:],J;, __ _ PA2022-009 Page: E S I / F M E Inc. Date: STRUCTURAL ENGINEERS Job#: Project Name: "ROOT RESIDENCE @ 2661 CRESTVIEW DR." ,ebo,e: ,0/,,t/,PJ/h?&"! j1 d)/c>,(',C] ,4,v./il-'/Gl5: ov.c.e ,/"7,6,e f g,,a#.J cPo,</71/,</{lcS L?'RA4s] ,12,c Client: DAVID ROOT Plan #: NEWPORT BEACH, CA. d,ijo,e_o ANAL't'SIS i . fl 7 ;' ~ LJo#/) {3:l) &,.?s) /CBX:31) ::-.1 lf'6' 0 :SJD @)It c/,,_,,4;c,,s. ;OL:;;]_ i5/1Lld£-15 e,o A;OliC..>;IJATE- h ll!;"J,, ; d' 11/4/2021 M 419 PA2022-009 E S I / F M E Inc. Date: 11/4/2021 STRUCTURAL ENGINEERS Job#: M 419 Client: DAVID ROOT Project Name: "ROOT RESIDENCE @ 2661 CRESTVIEW DR," Plan #: NEWPORT BEACH, CA. FLOOR DIAPHRAGM & CHORD ANALYSIS: OVER L.R., DINING RM,, KITCHEN, & FAMILY RM. l3 ~ T3 't-/, ,,- ,.Cd ,0/,4,,.0//M<:3/-? : FtJ!- ~,.X :::o,~$,.s-Le ~x(E,7),. 670 7--lh (;;;..-10-2,") "'<'P• 2. X/, / o 'f) ( O , 7 ) CvJtyJ " 0, I Slf i,Jl'J- 1~ ' ~ ' 9 ' It ~ "----~ r.-i J PA2022-009 E S I / F M E Inc. STRUCTURAL ENGINEERS Client: DAVID ROOT Page: Date: Job#: (:;' ,:,·· f" 11/5/2021 M419 Project Name: "ROOT RESIDENCE@ 2661 CRESTVIEW DR." Plan#: NEWPORT BEACH, CA. FLOOR DIAPHRAGM & CHORD ANALYSIS· OVER L.R., DINING RM., KITCHEN & FAM;LY RM /~-·' ) ' ·lcu,,...,T/-1./(/£.. {7-:eA'-1$] --r -/7 l:;1 , ii; 0 /-'i,/?_ -I I -:5£/$1'-t IC. ) ,).05 /, tJ/1/CJ 17';1; C C),,'2 :;SD.S~7e, i,JPJ', °" (o,2,1,/,IOlf)(o.7)t<>pl/' 0,JS'1wt,.~, /p;y ~-(b,J.st.;)(1s60)"" :ztio'Y. .s1;1sl'-11c. O..ovruv.J.s ::571> 7·-ll~ IZ-JO· Z- df/OM /',,<;;)l. 'fSIS e,,.. · 1 ~ pe--E#i )( ?1:J.1) (1 ,;).,5) /(?:,){3?) ,ce I I<, <J #<: 1800.4, _:>o $i'JJ {f.s) /6a/h!All~f' /~;l2 .sl't.ld.l!. ,l(JJC:&;t!A7if PA2022-009 E S I / F M E Inc. Page: __,_/.:,,,,e...-""----1 Date: 11/15/2021 ._- STRUCTURAL ENGINEERS Job#: M 419 Client: DAVID ROOT Project Name: "ROOT RESIDENCE@ 2661 CRESTVIEW DR." Plan #: NEWPORT BEACH, CA. 1 ,,2,STO.RY:cf()UNQAIION\bESlGNJ>E8.TCac+2019; t'cl SOILS REPORT BY: COAST GEOTECHNICAL, INC. JOB NO: 618821-01 DATE: JULY 1st, 2021 ALLOWABLE SOIL BEARING PRESSURE = SOIL SITE CLASSIFICATION = D SLAB DESIGN: 1800 psf USE 12" Thk Mat Slab w/# 5 BARS @ 14 "O.C. @ Top & Bottom, over 2 " sand /over 15 MIL Vapor Retarder, over 2" sand over 4" Thick Base of 1/2" or larger clean aggregate below sand. CONTINUOUS FOOTING DESIGN: Wt. L Roof : ( 34 )( 16 ) = 544 Wall : ( 14 )( 20 ) = 280 Floor: ( 64 )( 9.5 ) 608 Deck: ( 64 )( 0 ) = 0 TOTAL LOAD= 1432 Required Min. Foundation Width = ( 1432 EXTERIOR FOOTINGS: 1-STORY FOOTING: USE 12 in. wide x 2-STORY FOOTING: USE 12 jn. wide x INTERIOR FOOTINGS: 1-STORY FOOTING: USE 0 in. widex 2-STORY FOOTING: USE 0 in. wide x POINT LOAD CHECK: EXTERIOR: P max = Allowable x S x W / 144 Pmax ( ! -Story ) = Pmax ( 2-Story ) = 10200 10200 INTERIOR: P max= Allowable x S x W / 144 Pmax ( !'Story ) = Pmax ( 2-Story ) = 0 0 plf plf plf plf plf '· )/( 24 24 0 0 lbs. lbs. lbs. lbs. 1800 in. deep with in. deep with in. deep with in. deep with 50) = 0.82 ft. 2-#5 bar T/B cont. 2-#5 bar T/B cont. 1-#5 bar T/B cont. 1-#5 bar T/B cont. POST 4x min. VERSION: 2020.1 PA2022-009 E S I / F M E Inc. Date: 11/10/2021 STRUCTURAL ENGINEERS Job#: M 419 Client: DAVID ROOT Project Name: "ROOT RESIDENCE @ 2661 CRESTVIEW DR." Plan #: NEWPORT BEACH, CA. ~NINIO .s ~Nl/\Jl 11 [z7~ J 8 3N!M d.8 □ AlWIV.:J . N3H'.)11>1 10 □ 01] = [I □ t llVH H:J3)'/ PA2022-009 ■ Page: It,~ ESI/FME Inc. Date: 12/14/2021 STRUCTURAL ENGINEERS Job#: M 419 Client: DAVID ROOT Project Name: "ROOT RESIDENCE @ 2661 CRESTVIEW DR." Plan#: NEWPORT BEACH, CA. MAT SLAB POINT LOADS: ~ Designation DEAD LOAD [K] LIVE LOAD [KJ EQMOMENT [RISA] BM DL L rf L fir K/FT 1 [211 18R 0.72 0.61 2 [221 18L+ 19R 0.6 0.2 0.65 3 [24] 20L 0.51 0 1.1 4 [231 21R 1 0.6 2.1 5 [251 25L 2.9 1.13 1 6 [261 26R 6.3 2.82 2.91 7 [271 26L 3.9 1.18 3.13 8 [281 27L 1.3 1.01 0.5 9 (29] 35R 8.8 4.42 5.3 10 [30I 35L 6.6 2.5 5.3 11 (31 I 37L 1.15 0.37 0.35 12 (321 39R+ 3.4 1.8 0.6 13 [331 38mid 3.84 2.03 0.23 14 (34] 45R+ 46R 4.11 1.5 1.57 15 [351 45L 3.25 1.72 1.27 16 (361 42R 8.2 1.62 4.09 17 [371 42L 5.52 1.52 2.22 18 [38I 43R 5.55 2.44 1.75 19 (39] 43L 3.23 1.7 0.8 20 [401 SPA 19.5 21 (41] 54 5.1 2 1.5 (421 HARDY 17.95 22 (431 PA2022-009 M419 IIIRISA Company Designer Job Number Model Name ROOT RESIDENCE/ NEWPORT BEACH (Global) Model Settinas Disolav Sections for Member Cales 5 Max Internal Sections for Member Cales 100 . Mesh Size <in l 24 Max Iterations ·. .·. 10 . .· . Merae Tolerance <inl 0.12 Solver . .. . Soarse Accelerated Coeificient of Friction 0.3 ,. . . . No. of Shear Reaions 4 Shear Reaion Soacina Increment Cini 4 . ·, Min 1 Bar Di.a Soacina for Beams? No Ootimize footinas for OTM / Slidina? .. No ... ,' . Parme Beta Factor 0.65 Pile Safeiv Factor · 3 . Concrete Stress Block 0 Concrete Rebar Set . Rectanaular . Concrete Code ASTMA615 HR Steel Pile Code AC! 318-19 Wood Pile Code AISC 14th (360-10): ASD AWC NDS-18: ASD Concrete Properties . Dec 14, 2021 10:49AM Checked By: __ Label E fksil Glksil Nu Therm 1/1 E .. .Densi'"kift... fdksil Lambda Flex Steel ... Shear Slee ... 1 Conc3000NW 3156 1372 0.15 0.6 0.145 3 1 60 60 2 Conc3500NW 3409 1482 0.15 0.6 0.145 3.5 1 60 60 3 Conc4000NW 3644 1584 0.15 0.6 0.145 4 1 60 60 4 • Conc3000LW 2085 907 0.15 0.6 0.11 · .. 3 0.75 60 · 60 5 Conc3500LW 2252 979 0.15 0.6 0.11 3.5 0.75 60 60 6 Conc4000LW 2408 1047 0.15 0.6 0.11 4 0.75 60 60 General Design Parameters Label Max Bendin Chk Max Shear Chk To Cover in Bottom Cover in 1 T ical 1 1 1.5 3 Slab Rebar Parameters 1 General Properties Label Min Steel ... Max Steel... Material Desi n Ru .. E ual Bar S acin Grou Desi n Concrete Bearin 1 Footin 1 0.002 0.007 Conc3000.. T ical Soil Definitions 1 Label Default Su rade Modulus kffth3 100 Default Soil Depth Properties Label La er Start De th ft Allowable Bearin ks 1.8 De th Pro erties None Default? Yes Unit Wei ht k/ft"3 Unit Skin Friction ks Unit Ti ~Bearin ks No Data to Print ... RISAFoundation Version 13.0.4 [E:IFILES-MIM419\PT\M419 ROOT MAT SLAB 12-13-2021.fdn.fnd] Page 1 . PA2022-009 M419 IIIRISA Company Designer Job Number Model Name ROOT RESIDENCE/ NEWPORT BEACH Point Loads and Moments (Cat 1 : DLJ Label Direction 1 N21 y 2 ·. . N22 . y 3 N23 y 4-.· N24 y . . . 5 N25 y 6 N26 y . 7 N27 y 8 N28 y . 9 N32 . y 10 . N33 . y 11 N34 y 12 . . . N35 . . . y . -_' 13 N36 y 14 . N37 . . . . y 15 N38 y 16 N39 y 17 N40 y 18 N29 y . · . . 19 N30 y 20 N31 y 21 N41 y Point Loads and Moments (Cat 2 : LL/ Label Direction 1 N22 y 2 N23 . y 3 N24 y 4 N25 . y .. 5 N26 y 6 N27 ·. y 7 N28 y 8 N29 y 9 N30 y 10 N31 . y . . 11 N32 y 12 N33 . y . . 13 N34 y 14 . N35 ·. y .. . . . 15 N36 y 16 N37 y . 17 N38 y 18 N39 y 19 N41 y Point Loads and Moments (Cat 6 : RLL) Label Direction 1 N21 y 2 N22 . y . . 3 N23 y 4 N25 y . 5 N26 y 6 N27 . y 7 N28 y 8 N29 y 9 N30 y 10 N31 . ·. ·Y Maoniludefk k-ftl 0.72 0.6 .. 1 0.51 2.9 . . 6.3 . 3.9 ... _· .· · 1.3 3.4 3.84 4.11 ... 3.25 ·.·· · 8.2 . 5.52 . 5.55 3.23 . 19.5 8.8 6.6 1.15 5.1 Maaniludefk k-ftl 0.65 2.1 1.1 1 2.91 3.13 0.5 5.3 5.3 . · . 0.35 0.6 0.23 1.57 1.27 4.09 . 2.22 1.75 0.8 2 Maanitudefk k-ftl 0.61 . 0.2 . 0.6 1.13 2.82 . 1.18 · 1.01 . 4.42 2.5 0.37 /rao Dec 14, 2021 10:49 AM Checked By: __ .· . · .. . .· . .. . . . . ·. ·. . . . . . . . RISAFoundat1on Version 13.0.4 [E:\FILES-M\M419\PT\M419 ROOT MAT SLAB 12-13-2021.fdn.fnd] Page 2 PA2022-009 IIIRISA Company Designer Job Number Model Name M 419 ROOT RESIDENCE/ NEWPORT BEACH Point Loads and Moments (Cat 6 : RLL) (Continued) Label Direction 11 N32 y 12 . N33 . y 13 N34 y , 14 . N35 y . 15 N36 y 16 N37 . y •. . 17 N38 y 18 N39 y 19 N41 y Point Loads and Moments (Cat 17: ELYJ Label Direction 1 N42 MX Point Loads and Moments (Cat 18: ELZ) Label Direction 1 N42 MZ 2 N43 MZ Area Loads Label Base Ma ks No Data to Print ... Slabs . . Mannitudelk k-ftl 1.8 2.03 -. 1.5 1.72 · . 1.62 1.52 2.44 1.7 . 1.5 Ma nitude k k-f 17.95 Ma nitude k k-ft 17.95 17.95 Dec 14, 2021 10:49AM Checked By: __ · .. . ~ .. .· Peak Ma ks . Label Thickness in Material Local Axis An le .. Anal sis Offset in Passive Pressur. .. Soil Overburden ... !er Factor 1 S1 12 Conc3000NW O O O O 0.25 Load Combinations ... ... ... ... ... ... ... . .. ... . .. ... ... ... ... ... ... . .. Label S Service A SF Cat Fa Cat Fa Cat Fa Cat Fa Cat Fa Cat Fa Cat Fa Cat Fa Cat Fa Cat Fa 1 Service Yes DL 1 LL 1 RLL 0.5 2 Strength 'es Yes DL' 1.2 LL 1.6 ELZ 1 . 3 Combin ... es Yes DL 1.2 LL 0.5 RLL 1 Load Categories I l I Category Point Loads Line Loads Area Loads DL 21 LL 19 RLL 19 ELY 1 ELZ 2 Envelope Slab Soil Pressures Label Max UC Max LC Soil Pressure ks Allowable Bearin ks Point 1 S1 0.404 2 0.728 1.8 N7 Design Strips Label Rebar An le from PL No. of Desi n Cuts 1 DS1 0 50 2 DS2 90 50 RISAFoundation Version 13.0.4 . [E:\FILES-MIM419\PnM419 ROOT MAT SLAB 12-13-2021.fdn.fnd] Page 3 PA2022-009 IIIRISA Company Designer Job Number Model Name Strip Reinforcing Label UC To LC 1 DS1 0.074 1 2 DS2 0.039 1 RISAFoundation Version 13.0.4 M 419 ROOT RESIDENCE / NEWPORT BEACH Bars Governin ... 14in DS1-X6 12in DS2-X11 UC Bot 0.041 0.066 LC 1 1 Bot Bars/ ... Governin ... UC Shear 12in DS2-X31 0.063 Dec 14, 2021 10:49AM Checked By: __ LC Governin ... 1 DS1-X20 1 DS2-X40 [E:\FILES-M\M419\PT\M419 ROOT MAT SLAB 12-13-2021.fdn.fnd] Page 4 PA2022-009 tLz W-M~-•• Loads: LC 2, Strength Results for LC 3, Combination 3 ROOT RESIDENCE/ NEWPORT BEACH M 41 9 SK-13 Cl ·n u Dec 14, 2021 at 10:52 AM Material Sets M419 ROOT MAT SLAB 12-13-2021.fdn.fnd ~ .. ~ \.N PA2022-009 tLz Loads: LC 2, Strength Results for LC 3, Combination 3 ·~------,"~" •=· ·••~.w--•~ """"~-••••"""""'" •·• •• ,-•~••~-~,,,-=w•----- --------·-·~-----· =' SK-14 Soil Pressure 11 Material Sets ksf 0.729 0.648 0.567 0.486 0.405 ,!L ~~!; 0.162 0.081 0.001 0 ROOT RESIDENCE / NEWPORT BEACH Dec 14, 2021 at 10:52 AM - M 4 1 9 M419 ROOT MAT SLAB 12-13-2021.fdn.fnd G;' o/;-t:: PA2022-009 tlz ---------"-···•-·-------"···~"·------·------------ Loads: LC 2, Strength Results for LC 3, Combination 3 ROOT RESIDENCE/ NEWPORT BEACH M 41 9 SK-15 :J '.J Soil Pressure 11 Material Sets ksf 0,729 0.648 0.567 0.486 0.405 !pl 0.324 ''"' 0.243 0.162 0.081 0.001 0 Dec 14, 2021 at 10:54 AM M419 ROOT MAT SLAB 12-13-2021.fdn.fnd ® -~ PA2022-009