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BRES2021-0118 Structural Calcs
BRES2021-0118 CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE DATE05/04/202i BY F REMOVE COLUMNS AND INSTALL NEW SLIDING DOOR TO REAR PATIO AREA ESI/FME INC. STRUCTURAL ENGINEERS PROJECT: Structural calculations on Reim Remodel to be built at 49-363 Guijarro Drive, La Quinta, CA REIM REMODEL PHASE I (PER IBC2018, CBC2019) Shipped: MAR r 2 2021 Client: Paul Reim Client Job No. Job No. 2 2 1 - M 0 7 7 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: (714) 835-2800 / Fax: (714) 835-2819. ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: "REIM REMODEL -PHASE I @ 49-363 GUIJARRO DRIVE" Client: Paul Reim Page: 2 . of 12 Date: 3/2/2021 Job#: M077 Plan #: La Quints, CA. LOAD CONDITIONS : ROOF : Wd,Shake Flat Slope Live Load Roofg Mfl Sprinklers Sheathing Roof Rafters - Ceiling Joist Drywall Miscellaneous Total D.L. Total Load 1 2 >4:12 >4:12 20.0 psf 4.0 2.0 1.5 1.5 1.5 2.5 1.0 tf psf 34.0 psf 20.0 psf 6.0 2.0 1.5 1.5 1.5 2.5 1.0 psf 36.0 psf (2018 IBC / 2019 CBC) Tile FLOOR : 3 >4:12 20.0 psf 10.0 2.0 1.5 1.5 1.5 2.5 1.0 20.0 psf 4 w/o Conc. Live Load 40.0 psf D.L. of F.F. 3.0 Sprinklers 2.0 Miscellaneous 1.0 Sheathing 2.5 Floor Joists 3.0 Drywall 2.5 Total D.L. 14.0 psf Total Load 54.0 psf 40.0 psf LOAD CONDITIONS : 3 l 5 vr! 1- 1/2' Livrt Conc. & 1' 4yperete 40.0 psf 13.0 2.0 1.0 2.5 3.0 2.5 24.0 psf 64.0 psf STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS 1. Sketches of details in calculations are not to scale and may not represent true conditions on plans. Architect or designer is responsible for drawing details in plans which represent true framing conditions and scale. Enclosed details are intended to complement standard construction practice to be used by experienced and qualified contractors. 2. The structural calculations included here are for the analysis and design of primary structural system. The attachment of non- structural elements is the responsibility of the architect or designer, unless specifically shown otherwise. 3. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. 4. All changes made to the subject project shall be submitted to ESI/FME, Inc. in writing for their review and comment. These calculations are meant to be used by a design professional, omissions are intended. 5. Copyright © 1994 by ESI/FME, Inc. Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission of ESI/FME, Inc. PROJECT DESCRIPTION: Job Name City Client "REIM REMODEL -PHASE 149.363 GUIJARRO DRIVE" La Quinta, California Paul Reim PROJECT ENGINEER: 0MM CALCS BY: DATE: 312I2021 ASSOC. CHECK: DATE: BACK CHECK: DATE: ROOF TRUSS Rev.: DATE: FLR. TRUSS Rev.: DATE: PIT FOUND. Rev.: DATE: PLAN CHECK: DATE: REVISIONS: SHTS: ' DATE: Init.: SHTS: DATE: Init.: SHTS: DATE: Init.: SHTS: DATE: Init.: SHTS: DATE: Init.: SHTS: DATE: Init.: SHTS: DATE: Init.: ES I/ F M E, Inc. - Structural Engineers (This signature is to be a wet signature, not a copy.) APPROVED BY: DATE: Version: 2017.4 "REIM Page: 3 E E S I/ F M E Inc. STRUCTURAL ENGINEERS Date: 3/2/2021 Job #: M 0 7 7 Client: PAUL REIM Project Name: REMODEL -PHASE I@ 49-363 GUEJARRO DRIVE Plan #:• LA QUINTA, CA, DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: IBC2018 / CBC2019 / ASCE-7-16 REV. 1210212016 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 #21#1: Fb = 1080/1200 psi; fv=180 psi; E=1.6/1.7 2x6 #2: Fb = 1170/1345 psi; fv=180 psi; E=1.6 4x12 #21#1: Fb = 990/1100 psi; fv=180 psi; E=1.6/1.7 2x8 #2: Fb = 1080/1242 psi; fv=180 psi; E=1.6 4x14 #2/#1: Fb = 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. App. Grade: Fb=2400 psi;Fv=240 psi;E=1.8E6 psi MICROLLAM LVL: Fb=2600psi;Fv=285psi;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 Pc = 3000 psi w/ inspection. All slab-on-grade/continuous footings/pads Pc = 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 of Tension Bars shall be calculated per ACl318-14 Section 12.2.2.. Class B Splice = 1.3 x /d. Splice Lengths for 2500 psi concrete is: #4 Bars (40K) = 21", #5 Bars (60K) = 39", #6 Bars (60K) = 47" (30 dia. for compression). Masonry reinforcement shall have tappings of 48 dia. or 2'-0". This is in all cases U.N.Q. 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 otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding. 3. All steel exposed to weather shall be hot -dip galvanized after fabrication, or other approved weatherproofing method. 4. Where finish is attached to structural steel, provide 1/2"o bolt holes @ 4'-0" o.c. for attachment of nailers, U.N.O. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). MASONRY 1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90-09, grade A normal weight units with max. linear shrinkage of 0.06% 2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown in details. 3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted). VER 2017.4 Page: E4 C C S I / F M E Inc. Date: 3/2/2021 E I STRUCTURAL ENGINEERS Job#: M077 Client: PAUL REIM Project Name: "REIM REMODEL -PHASE I @ 49-363 GUIJARRO DRIVE Plan #: LA QUINTA, 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 HTT, HDU, 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 prior 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.) ►_ 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 Nailing at 12"o/c SCR8 : 3/8"o x 6.5" Sole Plate Screws at 8 "o/c SPN10: 16d Sole Plate Nailing at 10"o/c SCR6 : 3/8"o x 6.5" Sole Plate Screws at 6 "o/c SPN8 : 16d Sole Plate Nailing at 8"o/c SPN6 : 16d Sole Plate Nailing at 6"o/c SPN4 : 16d Sole Plate Nailing at 4"o/c SPN3 : 16d Sole Plate Nailing 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 10" Anchor Bolts at 64"o/c 2-#4 : Provide a total of 2-#4 at top & 2-#4 at or MASA anchors @ 64" o.c. bottom of footing, 3' past posts AB56 : 5/8"0 x 10" Anchor Bolts at 56"o/c 3-#4 : Provide a total of 3-#4 at top & 3-#4 at or MASA anchors @ 56" o_c. bottom of footing, 3' past posts AB48 : 5/8"0 x 10" Anchor Bolts at 48"o/c 4-#4 : Provide a total of 4-#4 at top & 4-#4 at or MASA anchors @ 48" o.c. bottom of footing, 3' past posts AB40 : 5/8"o x 10" Anchor Bolts at 40"o/c or MASA anchors @ 40" o.c. HTT4: (1) Simpson HTT4 per post A832 : 5/8"o x 10" Anchor Bolts at 32"o/c HTT5 : (1) Simpson HTT5 per post or MASA anchors @ 32" o.c. HDU2: (1) Simpson HDU2 per post AB24 : 5/8"0 x 10" Anchor Bolts at 24"o/c HDU4: (1) Simpson HDU4 per post or MASA anchors @ 24" o.c. HDU5: _ (1) Simpson HDU5 per post AB16 : 5/8"o x 10" Anchor Bolts at 16"o/c HDU8 : (1) Simpson HDU8 per post or MASA anchors @ 16" o.c. HDQ8: (1) Simpson HDQ8 per post AB8 : 5/8"0 x 10" Anchor Bolts at 8"o/c HDU11 : (1) Simpson HDU11 per post or MASA anchors @ 8" o.c. HDU14 : (1) Simpson HDU14 per post Note: Wien anchor bolts are used, provide 3" sq. x 0.229" thick plate washers for all sill plate A.B.'s at shear wall only. VERSD74 20174 LESI/FINE Inc. STRUCTURAL ENGINEERS Page: Date: 3/02/2021 Job#: M077 Client: PAUL REIM Project Name: "REIM REMODEL -PHASE I @ 49-363 GUIJARRO DRIVE Plan #: LA QUINTA, CA. (N (N r -_1 1 1 BAR 4 7--- 7. (E)Exa BEAR ON POST 8%E R.R. B 48' o.c. 6 I$ 7'-2L'• ifik Vie R) E) (E) F 8'-0" PLATE DINING Oxe R.R. 0 48' o.c. (N) (E) FAM LY I il'; ESIIFME, INC 1800 E, 16TH ST., UNIT B SANTA ANA, CA. 92701 DESCRIPTION: BM# 1 : HEADER AT REAR OF FAMILY ROOM: CODE REFERENCES Project Title: REIM REMODEL - PHASE I Engineer: Project ID: M077 Project Descr: Printed: 26 FEB 2021, 1:12PM File: t4i077,ec6 Sottwareacpyrigti ENERCALC, INC.1%3-2020, Buiild:12.20,8.17 ESIIFNIE INC 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 : Trus Joist Wood Grade : Parallam PSL 2.0E Beam Bracing Completely Unbraced Fb + Fb - Fc Pill Fc- Perp Fv Ft 2,900.0 psi 2,900.0 psi 2,900.0 psi 625.0 psi 290.0 psi 2,025.0 psi E: Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend - xx 1,016.54ksi Density 45.070pct. F 0(0.205) Lr(0.205) 7x11.875 Span = 16.750 ft Applied Loads Beam self weight calculated and added to loads Uniform Load ; 0 = 0.020, Lr = 0.020 ksf, Tributary Width =10.250 ft, (Roof Load: 40'20.512) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Desl � n;OK 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 0.313 1 7x11.875 1,115.35psi 3,561.87psi +D+Lr+1-H 8.375ft Span#1 0.187 in 0.000 in 0.398 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 1075 >=360 0 <360 505 >=360 0 <360 0.161 : 1. 7x11.875 58.20 psi 362.50 psi +D+Lr+H 15.772 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd CFN Ci Cr Moment Values Shear Values Cm Ct CL M fb F'b V fv F'v +D+H Length =16.750 ft 1 +D+L+H Length = 16.750 ft 1 +-D+Lr+H Length =16.750 ft 1 +D+5+H Length = 16.750 ft 1 +D+0.750Lr+0.750L+H Length =16.750 ft 1 +D+0.750L+0.750S+11 Length =16.750 ft 1 +0+0.60W+H 0.229 0.118 0.90 1.000 1.000 0.206 0.106 1.00 1.000 1.000 0.313 0.161 1.25 1.000 1.000 0.180 0.092 1,15 1.000 1.000 0.276 0.142 1.25 1.000 1.000 0.180 0.092 1.15 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 0.99 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 8.10 590.95 8.10 590.95 15.29 1,115.35 8.10 590.95 13.49 984.25 8.10 590.95 0.00 2579.83 0.00 2861.90 0.00 3561.87 0.00 3282.82 0.00 3561.87 0.00 3282.82 0.00 0.00 1.71 0.00 1.71 0.00 3.23 0.00 1.71 0.00 2.85 0.00 1.71 0.00 0.00 30.84 0.00 30.84 0.00 58.20 0.00 30.84 0.00 51.36 0.00 30.84 0,00 0.00 261.00 0.00 290.00 0.00 362.50 0.00 333.50 0.00 362.50 0.00 333.50 0.00 ESIIFME, INC 1800 E, 16TH ST., UNIT B SANTA ANA, CA. 92701 DESCRIPTION: BM# 1 : HEADER AT REAR OF FAMILY ROOM: Load Combination Max Stress Ratios Project Title: REIM REMODEL - PHASE i Engineer: Project ID: M077 Project Descr: Printed: 26 FEB 2021, 1.12PM File: h 77 .. Software copyright ENERCALC" INC. 1 2020, 8uild:12.20.8.17 Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M tb F'b V fv F'v Length =16.750 ft 1 0.131 0.066 1.60 1.000 1.00 1.00 1.00 1.00 0.98 8.10 590.95 4527.17 1.71 30.84 464.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =16.750 ft 1 0.217 0.111 1.60 1.000 1.00 1.00 1.00 1.00 0.98 13.49 984.25 4527,17 2.85 51.36 464.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =16.750 ft 1 0.131 0.066 1.60 1.000 1.00 1.00 1.00 1.00 0.98 8.10 590.95 4527.17 1.71 30.84 464.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.078 0.040 1.60 1,000 1.00 1.00 1.00 1.00 0.98 4.86 354.57 4527.17 1.03 18.50 464.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =16.750 ft 1 0.131 0.066 1.60 1.000 1.00 1.00 1.00 1.00 0.98 8.10 590.95 4527.17 1.71 30.84 464.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.40 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =16.750 ft 1 0,131 0.066 1.60 1.000 1.00 1.00 1.00 1.00 0.98 8,10 590.95 4527.17 1.71 30.84 464,00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0,078 0.040 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.86 354.57 4527.17 1.03 18.50 464.00 Overall Maximum Deflections Load Combination Span Max. '2' Dell Location in Span Load Combination Max. "+" Deft Location in Span +D+Lr++1 1 0.3976 8.436 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.652 3.652 Overall MINimum 1.717 1.717 +D+H 1.935 1.935 +D+L+H 1.935 1.935 +D+Lr+H 3.652 3.652 +D+S+H 1.935 1.935 +0+0.750Lr+0.750L+H 3.222 3.222 +0+0.750L+0.7505+H 1.935 1.935 +D+0.60W+H 1.935 1.935 +D+0.750Lr+0.750L+0.450W+H 3.222 3.222 +D+0.750L+0.7505+0.450W+H 1.935 1.935 +0.60D+0.60W+0.60H 1.161 1.161 +0+0.70E+0.60H 1.935 1.935 +D+0.750L+0.7505+0.5250E+11 1.935 1.935 +0.60D+0.70E+H 1.161 1.161 D Only 1.935 1.935 Lr Only 1.717 1.717 H Only ESl1FME, INC 1800 E, 16TH ST., UNIT B SANTA ANA, CA. 92701 Project Title: REIM REMODEL - PHASE I Engineer: Project ID: M077 Project Descr: Printed: 18 FEB 2021, 1:55P1 Wood Beam File: M077.ec6 Software copyright FNERCALC, PlC.12832020, Bulki:12.20.8.17 DESCRIPTION: BM# 2 : DROP BEAM AT REAR OF PATIO: 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 : Trus Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Completely Unbraced Fb + 2,900.0 psi E: Modulus of Elasticity Fb - 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - Pril 2,900.0 psi Eminbend - xx 1,016.54ksi Fc - Perp 625.0 psi Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf ti D(0.12) 0Lr(0.12) 5.125x12 Span = 22.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 6.0 ft, (Roof Load: 40`(8J2+2)) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.478 1 Section used for this span 5.125x12 fb: Actual = 1,600.54 psi Fb: Allowable = 3,348.33psi Load Combination-+D+Lr+H Location of maximum on span = 11.250ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.472 in Ratio = 0.000 in Ratio = 1.019 in Ratio = 0.000 in Ratio = 572 >460 0 <360 265 >=240 0 <240 Service toads entered. Load Factors will be applied for calculations. 0.179:1 5.125x12 64.90 psi 362.50 psi +D+Lr+H 21.515 €t Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr Cm Ct CL Moment Values M fb Fb Shear Values V fv F'v +D+H Length = 22.50 ft 1 +D+t,+H Length = 22.50 ft 1 +o+Lr+H Length = 22.50 ft 1 +D+S+H Length = 22.50 ft 1 +0+0.750Lr+0.750L+H Length = 22.50 ft 1 +D+0.750L+0.750S+H Length = 22.50 ft 1 +D+0.60W+1i 0.344 0.134 0.90 0.993 0.993 0.312 0.120 1.00 0.993 0.993 0.478 0.179 1.25 0.993 0.993 0.276 0.105 1.15 0.993 0.993 0.423 0.158 1.25 0.993 0,993 0.276 0.105 1.15 0.993 0.993 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96 0.96 0.95 0.95 0.92 0.92 0.94 0.94 0.92 0.92 0.94 0.94 8.81 859.69 8.81 859.69 16.41 1,600.54 8.81 859.69 14.51 1,415.33 8.81 859.69 0.00 2501.14 0.00 2755.10 0.00 3348.33 0.00 3119.27 0.00 3348.33 0.00 3119.27 0.00 0.00 0.00 0.00 1.43 34.86 261.00 0.00 0.00 0.00 1.43 34.86 290.00 0.00 0.00 0.00 2.66 64.90 362.50 0.00 0.00 0.00 1.43 34.86 333.50 0.00 0.00 0.00 2.35 57.39 362.50 0.00 0.00 0.00 1.43 34.86 333.50 0.00 0.00 0.00 ESIIFME, INC 1800 E,16TH ST., UNIT B SANTA ANA, CA. 92701 Project Title: REIM REMODEL - PHASE I Engineer: Project ID: M077 Project Descr: Panted: 18 FEB 2021, 1:55FM Wood Beam Lfa # KW 460000 DESCRIPTION: BM# 2 : DROP BEAM AT REAR OF PATIO: Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN Ci Cr Cm Ct CL trte: M077.ec6 Software oprright ENERCALC, INC. 1983-2026, Burld:12.20.8.17 Moment Values M 1b F'b Shear Values V fv F'v Length = 22.50 ft 1 +D+0.750Lr+0.750L+0.450W+H Length=22.50ft 1 +D+0.750 L+0.750 S+0.450 W+H Length = 22.50 ft 1 +0.60D+0.60W+0,60H Length = 22.50 ft 1 +D+0.70E+0.60H Length = 22.50 ft I +0+0.750L+0.7505+0.5250E+H Length = 22.50 ft 1 +0.600+0.70E+H Length = 22.50 ft 1 0.213 0.075 1.60 0.993 1.00 1.00 1.00 1.00 0.87 0.993 1.00 1.00 1.00 1,00 0.87 0.351 0.124 1.60 0.993 1.00 1.00 1.00 1.00 0.87 0.993 1.00 1.00 1.00 1.00 0.87 0.213 0.075 1.60 0.993 1.00 1.00 1.00 1.00 0.87 0.993 1.00 1.00 1.00 1.00 0.87 0.128 0.045 1.60 0.993 1.00 1.00 1.00 1.00 0.87 0.993 1.00 1.00 1.00 1.00 0.87 0.213 0.075 1.60 0.993 1.00 1.00 1.00 1.00 0.87 0.993 1.00 1.00 1.00 1.00 0.87 0.213 0.075 1.60 0.993 1.00 1.00 1.00 1.00 0.87 0.993 1.00 1.00 1.00 1.00 0.87 0.128 0.045 1.60 0.993 1.00 1.00 1.00 1.00 0.87 Overall Maximum Deflections 8.81 859.69 4033.92 0.00 14.51 1,415.33 4033.42 0.00 8.81 859.69 4033.42 0.00 5.29 515.81 4033.42 0.00 8.81 859.69 4033.42 0.00 8.81 859.69 4033.42 0.00 5.29 515.81 4033.42 1.43 0.00 2.35 0,00 1.43 0.00 0.86 0.00 1.43 0.00 1.43 0.00 0.86 34.86 0.00 57.39 0,00 34.86 0.00 20.92 0.00 34.86 0.00 34.86 0.00 20.92 464.00 0.00 464.00 0.00 464.00 0.00 464.00 0.00 464.00 0.00 464.00 0.00 464.00 Load Combination Span Max. " ' Dell Location in Span Load Combination Max. "+" Dell Location in Span +D+Lr+H Vertical Reactions 1.0188 11.332 Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +0+H +D+L+H +D+Lr+H +D+S+H +D+0,750Lr+0.750L+11 +0+0,750L+0,750S+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+11 +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750 L+0.750S+0.5250 E+H +0.600+0.70E+H D Only Lr Only H Only 2.917 2.917 1.350 1.350 1.567 1.567 1.567 1.567 2.917 2.917 1.567 1.567 2.579 2.579 1.567 1.567 1.567 1.567 2.579 2.579 1.567 1.567 0.940 0.940 1.567 1.567 1.567 1.567 0.940 0.940 1.567 1.567' 1.350 1.350 ESIIFME, INC 1800 E, 16TH ST., UNIT B SANTA ANA, CA. 92701 Project Title: REIM REMODEL - PHASE I Engineer: Project ID: M077 Project Descr: 0 Printed: 17 FEB 2021, 5:35PM Wood Beam DESCRIPTION: BM#3 : HEADER AT BAR SUPPORTING BM #2: CODE REFERENCES File; M077.ec6 Software copyright ENERCALC, INC. 1983-2020, Bui4:12.20.8.17 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 : Douglas Fir - Larch Wood Grade : No.1 Beam Bracing Completely Unbraced Fb + Fb - Fc- Pril Fc - Perp Fv Ft 1,350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi E : Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend -xx 580.0 ksi Density 31.210 pcf F Span = 4.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D =1.640, Lr = 1.350 ksf, Tributary Width = 0.750 ft, (BM#2) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. 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 0.623 1 Ma 6x8 1,047.94 psi 1,68220psi +D+Lr+H 2.000ft Span # 1 0.019 in Ratio = 0.000 in Ratio = 0.042 in Ratio = 0.000 in Ratio = ximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 2531 >=360 0 <360 1138 >=340 0 <340 0.534 : 1 6x8 113.54 psi 212.50 psi - D+Lr+H 3.387 ft Span Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cf Cm Ct CL Moment Values M lb Pb Shear Values V fv F'v +D+H Length = 4.0 ft 1 0.476 0.408 0.90 +D+L+H Length = 4.0 ft 1 0.428 0.368 1.00 +D+Lr+H Length = 4.0 ft 1 0.623 0,534 1.25 +0+S+H Length = 4.0 ft 1 0.373 0.320 1.15 +0+0.750Lr+0.750L+H Length =4.0ft i 0.553 0.474 1.25 +D+0.750L+0.750S+H Length = 4.0 ft 1 0.373 0.320 1.15 +D}0.60W++1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.00 1.00 1.00 1.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.48 576.67 2.48 576.67 4.50 1,047.94 2.48 576.67 4.00 930.12 2.48 576.67 0.00 1212.30 0.00 1346,65 0.00 1682.20 0.00 1548,04 0,00 1682.20 0.00 1548.04 0.00 0.00 1.72 0.00 1.72 0.00 3.12 0.00 1.72 0.00 2.77 0.00 1.72 0.00 0.00 62.48 0.00 62.48 0.00 113.54 0.00 62.48 0.00 100.78 0.00 62.48 0.00 0.00 153.00 0,00 170.00 0.00 212.50 0.00 195.50 0.00 212.50 0.00 195.50 0.00 ESIIFME, INC 1800 E, 16TH ST., UNIT B SANTA ANA, CA, 92701 DESCRIPTION: BM#3 : HEADER AT BAR SUPPORTING BM #2: Load Combination Segment Length Max Stress Ratios Span # M V Cd C FN Project Title: REIM REMODEL - PHASE I Engineer: Project ID: M077 Project Descr: Ci Cr Cm C t CL Printed: 17 FEB 2021. 5:35PM Fite: M077.ec6 Software copyright ENERC C, iFlC.1983-2020, Bui'12.20 817 ESIIFME INC: Moment Values Shear Values M fb Fb V tv Fv Length = 4.0 ft 1 0.268 0.230 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.48 576.67 2151.18 1.72 62.48 272.00 +D+0.750Lr+0.7501+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.432 0.371 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.00 930.12 2151.18 2.77 100.78 272.00 +D+0.750L+0.750S40.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.268 0.230 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.48 576.67 2151.18 1.72 62.48 272.00 -0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.161 0.138 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.49 346.00 2151.18 1.03 37.49 272.00 +13+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.268 0.230 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.48 576.67 2151.18 1.72 62.48 272.00 +D+0.750L+0.750S+0.5250E+1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length =4.0 ft 1 0.268 0.230 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.48 576.67 2151.18 1,72 62.48 272.00 40.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 4.0 ft 1 0.161 0.138 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.49 346.00 2151.18 1.03 37.49 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+' Dell Location in Span +1D+Lr4i 1 0.0422 2.015 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.503 4.503 Overall MINimum 2.025 2.025 +D+H 2.478 2.478 +D+L+H 2.478 2.478 +D+Lr+H 4.503 4.503 +D+S+H 2.478 2.478 +0+0.750Lr+0.750L+1-1 3.997 3.997 +0+0.750L+0.750S+H 2,478 2.478 +0+0.60W+H 2.478 2,478 +D+0.750Lr+0.7501+0.450W+H 3.997 3.997 +O+0.750L+0.750S40.450W+f-1 2.478 2.478 +0.600+0.60W+0.601-1 1.487 1.487 +D+0.70E40.60H 2.478 2.478 +D+0.750L+0.750S+0.5250E+H 2.478 2.478 +0.60D40.70E+H 1.487 1.487 D Only 2.478 2.478 LrOnly 2.025 2.025 H Only Project Name: PHASE I REMODEL @ 49-363 Guijarra Dr. Page:12 ©p Az Date: 2/17/2021 Job #: M 0 7 7 Client; PAUL REIM Plan #: LA QUINTA, CA. 1 STORY FOUNDATION DESIGN PER CBC2019 SOILS REPORT BY: 2019 CBC - TABLE 1806.2 JOB NO; DATE: ALLOWABLE SOIL BEARING PRESSURE = SOIL SITE CLASSIFICATION SLAB DESIGN: USE 4" THICK SLAB W/# 3 BARS @ 24 "O.C. @ MIDDLE EACH WAY, OVER 2 " SAND / OVER 10 MIL VISQUEEN OVER 2 " SAND. CONTINUOUS FOOTING DESIGN: Wt, L Roof : ( 40 ) ( 11 ) = 440 pif Wall ; ( 14 ) ( 9 ) = 126 plf Deck : ( 0 ) ( 0 ) = 0 pif TOTAL LOAD = 566 plf Required Min. Foundation Width = ( 566 ) / ( 1000 EXTERIOR FOOTINGS: 1-STORY FOOTING: USE 12 in. wide x 12 in. deep with 1-#4 bar T/B cont. 50) = 0.6 ft. INTERIOR FOOTINGS: 1-STORY FOOTING: USE 12 in. wide x 12 in. deep with 1-#4 bar T/B cont. P ibs POINT LOAD CHECK; EXTERIOR: P max = Allowable x S x W/ 144 Pmax (1-Story) = 3667 lbs. INTERIOR: P max = Allowable x S x WI 144 : Pmax (1-Story) = 3667 lbs. POST 4x min. =(D-rS")x2-i 4" e"± }VERSION 2020.1