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Darby Estates TR 31087 (Plans 1 & 2) 2013 Codes - Structural Calcs4 :.. Page: 1 of 4 E S.I / F M E Inc. Date: 6/24/2( STRUCTURAL ENGINEERS Job #: D 1 6 2 Client: Adorn Ventures, LLC Project Name: "Darby Lane Estates La Quinta, California. Plan #: PLANS 1 & 2 PROJECT: "Darby Lane Estates" DATE . 6/24/14 Croisette CourtPROJECT NO. D 1 6 2 Adorn Ventures, LLC File No. D162PC1.xls La Quinta, California Architect : Len Nobel Co. PLAN CHECK BY: Tamara Fischer Plan Check No.: 14-764 & 765 Esgil Corp. (858) 560-1468 STRUCTURAL PLAN CHECK REPLY ITEM REPLY A BUILDING & SAFETY Ca' T.- 10 Note #3 has been added on Sheet 1:2, under "Soil Information". �" D 12 Detail 1/FD1 has been revised to show the dimension for the 2-sto condifio�n R COO R OVE NSTRUCTION 16 Roof load has been added to Plan 2,_Beam #14 calculations. 7"x1 ' PSL stil ork Please see page 11 of calculations. DA 87vmw 17 Please see footnote 1 under Table 4.3.4 of American Forest & Pa SDPWD-2008: "For design to resist seismic forces , the shear wall aspect ratio 1 tm -r-if shall not exceed 2:1 unless'the,the nominal unit shear capacity is multiplied by 2b/h" in which case the ratio is allowed to be 3.5:1. However, note that this requirement only ZOL?-.-> Ce applies when Seismic Loads Govern. In the case of Line 14 for Plan 1, and Lines 9 & 12 for Plan 2, Wind Loads Govern,in all cases. --- Plan 1, Wall #14, page 19. Note that lateral force is denoted,as 73". On page 12, please note that "73" is the Transverse Force, and that Wind governs - which is shown at the bottom of page 12, after seismic & wind forces are compared with each other (see "controlling force" column). --- Plan 2, Wall #9, page 23. Note that lateral force is denoted as "L1 ". On page 15, please note that "L1" is the Longitudinal Force, and that Wind governs - which is shown at the bottom of page 15, after seismic & wind forces are compared with each other (see "controlling force" column). --- Plan 2, Wall #12, page 24. Note that lateral force is denoted as "71". On page 17, please note that 71" is the Transverse Force, and that Wind governs at the,1 st level - which is shown at the bottom of page 17, after seismic & wind forces are compared with each other (see "controlling force" column). In summary, when Wind Loads Govern, the allowable height -to -width ratio is always 3.5 to 1, and no load magnification is required. 18 Upper Typically, straps are only indicated at both ends of a shear wall at the upper level (i.e., Detail Level "30/SD2"). To help in the location of these straps, the upper level floor line has been shown in dashed lines over the lower level. For instance, see Beam #13 at front of Garage in "Lower Floor Framing", Sheet 2:3. Lower On the lower level, holdowns have been indicated both in the Lower Floor Framing (next to 4x4-. Level posts at ends of shear walls) and on the Foundation Plan. a Bets 2:3 & 2:2, respectively. 19 Please see enclosed Overstrength Analysis calculations fo I fo w ri r Plan 2. 20 Please note that Section 1705.11 of the 2013 California Bu o er�xemts defaChe one - or two-family dwellings not exceeding two stories" (see attached copy with highllghtetl as). JUL 0 3 2014 CITY OF LA Oj(jl !TA CCWWADOM Ven ureOPMgNT 77682 Country Club Drive - Suite A-3 Palm Desert, CA 92211 Ph: (760) 200-5989 Attention: Stuart Chelin 4 1>09-- ESI/FME Inc. STRUCTURAL ENGINEERS Page: 2 of 4 Date: 6/25/2014 Job #: D 16 2 Client: Adorn Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, California. Plan #: 2 QVERSTRENGTH.•ANALYSI5 ($IMP:LIFIED; METHOD) O6 Wall at front of Junior Master Suite Length of Wall = 6.0 ft Plate Height = 10.0 ft QE=Total Shear*Length/p= 203 x 6.0 = 1218 lbs T=C=QExh/L= 2030 lbs Shear Value From Line 6 is = 145 x1.4= 203 plf SECTION 12.14.3.2.1 and ASCE 7-10 TABLE 12.2-1 Footnote g S) = 2.5 SDS = ( FROM LATERAL SHEET) = 1.00 S = SNOW LOAD = 0 lbs; D = DEAD LOAD = 0 lbs R = RAIN LOAD = 0 lbs H = LATERAL EARTH PRESSURE LOAD = 0 lbs Lr = ROOF LIVE LD = 22 lbs; F = LOADS DUETO FLUIDS WIDERPRESSURE = 0 lbs L = LIVE LOAD = 0 lbs QIT h L BASIC LOAD COMBINATIONS Eq.5: (1.0+0.14SDS)D+H+F+0.7nQE = 3553 lbs -GOVERNS Eq.6:(1.0+0.105SDS)D+H+F+0.525.QQE+0.75L+0.75(Lr or S or R) = 2681 lbs Eq.8: (0.6-0.14SDs)D+H+0.7nQE = 3553 lbs DESIGN BEAM WITH A DOWN FORCE OF 3553 lbs 13 Drop Beam at front of Garage Member Span = . 22.5 ft �` 1 P1= 3553 lbs; for OVERSTRENGTH ANALYSIS @L1= 5.3 ft from._Shear Wall. #6.(see;above) n: r ..... ..::.. } P2= 0 Ibs from @L2 0.0 ft ° TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 42 )x( 3.8 + 1.5 )= 222.6 '22 psf =_> 116.6 plf WALL = ( 14 )x( 10 + 0 )= 140 14 psf =_> 140 plf FLOOR = ( 54 )x( 7 + 0 )= 378 14 psf =_> 98 plf DECK = ( 54 )x( 0 + 0 )= 0 14 psf =_> 0 plf SELF WEIGHT = 39.4 39.38 psf =_> 39.4 plf TOTAL LOAD = 780.0 PLF TOTAL D. L. = 394.0 PLF M R i".-, ? PSL) 18 MEMBER SIZEk, xx^ait :ax . ikx ,r1�F N(Parallam, ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VL/6xSAWN Size Factor, Cf = 0.96 (If d>12, Cf= (12/d)L")]4 n= 0.136 LVL d= 18.000 Repetitive Member, Cr=> No => Cr= 1 n= 0.092 Lk b= 7 Fb= 2900 x Cf x Cr= 2772 psi. Fv= 290 psi E= 2.00 x106 psi Mmax = 63656.61 ft-lb= 763.88 in-K Vmax= Rmax-(w*d)= 10328 lbs; R1= 11498 lbs Ri= -9604 . ' ,.Ibs Cd= 1.2'1.6 = . 1.92 in. in. Sreq =Mmax/(Fb*Cd)= 143.51 in Sprovided= 378.0 in O.K. Areq = 1.5*Vmax/(Fv*Cd)= 27.8 in' Aprovide'd 126.0 . in2 O.K. VP: 201 a, i Page: 3 of 4 E S I/ F M E Inc. Date: 6/25/2014 STRUCTURAL ENGINEERS Job #: D 1 6 2 Client: Adom Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, California. Plan #: 2 OVERSTRENGTH ANALYSIS (SIMPLIFIED„METHOD),..,;,. OWall at right of Bath 4 Length of Wall = 8.0 ft Plate Height = 10.0 ft Shear Value From Line 3 is = 172 x1.4= 240.8 plf QE=Total Shear*Length/p= 240.8 x 8.0 = 1926 Ibs QE T=C=QExh/L= 2408 Ibs h SECTION 12.14.3.2.1 and ASCE 7-10 TABLE 12.2-1 Footnote g T SOS = ( FROM LATERAL SHEET) = 1.00 S = SNOW LOAD = 0 Ibs L D = DEAD LOAD = 0 Ibs R = RAIN LOAD = 0 Ibs H = LATERAL EARTH PRESSURE LOAD = 0 Ibs Lr = ROOF LIVE LD = 22 Ibs F = LOADS DUE TO FLUIDS WI DERPRESSURE = 0 Ibs L = LIVE LOAD = 0 Ibs BASIC LOAD COMBINATIONS Eq.5: (1.0+0.14SDs)D+H+F+O•70QE = 4214 Ibs <=GOVERNS Eq.6:(1.0+0.105Sos)D+H+F+0.525nQE+0.75L+0.75(Lr or S or R) = 3177 Ibs Eq.8: (0.6-0.14Sos)D+H+0.7-QQE = 4214 Ibs DESIGN BEAM WITH A DOWN FORCE OF 4214 Ibs (14> Drop Beam at right of Garage Member Span = 20.5 ft 1 P1= 4214 Ibs for OVERSTRENGTH ANALYSIS @L1= 6.5 ft Shear Wall; #3:(see above) P2= 4133 Ibs from @L2 6.5 ft As .; DL.from Beam#13 _ R1 TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 42 )x( 0.0 • + 0.0 )= 0 22 psf =_> 0 WALL = ( 14 )x( 10 + 0 )= 140 14 psf =_> 140 FLOOR = ( 54 )x( 0 + 0 )_ 0 14 psf =_> 0 DECK = ( 54 )x( 0 + 0 )= 0 14 psf =_> 0 SELF WEIGHT = 39.4 39.38 psf =_> 39.4 TOTAL LOAD = 179.4 PLF TOTAL D.L. = 179.4 a1 �C '^ q 4 18 �' w MEMBER}SIZE` 'I n,a .r a �,..a......au,i_r.z�xk„a..,D+,.•.m1,4.�:<.,t1i .w:a .P.Pt,:u# v ;k(�,'..�: r-. •>,....r„n,rn r:,..,awe:A,..,w«r„Ny,..ro'ri?.srf.sx,n•,��..a:d..xoa.,K..! ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VL/6xSAWN Size Factor, Cr = 0.96 [If d>12, Cr= (12/d)I")]4 n= 0.136 LVL d= Repetitive Member, Cr=> No =>. Cr= 1 n= 0.092 LSL b= Fb= 2900 x Cf x Cr= 2772 psi Fv= 290 psi ` E= 2.00 - x106 psi Mmax = 46475.33 ft-lb= _ 557.70 in-K. Vmax= Rmax-(w*d)= 7270 R1= 7539 Ibs R2= 4485 _!!nj Cd= 1.2.1.6 = 1.92 Sreq=Mmax/(Fb*Cd)= 104.77 in Sprovided= 378.0 in Areq = 1.5*Vmax/(Fv*Cd)= 19.6 in' Aprovlded= 126.0 in2' plf plf plf plf plf PLF 18.000 in. 7 in. Ibs O.K. O.K. VER: 2014.1 STRUCIi'URAL TESTS AND SPECIAL INSPECTIONS TABLE 1705.8 REQUIRED VERIFICATION AND INSPECTION OF CAST -IN -PLACE DEEP FOUNDATION ELEMENTS 4 . + a% 1+ rcl °`bcLr�v�Lam, LISTED �4*15" VERIFICATION AND INSPECTION TASK CONTINUOUS DURING TASK LISTED PERIODICALLY DURING TA 1. Observe drilling operations and maintain complete and accurate records for each element. X — 2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if applicable), lengths, embedment into bedrock (if applicable) X — and adequate end -bearing strata capacity. Record concrete or grout volumes. 3. For concrete elements, perform additional inspec- tions in accordance with Section 1705.3. — 1705.10.1 Structural wood. Continuous special inspec- tion is required during field gluing operations of elements of the main windforce-resisting system. Periodic special inspection is required for nailing, bolting, anchoring and other fastening of components within the main windforce- resisting system, including wood shear walls, wood dia- phragms, drag struts, braces and hold-downs. Exception: Special inspection is not required for wood shear walls,- shear panels and diaphragms, including nailing, bolting, anchoring and other fastening to other components of the main windforce-resisting system, where the fastener spacing of the sheathing is more than 4 inches (102 mm) on center. 170510.2 Cold-f®rmed steel light -frame construction. Periodic special inspection is required during welding operations of elements of the main windforce-resisting system. Periodic special inspection is required for screw attachment, bolting, anchoring and other fastening of com- ponents within the main windforce-resisting system, including shear walls, braces, diaphragms, collectors (drag struts) and hold-downs. Exception: Special inspection is not required for cold - formed steel light -frame shear walls, braces, dia- phragms, collectors (drag struts) and hold-downs where either of the following apply: 1. The sheathing is gypsum board or fiberboard. 2. The. sheathing is wood structural panel or steel sheets on only one side of the shear wall, shear panel or diaphragm assembly and the fastener spacing of the sheathing is more than 4 inches (102 mm) on center (o.c.). 1705.10.3 Wind -resisting components. Periodic special inspection is required for the following systems and com- ponents: 1. Roof cladding. 2. Wall cladding. ;1705a`'Special inspections for seismic resistance. Special inspections itemized. in Sections 1705.11.1 through 105.11.8, unless exempted by the exceptions of Section 104.2, are required for the following: 1. The seismic force -resisting systems in structures assigned to Seismic Design Category C, D, E or F in accordance with Sections 1705.11.1 through 1705.11.3, as applicable. 2. Designated seismic systems in structures assigned to Seismic Design Category C, D, E or F in accordance with Section 1705.11.4. 3. Architectural, mechanical and electrical components in accordance with Sections 1705.11.5 and 1705.11.6. . 4. Storage racks in structures assigned to Seismic Design Category D, E or F in accordance with Section 1705:11.7.. 5. Seismic isolation systems in accordance with Section 1705.11.8. Exception; :;Special inspections itemized in Sections 1705.11.1 through 1705.11.8 are not required for struc- tures designed and constructed in accordance with one of the following: 1. The structure consists of light -frame construction; the design spectral response acceleration at short periods, Ss, as determined in Section 1613.3.4, does not exceed 0.5; and the building height of the struc- ture does not.exceed 35 feet (10 668 mm). 2. The seismic force -resisting system of the structure consists .of reinforced masonry or reinforced con- crete; the design spectral response acceleration at short periods, Ss, as determined in Section 1613.3.4, does not exceed 0.5; and the building height of the structure does not exceed 25 feet (7620 mm). plane and does not have .any of the ~following_ hori-- zontal or vertical irregularities in accordance with Section 12.3 of ASCE 7: 3.1. Torsional or extreme torsional irregularity. 3.2. Nonparallel systems irregularity. 3.3. Stiffness -soft story or stiffness -extreme soft story irregularity. 3.4. Discontinuity in lateral strength -weak story - irregularity. 114 2013 CALIFORNIA BUILDING CODE i PROJECT: Structural calculations for "DARBY LANE ESTATES" on project to be built at Darby Road (east of Washington Street), La Quinta, CA. PLAN 1/1M. CBC 2013 Date: December 17th, 2013. Revisions: < A 4/30/2014 Client: Adorn Ventures, L.L.C. Client Job No. Len Nobel Shipped: MAY 0 1 2014 Job No. 1 2 1 3-DI 62 1 .. l.r 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: (714) 83S-2800 / Fax: (714) 83S-2819 f h _ 1 Page: 2 a 0 ESI / F M E Inc. STRUCTURAL ENGINEERS Client: Adom Vi Project Name: "Darby Lane Estates", La Quinta, CA. Plan #: 1 Wd.Shake Rock Tile >4:12 >4:12 >4:12 Live Load 20.0 psf 20.0 psf 20.0 psf Roofg Mt'I 4.0 - - •12.0 Built -Up - - 6.0 - - Sheathing 1.5 1.5 1.5 Roof Rafters 1.5 1.5 1.5 Ceiling Joist 1.5 1.5 1.5 Drywall 2.5 2.5 2.5 Miscellaneous 3.0 3.0 3.0 Total D.L. 14.0 psf 16.0 psf 22.0 "psf Total Load 34.0 psf 36.0 psf 42.0 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. The structural calculations included here are for the analysis and design of primary structural system. The attachment of non- structural elements is the responsibility of the architect or designer, unless specifically shown otherwise. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. All changes made to the subject project shall be submitted to E S I / F M E, Inc. in writing for their review and comment. These calculations are meant to be used by a design professional, omissions are intended. , Copyright @ - 1994 by E S I / F M E, Inc Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission . of ESI/FME, Inc. FLOOR Date: 12/17/2013 Job#: 1213-D162 L.L.C. 0 w/o Conc. w/ 1- 1/2" Ltwt Conc. & 1" gyperete Live Load 40.0 psf 40.0 psf D.L. of F. F. 5.0 15.0 Miscellaneous 1.0 1.0 Sheathing 2.5 2.5 Floor Joists 3.0 3.0 Drywall 2.5 2.5 Total D.L. 14.0 psf 24.0 psf Total Load 54.0 psf 64.0 psf LOAD CONDITIONS: ® O PROJECT DESCRIPTION: Job Name DARBY LANE ESTATES City La Quinta, CA. Client Adorn Ventures, L.L.C. PROJECT ENGINEER: R. R. W. CALCS BY: MSC DATE: 12/17/2013 ASSOC. CHECK: DATE: BACK CHECK: DATE: ROOF TRUSS Rev.: DATE: FLR. TRUSS Rev.: DATE: PIT FOUND. Rev.: DATE: PLAN CHECK: DATE: REVISIONS: OSHTS: p. 19 - Add wall #12 @ Plan 1 M DATE: 4/30/2014 Init.: RRW O SHTS: DATE: Init.: O SHTS: DATE: //D\\ Init.: ` V SHTS: DATE: Ov SHTS: Init.: DATE: F SHTS: Init.: DATE: Init.: O SHTS: DATE: Init.: E S I/ F M E, Inc. - Structural Engineers (This signature is to be a wet signature, not a copy.) APPROVED BY: DATE: MAY 21 2014 Page: 3 E S I/ F M E Inc. Date: 12/17/2013. STRUCTURAL ENGINEERS Job #: D 1 6 2 Client: Adom Ventures, L.L.C. Project Name: "Darby Lane Estates", La Quinta; CA. Plan #: 1 DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 2013 CALIFORNIA BUILDING CODE REV. 11/04/2013 In all cases calculations will supersede this design criteria sheet. TIMBER Douglas Fir -Larch - 19% max. moisture content 4x6,8 #241: 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 #241: 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; fy=180 psi; E=1.6/1.7 2x8 #2: Fb = 1080/1242 psi; fv=180 psi; E=1.6 4x14 #241: 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 #241: Fb = 900/1000 psi; fv=180 psi; E=1.6/1.7 2x12 #2: Fb = 90.0/1150 psi; fv=180 psi; E=1.6 6x10 #1/SS: Fb = 1350/1600 psi; fv=170 psi; E=1.6 2x14 #2: Fb = 810/931 psi; fv=180 psi; E=1.6 6x12 #1/SS: Fb = 1350/1600 psi; fv=170 psi; E=1.6 It is recommended that lumber be free of heart center. PARALLAM PSL 2.0E Glued Laminated Beams: Douglas Fir -Larch fb=2900.psi; fv=290.psi; E=2.0 Ind. App. Grade: Fb=2400 si;Fv=240 si;E=1.8E6 psi MICROLLAM LVL: Fb=2600 si;Fv=285 si;E=1.9 CONCRETE 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 2. All structural concrete ................. ............................... :....................... 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 of Tension Bars shall be calculated per AC1318-08 Section 12.2.2.. Class B Splice = 1.3 x Id. Splice Lengths for 2500 psi concrete is: #4 Bars (40K) = 21 ", #5 Bars (60K) = 39", #6 Bars (60K) = 47" (30 dia. for compression). Masonry reinforcement shall have 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 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). ESI/FME Inc. STRUCTURAL ENGINEERS Page: 4 Date: 12/ 17/ 2013 1 Job #: D 16 2 Client: Adorn Ventures, L.L.C. Project Name: "Darby Lane Estates",.La Quinta, CA. Plan #: 1 GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION 2013 CALIFORNIA BUILDING CODE 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 44 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.) I. 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 2013 California Building Code, U.N.O. K. All nailing is to be per table 2304.9.1 of the 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"o x 10" Anchor Bolts at 64"o/c 244 : Provide a total of 244 at top & 244 at or MASA anchors @ 64" o.c. bottom of footing, 3' past posts AB56 : 5/8"o x 10" Anchor Bolts at 56"o/c 344 : Provide a total of 344 at top & 344 at or MASA anchors @ 56" o.c. bottom of footing, 3' past posts AB48 : 5/8"o x 10" Anchor Bolts at 48"o/c 444 : Provide a total of 444 at top & 444 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 AB32 : 5/8"o x 10" Anchor Bolts at 32"o/c HTT5 : 1 Simpson HTTS per post or MASA anchors @ 32" o.c. HDU2: 1 Simpson HDU2 per post AB24 : 5/8"o x 10" Anchor Bolts at 24"o/c HDU4: 1 Simpson HDU4 per post " or MASA anchors @ 24" o.c. HDU5: 1 Simpson HDUS 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"o 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: When anchor bolts are used, provide 3" sq. x 0.229" thick plate washers for all sill plate A. B.'s at shear wall only. 1 Page: 5 E S I / F M.E '.Inc. Date: 12/18/2013 STRUCTURAL ENGINEERS- L Job`#: D 16 2 Client: Adorn Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA, Plan #: 1 NDS 2012, CBC 2013 & SDPWS-08 (ASD) Ol Header at rear of Dining Room Member Span = 6.0 ft P1= 2604 Ibs from @L1= 3.8 ft DL= 1364 Ibs Girder Truss P2= .0 Ibs from @L2= 0.0 ft DL= 0 Ibs TOTAL PSF' TRIBUTARY (ft) PLF Dead Load ROOF- ( 42 )x( 15.5 + 1.5 )= 714 22 , psf =_> 374 plf WALL = ( 14 )x( 2.0 + 0.0 )= 28 14 psf =_> 28 plf FLOOR = ( 54 )x( 0.0 ` + 0.0 )= 0 14 psf =_> - 0 plf DECK = ( 54 )x( 0.0 + 0.0. )= 0 . 14' 'psf =_> 0 plf' SELF WEIGHT = 8.8 8.75 psf =_> 8.8 plf TOTAL LOAD = 750.8 PLF TOTAL D.L. = 410.8 PLF �MEM'BER S1ZE .., ALTERNATE BEAM = DESIGN:- n= 0.1111 PSL/VL/6xSAWN ` Size Factor, Cr = 1.00 [If d> 12, Cr= (12/d)(")] ` n= 0.136 LVL d= 11:250 - in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 3.5 in. Fb= 1100 x Cf x Cr= 1100 psi Fv= 180 psi E= 1.60 x106 psi Mmax = 7040.25 ft-lb= 84.48 in-K Vmax= Rmax-(w*d)= 3176 Ibs R1= 3229 Ibs R2= , 3880 lb s Cd= . 4-Roof = 1.25 R1 D.L•= .1744 Ibs R2 D.L.= 2085 Ibs RI L•L•= 1485 Ibs R2 L.L.= - 1795 Ibs Sreq.= Mmax/(Fb*Cd)= ' 61.44 in r Sprovided= , 73.8 . in' O.K.' ' Areq =1.5*Vmax/(Fv*Cd)= 21.2 in Aprovided= 39•4 inZ O.K. AII.Def = L/_ 360 = 0.20 in. Actual Def.= _° 0.07 in. O.K. Dead Load Def.= 0.04 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 1049 02 Header at rear of Great Room - Member,Span = -12.0 ft - P1= 0 Ibs from @L1= 0.0 ' ft 'DL= 0 Ibs P2= 0 Ibs from @L2= 0.0 ft DL= 0 Ibs TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 42 )x( 14.8 + • 0.0 )= 619.5 ` WALL = ( 14 )x( 2.0 + 0.0 )_' 28 FLOOR = ( 54 )x( 0.0 '+ 0.0 )_ 0 DECK = ( 54 )x( 0.0 .+ 0.0 )= 0 - SELF WEIGHT =. 13.0 TOTAL LOAD = 660.5 'PLF Dead Load 22 psf =_> 324.5 plf 14 psf =_> 28 plf 14 psf =_> 0 plf . 14 psf =_> 0 plf 13 psf =_> 13.0 plf TOTAL D.L. = 365.5 PLF ALTERNATE BEAM = DESIGN: ° n= 0.1111 PSUVL/6xSAWN Size Factor, C1 = 1.00 [If d>12, Cr= (12/d)(")] n= 0.136 LVL d= 11.875 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LsE b= 3.5 in. Fb= 2900 x Cf x Cr= 2900 psi - Fv= 290 psi E= 2.00 z106 psi Mmax = 11888.79 ft-lb=• 142.67 in-K Vmax= Rmax-(w*d)= 3309 Ibs r R1= 3963 - Ibs . R2= 3963 Ibs Cd= 4-Roof = 1.25 R1 D.L.= 2193 Ibs R2 D.L. 2193 Ibs r R1 LL.= 1770 Ibs R2 L•L.= 1770 Ibs - Sreq.= Mmax/(Fb*Cd)= 39.36 in' Sprovided- 82•3 in' O.K. Areq =1.5*Vmax/(Fv*Cd)= 13.7 inZ . Aprovided= 41.6 inZ O.K. AII.Def = L/ 360 = 0.40 in. Actual Def.= 0.32 in. F O.K. Dead Load Def.= 0.17 in. GLB.Camber = D.L. Def.x 1.5 = N.A. in.. Actual Def.= 456 '•BEN 21011 1 ESI/FME'Inc. STRUCTURAL ENGINEERS Y Project Name: "Darby Lane Estates". La Quinta, CA.• NDS 2012, CBC 2013 & SDPWS-08 (ASD) OHeader at rear of Master Suite Member Span = 6.0 ft P_1= 3192 Ibs from @L1= 2.8 ft DL= 1672 Ibs Girder Truss P2=. 0 Ibs from @L2= 0.0 ft DL= o * Ibs Page: 6 Date: 12/18/2013 Job #: D 16 2. Client: Adorn Ventures, LLC Plan #: 1 TOTAL PSF . TRIBUTARY_ (ft) PLF Dead Load ROOF = (, 42. )x( 15.5 + 1.5 )_ 714 22 psf =_> 374 WALL = ( 14 )x( 2.0 + 0.0 )_ 28 14 • psf =_> 28 FLOOR = ( 54 )x( 0.0 + 0.0 )_ - 0 14 psf =_> 0 DECK = ( 54 )x( 0.0 + 0.0 )_ - 0. 14 • psf =_> 0 SELF WEIGHT = 8.8 8.75 psf =_> 8.8 TOTAL LOAD = 750.8 PLF TOTAL D.L. = 410.8 MEMBER SIZE. ALTERNATE BEAM = - DESIGN: n= 0.1111 PSL/VL/6xSAWN Size Factor, Cr = 1.00 [If d>12, Cr= (12/d)(")3 4 n= 0.136 LA d= Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL - b= Fb= 1100 x Cf x Cr= '1100 psi Fv= 180 psi -'E_• 1.60 ,x106 psi Mmax = 8133.13 ft-lb= 97.60 in-K Vmax= Rmax-(w*d)= 3277 R1= 3981 . Ibs R2= 3715 Ibs Cd= a -Root - 1.25 R1 D,L,= 2138 Ibs, .'R2 D.L.= - 1999 Ibs r RI L•L,= 1843 - Ibs R2 L.L.= 1717 Ibs Sreq.= Mmax/(Fb*Cd)= 70.98 aln' Sprovided= 73.8.- in' Areq =1.5*Vmax/(Fv*Cd)= 21.8 in Aprovided= 39.4. in' AII.Def = L/ 360 = 0.20 in. Actual Def.= 0.08 in. Dead Load Def.= 0.04 in. GLB Camber = D.L. Def.x 1.5=--N.A.. in. Actual Def.= L/ 04 n Header between Great Room & Den Member Span = 5.0 •ft _ P1= 1968.75 Ibs from @L1= 4.0 ft DL=. 1031 Ibs Girder Truss P2= 420 Ibs from @L2= 4.0 ft DL= 420 Ibs Pony Wall plf plf plf plf plf. PLF 11.250 - in. 3.5 in. Ibs O.K.. O.K. O.K. 908 TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 42 )x( 20.8 + 0.0 )_ 871.5 22 psf =_> 456.5 plf WALL = ( 10 )x( 2.0 +, 0.0 )= 20 '14 psf =_> 28 plf. FLOOR = ( 54 )x( 0.0• + 0.0 )_ 0 ` _ 14 psf =_> 0 plf - DECK = ( 54. )x( 0.0 .+ 0.0 )= 0 14 .psf =_> 0 plf SELF WEIGHT,= 8.8 8.75 psf =_> 8.8 plf TOTAL LOAD =. 900.3 PLF _TOTAL D.L. = 493.3 PLF ALTERNATE BEAM = DESIGN• n= 0.1111 PSUVL/6xsAWN Size Factor, Cr = .1.00 [If d> 12, Cf= (12/d)( )] n= 6.136 LVL d= - 11.250 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b=' 3.5 in. Fb= 1100 x Cf x Cr= 1100 psi Fv= 180 'psi E= 1.60 x106 psi Mmax = 4724.28 ft-lb= 56.69 ' in-K . Vmax= Rmax-(w*d)= 3318 Ibs R1= 2728 Ibs R2= 4162 Ibs Cd= _ 4-Roof = 1.25 ' R1 D.i.= 1523 Ibs R2 D,L,= 2394 Ibs RI LL,= 1205 Ibs R2 L,L,= 1768 Ibs ; Sreq.= Mmax/(Fb*Cd)= 41.23 in' Sprovided= 73.8 in' O.K. Areq =1.5*Vmax/(Fv*Cd)= 22.1 inZ Aprovided= 39.4 inZ O.K. AII.Def = L/ 360 = 0.17 in. Actual Def.= 0.03 in. O.K. " Dead Load Def.= 0.02 in. GLB Camber = D.L. Def.x 1.5 = 'N.A. in. Actual Def.= 1875 :Es<;<+: t v ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: "Darby Lane Estates". La Quinta, CA. NDS 2012, CBC 2013 & SDPWS-08 (ASD) 05 Header between Great Room & Entry Member Span = 6.5 ft P1= 0 Ibs from @L1= 0.0 ft DL= o Ibs P2= 0 Ibs from @L2= 0.0 ft DL= o Ibs Page: 7 Date: 12/ 18/ 2013 Job #: D 16 2 Client: Adorn Ventures, LLC Plan #: 1 TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 42 )x( 20.5 + 0.0 )= 861 22 psf =_> 451 plf WALL = ( 10 )x( 2.0 + 0.0 )= 20 10 psf =_> 20 pif FLOOR = ( 54 )x( 0.0 + 0.0 )= 0 14 psf =_> 0 plf DECK = ( 54 )x( 0.0 + 0.0 )= 0 14 psf =_> 0 plf SELF WEIGHT = 8.8 8.75 . psf =_> 8.8 plf TOTAL LOAD = 889.8 PLF TOTAL D.L. = 479.8 PLF NIEMB,ER SIZE (+r:....1 ): 4 ' .., `n X-,'.12.._""i6 ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VU6xSAWN Size Factor, Cf = 1.00 [If d>12, Cf= (12/d)(n)] n= 0.136 LVL d= 11.250 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 3.5 in. Fb= 1100 x Cf x Cr= 1100 psi Fv= 180 psi E= 1.60 x106 psi Mmax = 4698.99 ft-lb= 56.39 in-K Vmax= Rmax-(w*d)= 2058 Ibs RI= 2892 Ibs R2= 2892 lbs Cd= 4-Roof = 1.25 Rl D.L.= 1559 Ibs R2 D.L.= 1559 Ibs RI L.L.= 1333 Ibs R2 L.L.= 1333 Ibs Sreq.= Mmax/(Fb*Cd)= 41.01 in' Sprovided= 73.8 in' O.K. Areq =1.5*Vmax/(Fv*Cd)= 13.7 in2 Aprovided= 39•4 1 inZ O.K. AII.Def = L/ 360 = 0.22 in. Actual Def.= 0.05 in. O.K. Dead Load Def.= 0.03 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 1450 OHeader at front of Entry Member Span = 6.5 ft P1= 0 Ibs from P2= 0 Ibs from @L1= 0.0 ft- DL= o Ibs @L2= 0.0 ft DL= 0 Ibs TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 42 )x( 8.3 + 1.5 )= 409.5 WALL = ( 14 )x( 6.0 + 0.0 )= 84 FLOOR = ( 54 )x( 0.0 + 0.0 )= 0 DECK = ( 54 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 10.4 TOTAL LOAD = 503.9 PLF ALTERNATE BEAM = DESIGN: Size Factor, Cf = 1.00 [If d>12, Cf= (12/d)(")] Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi Mmax = 2661.17 ft-lb= 31.93 in-K R1= 1638 Ibs R2= 1638 Ibs RID.L.= . 1004 Ibs R2 D.L.= 1004 Ibs R1 L.L.= 634 Ibs R2 L.L.= 634 Ibs Sreq.= Mmax/(Fb*Cd)= 8.81 in Areq =1.5*Vmax/(Fv*Cd)= 5.1 in AII.Def = L/ 360 = 0.22 in. Dead Load Def.= 0.02 in. GLB Camber = D.L. Di Dead Load 22 psf =_> 214.5 plf 14 psf =_> 84 plf 14 psf =_> 0 plf 14 psf =_> 0 plf 10.4 psf =_> 10.4 plf TOTAL D.L. = 308.9 PLF n= 0.1111 PSUVU6xSAWN n= 0.136 LVL d= 9.500 in. n= 0.092 LSL b= 3.5 in. E= 2.00 x106 psi Vmax= Rmax-(w*d)= 1239 Ibs Cd= 4-Roof = 1.25 Sprovided= 52.6 in O.K. Aprovided= 33.3 in O.K. Actual Def.= 0.04 in. O.K. 1.5 = N.A. in. Actual Def.= 1928 .EP - ZPage: 8 ESI/FME'Inc. STRUCTURAL ENGINEERS Project Name: "Darby Lane Estates". La Quinta, CA. NDS 2012, CBC 2013 8 SDPWS-08 (ASD) - 7 >Header at right of 1-Car Garage .- Member Span = 9.0 ft ' P1= . 1680 Ibs from @L1= 6.0 ft DL= . 880 Ibs Girder Truss P2= 1260 Ibs from @L2= 7.5 ft DL= 660 Ibs Roof Date: 12/ 18/ 2013 Job #: D 16 2 Client: Adorn Ventures, LLC Plan #: 1 TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 42 )x( 0.0 +. _1.5 )= 63 22 psf =_> 33 plf WALL = ( 14 )x( _ 2.0 + 0.0 )= 28 10 . psf =_> 20 plf FLOOR = (' 54 )x( 0.0 + 0.0 )= 0 14 psf =_> 0 plf DECK _ ( 54 )x( 0.0 ` + 0.0 )= 0 14 psf =_> 0 plf SELF WEIGHT = 13.0 13 psf =_> 13.0 ' plf TOTAL LOAD = 104.0 PLF TOTAL D.L. = 66.0 PLF ALTERNATE BEAM = DESIGN• n= 0.1111 PSL/VU6xSAWN Size Factor, Cf = 1.00 [If d> 12, Cf= (12/d)(n)) " n= 0.136 LA i d= 11.875 in., Repetitive Member, Cr=> • No => Cr= 1 n= 0.092 LSL b= 3.5 -in. Fb= 2900 x Cf x Cr---; 2900 psi Fv= 290 psi E= 2.00 x106 psi . Mmax = 5987.88 . ft-Ib= 71.85 in-K Vmax= Rmax-(w*d)= 2535 R3= 1238 Ibs R2= 2638 • _ Ibs Cd= 4-Roof = 1.25 „ RI D.L.= 700 ' Ibs R2 D.L.- ' 1434 Ibs Rl L.L.= 538 Ibs Rz L.L. 1204 Ibs Sreq.= Mmax/(Fb*Cd)= . 19.82 in Spro6ided= 82.3 in Areq =1.5*Vmax/(Fv*Cd)= 10.5 in Aprovided= 41.6 inZ AII.Def = L/ 360 = 0.30 - in. Actual Def.= 049 in. Dead Load Def.= 0.05 in. ' GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.='L/ 1208 OHeader at left of Bedroom 3 Member Span = 5.0 ft P1= 0 Ibs from P2= 0 Ibs from w @L1= 0.0. ft DL= o Ibs _@L2= 0.0 ft ' DL= o Ibs R2 TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 42 )x( .10.0 + 1.5 )= 483 22 psf =_> 253 plf WALL = ( 14 ' )x( 2.0 + 0.0 )= 28' 14 psf =_> 28 plf FLOOR = ( 54'• )x( 0.0,- + • 0.0 )= 0 14 psf =_> 0' 1plf DECK = ( 54 )x( 0.0 , + 0.0 )= 0 14 psf =_> 0 plf SELF WEIGHT = ' 5.6 5.64 psf =_> 5.6 plf TOTAL LOAD = 516.6 PLF TOTAL D.L. = 286.6 PLF MEMBERSIZE't 1 f �r'+fi4F' z. « ,8 p 1 . �,.. 3 .: ... .._._-...:. �.,.-+:..s.... y... l .. i .,: .c .e.. e .. 1k .. ,Y iY:.M� _ i• ..._T n SX..X^ i. ALTERNATE BEAM = DESIGN• ; n= 0.1111 PSUVL/6x5AWN Size Factor, Cf = 1.00 [If d>12, Cf= (12/d)(n)] n= 0.136LVL d= 7.250 in. Repetitive Member, Cr=> -No => Cr- 1 n= 0.092 LSL b= 3.5 in. Fb' 1170 x'Cf x Cr= 1170 psi Fv= 180 psi E= 1.60 x106 psi Mmax = 1614.50 ft-lb= 19.37 in-K Vmax=. Rmax-(w*d)= 979 Ibs R,. - 1292 ' Ibs R2= 1292 Ibs Cd= 4-Roof R1 D.L.= 717 Ibs - R2 D.L.= 717 Ibs Rl L.L. 575 Ibs R2 L.L.= 575 Ibs ' Sreq.= Mmax/(Fb*Cd)= 13.25 in Sprovided= 30.7 in r O.K. Areq =1.5*Vmax/(Fv*Cd)=. 6.5 in Aprovided= - 25.4 . in O.K. AII.Def = L/ -360 = 0.17 in. Actual Def.= 0.04 in. O.K. Dead Load Def.= 0.02 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= 1469 vEn i F I 4, 'd4F ,,.j'"kgr, �i., I 1Rsp: �ElS. Page 4 ?Date: "12/i7/2013 Job #: D 16 2 ' Client: Adom Ventures, L.L.C. Project Name: "Darby Lane Estates", La Quinta; CA. Plan#:, 1 .DesJg�� Maps Sumniary.Report y User-Spe¢fied 'Inpui f Report Title` D162 Darby Lane Estates La Quinta.'CA. » i , Mpn IIecemper L6 2p i3 13:.4� r: auilding Code Reference U*cum ent ASCE 7- 0 Standard � i + : � -v (ty?tCc71 utlT�� i35G5 ilazzrif daYa'avaC3abEe'Cn"2+F.fl8) �µ. " Sitey oordinates 33:70497°111, 116 29494°YM1P • . f Site.Soil ClaSsifkcaetian-. Site Class D "StiffSo b" r Risk Gategary iJII/II$ 4 f.Oy 4 .+'.� z ..a_ k .,s� $a" , ,k .+',} ., M i f � k'e"t" �� •�' Y t 4' i sii.i-X� ,'� ,,,{3 t ,'+• 4 3� fig*` -��- 'r.N�., 'i ,+�,,'`.r IN air lL� "r .. W "�'xts� t * r.� � ',�.�,'s'^•- y^^^^^�-� y� a.:..a� ""�„"�•"._'"i!"_"`'4;� ', , „ i.I� - .�";:'y'�„ ,�.. '�,�,. � ., gypsy. �=•r `� ,� �.-�..';,�� 7"� n"•�,•�;�; 4 �., �l`. Yic h' v`. ✓r 4:�„ 3 ,i a-,9«dLf $ s Qua, i ?4:. . s; u'C"'.'Yj 1. y,,,°'°s i�''�it .�r- t`+`i{'"'`�,,..�,•.,� g. AIM 1. 3"h� "� n?,�,� i� '�s' w�..� sty j'`"� 4.,—,�• '.�" : ,� r'`��"�'� --W-U R MURM .. asf•,s3t�ur tv�� 's�' i�� x ,� -a � �., ®20�13' � f USES -Pro vided ;auiput `F r ` rM� a '_ 0 1.512 g', 5�a — I.512 K u 'S� -1 008 : s� g ,9 Si fl 746'g r Srwi 1 053 g Sot :0 706g s qr �nfor rianon .on haw ire SS and Si vaEues move have been calculated frrom: probabrlisnt {nsDc-tary�ted}and decenmin stc ground:m000ns n.the direction a.:max+rnuM hoxizanral respanse;'.please sre`turn to the app3ication and: select the - 2009 WtHIkO.` Gilding code r'4e�daeum' ent.. Ep Respamse spectrum r o'esgn Resptlnse Spectrum MC Lau ', i. Os9 .. ,. • aaa. R COi OR riff `, D:QO E1.Z9. R.20 GL6O EiD':1:Q0 120 `3.40 •I.SD' i•1iG'?D0, a D:4a�O:ZJ': o,iD 0.W 09D-1 CO 1,20 x_40 2:50 1.Ii0 00 .. '^ ;+. .,..•. ' ti, eG ..perla& t (se4tPeR{6Y.{SI »• +Ga - - o■ Page: 10 E 5 I/ F M E Inc. Date: 12/ 19/ 2013 STRUCTURAL ENGINEERS Job #: D 1 6 2 Client: Adorn Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #: 1 =STQRY.LATERAL ANALYSIS (ASCE 1 10'& 2013 CBC)'/rSIMPLIFIED METHOD � LOCATION: at Dining, Kitchen, Great Room, MBR, Den, Entry, & Master Bath 2 LONGITUDINAL ( Ll ) 1st STORY Roof D.L. _ ( 22 )psfx( 48 )ft = 1056 plf Exterior Wall =( 14 )psfx( 10 5 )( 1 )= 70 plf Hr Interior Wall=( 10 )psfx( 10 5 )( 1 )_ 50 plf Parallel EA.Wall=( 14 )psfi( 5 x 93 / 50 )= 130 plf Parallel Int.Wall=( 10 )psfx( 5 x 46.5 / 50 )= 47 plf F1 TOTAL = 1353 plf ~� TRANSVERSE ( T1 ) HI 1st STORY Roof D.L. _ ( 22 )psfx( 53 )ft = 1166 plf Vb 1 Exterior Wall =( 14 )psfx( 10 _ 5 )( 2 )_ 140 plf Interior Wall=( 10 )psfx( 10 5 )( 1 )= 50 plf Parallel Ext.Wall=( 14 )psfx( 5 x 50 / 46.5 )= 75 plf Parallel Int.Wall=( 10 )psfx( 5 x 50 / 46.5 )= 54 plf TOTAL = 1485 plf ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-10 Sec. 12.14.8.1) ZIP CODE; LATITUDE: 33.704970 LONGITUDE:-116.294940 (Per ASCE-7.10 Section 12.14.8.1 Ss_,.=1.5) Actual Ss = 1.512 Design Ss = .1.500 SDs= 2/3 x Fa x Ss Fa= ROCK Rock_, Fa=1.0 Sl = 0.706 SDs = 1.000 soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 (Table12.14-1) p = 1 (SIMPLIFIED DESIGN) 1.0 1 STORY F x SDs x p x W , F= 1 STORY=1.0�F= F=1.1 2 STORY V= > v i0110xW. R X 1.4 F=1.2 3 STORY ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) . 0)= 1.3 . (CBC-1605.3) _ Mean Roof Height= 14.00 ft < 60 ft Wind Velocity = 110 mph. Exposure= C Krt = 1.00 Roof Slope= 4.0 :12 = 18.4 degrees Ps=0.6 x w x 2, x Kzt x P,30 x I Risk Cat.II, Ie = 1.0 % = 1.21 (From ASCE 7-10 / Figure 28.6-1) Itill b •' -l.l.t ; _,cam LONGITUDINAL LEVEL W Fx Story TRANSVERSE ZONES Horizontal Pressures Vertical Pressures Overhangs Shear USE WIND ZONE=> C CONTROLLING (plf) (plf) (plf) - (plf) FORCE(plf) 1 1352.7 149 --- 14.0 - 5.0 )xPs= 150 �. WIND R' ar1 50 LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING (plf) (plf) (plf) (plf) FORCE(plf) 1 1485 163 --- ( 14.0 - 5.0 )xPs= 150 :SEISMIC ' �163ex LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING (plf) (plf) (plf) (plf) FORCE(plf) 1 1485 163 --- ( 14.0 - 5.0 )xPs= 150 :SEISMIC ' �163ex ,. a Page: 11 E S I/ FM E Inc. Date: 12/19/2013 STRUCTURAL ENGINEERS Job #: D 1 6 2 Client: Adorn Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #: 1 v fl{1-STORY LATERAL ANALYSIS (ASCE 7 10 & 201.3 GBC).'/ SIMPLIFIED METHOD A` LOCATION: at Bedroom 3, Bath 2, and 1-Car Garage ILONGITUDINAL ( L2 ) _ 1st STORY Roof D.L. _ ( 22 )psfx( 34.5 )ft = 759 plf Exterior Wall =( 14 )psfx( 10 5 )( 1 )= 70 plf Hr Interior Wall=( 10 )psfx( 10 - 5 )( 2 )= 100 plf Parallel Ext.Wall=( 14 )psfx( 5 x 66 / 20.33 )_ 227 plf Parallel Int.Wall=( 10 )psfx( 5 x 33 / 20.33 = 81 plf F1 - TOTAL = 1237 plf ~� TRANSVERSE ( T2 ) H1 1st STORY Roof D.L. _ ( 22 )psfx( 23.3 )ft = 513 plf Vb 1 Exterior Wall =( 14 )psfx( 10 - 5 )(, 2. )= 140 plf Interior Wall=( 10 )psfx( 10 - 5 )( 1 )= 50 plf Parallel Ext.Wall=( 14 )psfx( 5 x 20.33 / 33 )= 43 plf ParallelInt.Wall=( 10 )psfx( 5 x 40.66 / 33 = 62 plf TOTAL = 808 plf ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-10 Sec. 12.14.8.1) ZIP CODE- LATITUDE: 33.704970 LONGITUDE:=116.294940 (Per ASCE-7.10 Section 12.14.8.1 Ss_=1.5) Actual Ss = 1.512 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK Rock, Fa=1.0 Sl = 0.706 SDs = 1.000 soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't WE") Seismic Design Category = D R= 6.5 (Table12.14-1) p = 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY F x SDs x p x W `I ; �, t F= 1 STORY=1.0�F=1.2 F=1.1 2 STORY V= > Y �:01101 �xW R x 1.4 Fx_ . +_ _ _'. 5',. ...._:. =?.fir...,': 3 STORY ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) Co= . 1.3 (CBC-1605.3) Mean Roof Height= 14.00 ft < 60 ft Wind Velocity = 110 mph Exposure= C KA = 1.00 Roof Slope= 4.0 :12 = 18.4 degrees Ps=0.6 x co x X x Kzt x Ps30 x I Risk Cat.II, Ie = 1.0 X = 1.21 (From ASCE 7-10 / Figure 28.6-1) Iillll I I`'' LIII ��I� "� • �... Ill �� I ' '� LONGITUDINAL TRANSVERSE LEVEL W Fx Story Shear USE WIND ZONE=> C- VERSIC.)N: 2014. ZONES Horizontal Pressures Vertical Pressures Overhangs CONTROLLING (plf) (plf) (plf) (plf) FORCE(plf) 1 1237.411 136 --- 0.0 - 0.0 xPs= 0 SEISMIC) -�� 136ll: LEVEL W • Fx Story Shear USE WIND ZONE=> . C CONTROLLING (plf) (plf) (plf) (plf) FORCE(plf) 1 808 89 --- ( 14.0 • - 5.0 )xPs= 150 ?�{:WIND. `" "i?:150� LEVEL W • Fx Story Shear USE WIND ZONE=> . C CONTROLLING (plf) (plf) (plf) (plf) FORCE(plf) 1 808 89 --- ( 14.0 • - 5.0 )xPs= 150 ?�{:WIND. `" "i?:150� n Page: 12 E S I/ F M E I n c. Date: 12/19/2013 STRUCTURAL ENGINEERS Job #: D 1 6 2 Client: Adorn Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #: 1 1;STORY LATERAL ANALYSIS''(ASCE.7.10 & 2013 CBC)'/ SIMPLIFIED METHOD x x, LOCATION: front of 2-Car Garage ILONGITUDINAL ( L3 ) 1st STORY Roof D.L. _ ( Exterior Wall =( Hr Interior Wall=( Parallel Ext.Wall=( Parallel Int.Wall=( 22 14 10 14 10 )psfx( )psfx( )psfx( )psfx( )psfx( 12.5 )ft 10 - 10 - 5 x 5 x = 5 )( 1 )= 5 )( 0 )= 23 / 20.67 )= 0 / 20.67 )= 275 plf 70 plf 0 plf 78 plf 0 plf F1 -� = 422.9 Dlf f ► TRANSVERSE ( T3 ) H1 1st STORY Roof D.L. _ ( 22 )psfx( 23.7 ) = plf Vb 1 Exterior Wall =( 14 )psfx( 10 - 5 )( 2 )= 140 plf Interior Wall=( 10 )psfx( 10 - 5 )( 0 )= 0 plf Parallel Ext.Wall=( 14 )psfx( 5 x 4.66 / . 11.5 )= 28 plf Parallel Int.Wall=( 10 )psfx( 5 x 4.66 / 11.5 )= 20 plf TOTAL = 709 plf ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN : (ASCE 7-10 Sec. 12.14.8.1) ZIP CODE: LATITUDE: 33.704970 LONGITUDE:-116.294940 (Per ASCE-7.10 Section 12.14.8.1 Ssmax=1.5) Actual Ss = 1.512 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK Rock, Fa=1.0 Sl = 0.706 SDs = 1.00.0 Soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 (Table12.14-1) p = 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY F x SDs x p x W V F= 1 STORY=1.0 F=1.1 2 STORY R x 1.4 F=1.2 3 STORY ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) Co= 1.3 (CBC-1605.3) . Mean Roof Height= 14.00 ft < 60 ft Wind Velocity = 1io mph Exposure= C Kn = 1.00 Roof Slope= 4.0 :12 = 18.4 degrees Ps=0.6 x co x l x Kzt x Ps30 x I Risk Cat.II, Ie = 1.0 k = 1.21 (From ASCE 7-10 / Figure 28.6-1) ZONES Horizontal Pressures Vertical Pressures I Overhangs A B I C D E I F G 1 H I EOH GOH Ps30 (Psf) 26.6 -7.0 L17.7 -3.9 -23.1 -16.0 -16.0 -12.2 -32.3 25.93 (psf) 25.1 6.616.7-3.7 -21.8 -15.1 -15.1-11.5-30.523. .Ps LONGITUDINAL LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING (Plf) (Plf) (Plf) 1. (plf) FORCE(plf) 1 422.8907 1 46 --- ( 0.0 - 0.0 xPs= 0 SEISMIC) 3<: 46 TRANSVERSE LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING ((plf)( (plf) (plf) FORCE(plf) 1 709 78 --- ( 14.0 - 5.0 xPs= 150 (:WIND �= 150.' ;:�� .fir f.: Page: - 13 E S I/ F M E I n c. Date: 12/19/2013 STRUCTURAL ENGINEERS Job #: D 1 6 2 Client: Adorn Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #: 1 1`;STORY LATERAL ANALYSIS (ASCE 7 90,& 201'3 CBC)LSIMPLIFIED:LMETHOD LOCATION: Rear of Covered Patio 2 LONGITUDINAL ( L4 ) 1st STORY Roof D.L. _ ( 22 )psfx( 6 )ft = 132 plf Exterior Wall =( 14 )psfx( 10 5 )( 1 )_ 70 plf Hr Interior Wall=( 10 )psfx( 10 5 )( 0 )= 0 plf Parallel Ext.Wall=( 14 )psfx( 5 x 3 / 21.5 )= 10 plf Parallel Int.Wall=( 10 )psfx( 5 x 3 / 21.5 = 7 plf F1 - TOTAL = 218.7 plf ~� TRANSVERSE ( T4 ) H1 1st STORY Roof D.L. _ ( 22 )psfx( 24.5 )ft = 539 plf Vfb 1 Exterior Wall =( 14 )psfx( 10 5 )( 2 )= 140 plf Interior Wall=( 10 )psfx( 10 5 )( 0 )= 0 plf Parallel Ext.Wall=( 14 )psfx( 5 x 3 / 5 )= 42 plf ParallelInt.Wall=( 10 )psfx( 5 x 3 / 5 = 30 plf TOTAL = 751 plf ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-10 Sec. 12.14.8.1) ZIP CODE. LATITUDE: 33.704970 LONGITUDE:-116.294940 . (Per ASCE-7.10 Section 12.14.8.1 Ss_.=1.5) Actual Ss = 1.512 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK Rock, Fa=1.0 Sl = 0.706 SDs = 1.000 Soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 (Table12.14-1) p = 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY F x SDs x p x W �_ �`" F= 1 STORY=1.0 F=1.1 2 STORY v = > V c0S110'�Ex w R X 1,4 .-,.:,,..k.._ �F=1.2 3 STORY ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) co= 1.3 (CBC-1605.3) Mean Roof Height= 12.50 ft < 60 ft Wind Velocity = 110 mph Exposure= C Krt = 1.00 Roof Slope= 3.0 :12 = 14.0 degrees Ps=0.6 x w x X x Kzt x Ps30 x I Risk Cat.II, Ie = 1.0 X = 1.21 (From ASCE 7-10 / Figure 28.6-1) 1,11 LONGITUDINAL I°.i�. T-( TRANSVERSE �i ERS )N: 2U11J ZONES LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING (Plf) (Plf) (Plf) (plf) FORCE(plf) 1 218.7442 24 --- 0.0 - 0.0 xPs= 0 SEIS,MIC) j;'�24 n c LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING (plf) (plf) (plf) (plf) FORCE(plf) 1 751 83 --- ( 12.5 Y. - 0 )xPs= 113 (WIND R 113 }„ LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING (plf) (plf) (plf) (plf) FORCE(plf) 1 751 83 --- ( 12.5 Y. - 0 )xPs= 113 (WIND R 113 }„ 0 0 ESI/ FM E Inc. STRUCTURAL ENGINEERS Page: 14 Date: 12/17/2013 Job #: D 16 2 Client: Adorn Ventures, L.L.C. Project Name: "Darby Lane Estates", La Quinta, CA. Plan #: 1 LATERAL SHEAR NOTES (rev. 11 /03/13) ( 2013 CBC : SEISMIC DESIGN CATEGORY D & E.) FRAMING MEMBERS V E R T I C A L: DOUG FIR -LARCH @ 16" o.c. 3/8" Wood Structural Panel 8d 6" -- w. common nails @ o.c @ edges & 12"o.c. @ field. (Table 2306.3 CBC)............ 260 plf A--3/8" Wood Structural Panel w. 8d common nails @ 4" o.c @ edges & 12"o.c. @ field. (Table 2306.3 CBC)...:........ 350 plf A--3/8" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. (Table 2306.3 CBC)............ 490 plf A-- 3/8" Wood Structural Panel w. 8d common nails @ 2" o.c @ edges & 12"o.c. @ field. (Table 2306.3 CBC)............ 640 plf A-- 1/2" (or 15/32") Wood Structural Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field (Table 2306.3 CBC).............................................................................................:.................................................. 770 plf A-- 1/2" (or 15/32") Structural I Wood Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field (Table 2306.3 CBC)........................................................................................................................................:....... 870 plf DOUBLE SIDED Vertical Studs @ Abutting Panels Nails Staggered (3x and On Each Side) - 3/8" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. (Table 2306.3 CBC)............ 980 plf ADOUBLE 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. (Table 2306.3 CBC)............ 1280 plf NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories These values are for Doug -Fir Larch or Southern Pine, other lumber species may 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) HORIZONTAL: All roof and floor sheathing to be Exposure I or Exterior (Tables 2306.2.1). 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*, PI 32/16, w/10d's @ 6" o.c. at edges & bound:, 10" o.c. field. Joist Spacing < 20" o.c.: 19/32" Wood Struct. Panel T&G*, PI 40/20, w/10d's @ 6" o.c. at edges & bound., 10" o.c. field. Joist Spacing < 24" o.c.: 23/32" Wood Panel T&G* shtg, PI 48/24, w/10d'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. iER51 .2014.0 Page: 15 E S I/ F M E Inc. Date: 12/18/2013 STRUCTURAL ENGINEERS Job #: D 16 2 Client: Adorn Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #: 1 SHEAR WALL DESIGN (IBC 2012 / CBC 2013 / SDPWS-08) Ol WALL(S) @ 1-Car Garage & Kitchen PLATE HT= 10 ft (WALL 1= 8.00 ft OPENING= o.00 ft Wall1 1= 8.00 ft) WALL2= 12.00 ft WALL 3= o.0o ft WALL 4= o.00 ft L1 LOAD =( 149 plf ( 15.0 ft / 2 + 0 ) = 1118 lbs. TOTAL WALL LENGTH = 20.00- ft L2 LOAD =( 136 plf ( 20.0 ft / 2 + 0 ) = 1360 Abs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Abs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 2478 Ibs / 20.00 ft = 124 Ibs/ft ANCHOR/STRAP? ANCHOR 124 Ibs/ft GOV.FORCE= SEISMIC U S E A0 W/5/8" Dia.x 10" A.B.'S.@ 72 "o/c AB72 UPLIFT: L (Wall)= 8.0 ft LOAD= 991 lbs. O.T.M.= 9910 ft-Ibs RESISTING MOMENT = 0.9x[Bearing Wall. Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 14 psf x 10 ft = 140 Ibs RDL= 22 psf TrbW= 2 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 5299.2 lbs UPLIFT=(O.T.M.-R.M.)/Lw„ ll UPLIFT= 576 Ibs PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 Ibs O.K Diaphragm Len th= 65 ft Provide A35's or H1's @ 140. inches O.C. V= 38 plf OWALL(S) @ Left of Den / BR4. PLATE HT= 10 ft (WALL 1= 12.00 ft OPENING= o.00 ft Walll 1= 12.00 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L1 LOAD =( 150 plf ( 34.5 ft / 2 +` 0 ) = 2588 Ibs. TOTAL WALL LENGTH = 12.00 It LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. L SHEAR.= T. LOAD / L = 2588 Ibs / 12.00 ft 216 Ibs/ft ANCHOR/STRAP? ANCHOR. 216 Ibs/ft GOV.FORCE= WIND U S E 10 W/5/8" Dia.x 10" A.B.'S @ 60 "O/c AB60 UPLIFT: L (Wall)= 12.0 ft LOAD= 2588 lbs. O.T.M.= 25875 ft-Ibs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 10 psf x 10 - ft = 100 Ibs RDL= 22 psf TrbW= 2 ft FDL= 0 psf TrbW= 0 ft RES:MOM= 6946.6 Ibs UPLIFT=(O.T.M.-R.M.)/L,,, UPLIFT= 1577 Ibs PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 Ibs OX Diaphragm Len th= 15 ft Provide A35's or 111's @ 28 inches O.C. V= 173 plf O WALL(S) @ Right of 1-Car Garage. PLATE HT= 10 ft (WALL 1= 6.67 . ft OPENING= o.00 ft Walll 1= 6.67 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L2 LOAD =( 136 plf ( 20.3 ft / 2 + 0 ) = 1382 Ibs. TOTAL WALL LENGTH = 6.67 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) _. 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 1382 Ibs / 6.67 ft 207 Ibs/ft ANCHOR/STRAP? ANCHOR 207 Ibs/ft GOV.FORCE= SEISMIC U S E 10 W/5/8" Dia.x 10" A.B.'S @ 64 "o/c AB64 UPLIFT: L (Wall)= 6.7 ft LOAD= 1382 lbs. O.T.M.= 13824 ft-Ibs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 .. WALL WT= 14 psf x 10 ft= 140 Ibs RDL= . 22 psf TrbW= 11.7 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 7940.5lbs UPLIFT=(O.T.M.-R.M.)/LN,,,, UPLIFT= 882 Ibs PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 Ibs O.K Diaphragm Length= 33 ft Provide A35's or H1's @ 128 inches O.C. V= 42 plf Page: 16 E S I/ F M E Inc. Date: 12/18/2013 STRUCTURAL ENGINEERS Job #: D 1 6 2 Client: Adorn Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #: 1 SHEAR WALL DESIGN (IBC 2012 / CBC 2013 % SDPWS-08) 04 WALL(S) @ Left of Master Suite PLATE HT= 10 ft (WALL 1= i8.00 ft OPENING= o.00 ft Walll 1= 18.00 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= 0.00 ft L1 LOAD =( 150 plf ( 35.3 ft / 2 + 0 ) = 2644 lbs. TOTAL WALL LENGTH = 18.00 ft 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 = 2644 Ibs / 18.00 ft = 147 Ibs/ft ANCHOR/STRAP? ANCHOR 147 Ibs/ft GOV.FORCE= WIND U S E A0 W/5/8" Dia.x 10" A.B.'S @ 72 "o/c AB72 UPLIFT: L (Wall)= 18.0 ft LOAD= 2644 Ibs. O.T.M.= 26438 ft-Ibs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)z /2 WALL WT= 10 psf x 10 ft = 100 Ibs RDL= 22 psf TrbW= 2 ft . FDL= 0 psf TrbW= 0 ft RES.MOM= 156301bs UPLIFT=(O.T.M.-R.M.)/Lwan UPLIFT= 600 Ibs PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 Ibs . OX 18 It Provide A35's or H1's @ 36 inches O.C. V= 147 Dlf I WALL(S) @ Left of 2-Car Garage PLATE HT= 30 ft {WALL 1= s.co ft OPENING= o.00 It Walll E= 8.00 ft} WALL2= o.00. It WALL 3= o.00 ft WALL 4= 0.00 ft L3 LOAD =( 46 plf ( 20.7 ft / 2 + 0 ) = 475 lbs. TOTAL WALL LENGTH = 8.00 ft LOAD =( 0 plf ( 0.0 - ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. ' LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) _ 0 Ibs. L SHEAR = T. LOAD / L = 475 Ibs / 8.00 ft 59 Ibs/ft ANCHOR/STRAP? ANCHOR 59� Ibs/ft /.FORCE= SEISMIC U S E A0 W/5/8" Dia.x 10" A.B.'S @ 72 O/c AB72_ UPLIFT: L (Wall)= 8.0 ft LOAD= 475 Ibs. O.T.M.= 4754 ft-Ibs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL WT= 14 psf x 10 ft= 140 Ibs RDL=' 22 psf TrbW= 11.8 ft FDL= 0 pSf TrbW= 0 ft' RES.MOM= 115311bs UPLIFT=(O.T.M.-R.M.)/Lwaii UPLIFT= -$47 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs OX 15 It Provide A35's or H1's @ 168 inches O.C. V= WALL(S) @ Right of 2-Car Garage & Master Suite PLATE HT= 10 ft (WALL 1= s.00 ft OPENING= o.00 ft Walll E= 8.00 ft) WALL2= io.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L1 LOAD =( 149 plf ( 15.5 ft / 2 + 0 ) = 1155 Ibs. TOTAL WALL LENGTH = 18.00 ft L3 LOAD =( 46 plf ( 20.7 ft / 2 + 0 ) = 475 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft/ 2 + 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 1630 Ibs / 18.00 ft 91 Ibs/ft ANCHOR/STRAP? ANCHOR 91 Ibs/ft 4FORCE= SEISMIC U S E 10 W/5/8" Dia.x 10" A.B.'S.@ 72 "O/c AB72 UPLIFT: L(Wall)= 8.0 ft LOAD= 725 Ibs. O.T.M.= 7245 ft-Ibs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z./2 WALL WT= 14 psf x 10 ft = 140 Ibs RDL= 22 'psf TrbW= 2 ft FDL= 0 psf Trtiw= 0 ft RES.MOM= 5299.2Ibs UPLIFT=(O.T.M:-R.M.)/Lwa11 UPLIFT= 243 Ibs PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 Ibs O.K Diaphragm Length= 61 ft Provide A35's or H1's @ 200 inches O.C. V= 27 plf ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: "Darby Lane Estates". La Quinta, CA. SHEAR WALL DESIGN (IBC 2012 / CBC 2013 / SDPWS-08) 07 WALL(S) @ Rear of Covered Patio {WALL 1= 2.67 .ft OPENING= o.00 ft Walll 1= 2.67 ft) WALL2= 2.67 T4 LOAD =( 113 plf ( 0.0 ft / 2 + 5 ) _ LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) _ LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) _ LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) _ L SHEAR = T. LOAD / L = 565 lbs / 5.34 ft ANCHOR/STRAP? ANCHOR 3Ov.FORCE= WIND U S E 10 W/5/8" Dia.x 10" A.B.'S @ 72 Page: 17 Date: 12/18/2013 Job #: D 16 2 Client: Adom Ventures, LLC Plan #: 1 PLATE HT= 9 ft ft WALL 3= o.00 ft WALL 4= o.00 ft 565 lbs. TOTAL WALL LENGTH = 5.34 ft 0 lbs. 0 lbs. 0 lbs. 106 lbs/ft 106 lbs/ft O/C. A872 UPLIFT: L (Wall)= 2.7 ft LOAD= 283 lbs. O.T.M.= 2. RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)z /2 WALL WT= 14 psf x 9 ft = 126 lbs RDL= 22 psf TrbW= 2 ft FDL= 0 psf RES.MOM= 405.99lbs UPLIFT=(O.T.M.-R.M.)/Lwall UPLIFT= 800 IbS PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 lbs OX 21 ft Provide A35's or Hi's @ 200 inches O.C. V= 27 Of ft-lbs TrbW= 0 ft WALL(S) @ Rear of Dining & Master Suite PLATE HT= 10 ft . {WALL 1= 4.25 ft OPENING= o.00 ft Walll i= 4.25 ft) WALL2= 4.25 ft WALL 3= 4.67 ft WALL 4= 4.67 ft T1 LOAD =( 163 plf ( 38.0 ft / 2 + 0 ) = 3097 lbs. TOTAL WALL LENGTH = 17.84 ft 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 = 3097 lbs / 17.84 ft 174 lbs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER HIW RATIO (SDPWS•08 Table4.3.4 )= 204 lbs/ft V.FORCE= SEISMIC U S E A0 W/5/8" Dia.x 10" A.B.'S @ 72 "O/c AR72 UPLIFT: L (Wall)= 4.3 ft LOAD= 738 lbs. O.T.M.= 7378 ft-lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 14 psf x 10 ft = 140 lbs RDL= 22 psf TrbW= 14.5 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 3730.8lbs UPLIFT=(O.T.M.-R.M.)/Lwall UPLIFT= 858 Ib5 PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 lbs O.K = 30 ft Provide A35's or Hi's @ 52 inches O.C.. V= O WALL(S) @ btwn. Kitchen & Powder PLATE HT= 10 ft {WALL 1= 10.25 ft OPENING= o.00 It Walll E= 10.25 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T1/2 LOAD =( 81.5 plf ( 49.0 ft / 2 + 0 ) = 1997 lbs. TOTAL WALL LENGTH = 10.25 ft 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 + Q ) = 0 lbs. L SHEAR = T. LOAD / L = 1997 lbs / 10.25 ft 195 lbs/ft ' ANCHOR/STRAP? ANCHOR 195 lbs/ft - GOV.FORCE=' SEISMIC U S E 10 W/5/8" Dia.x 10" A.B.'S @ 68 "o/c AB68 UPLIFT: L (Wall)= 10.3 ft . LOAD= 1997 lbs. O.T.M.= 19968 ft-lbs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length )2 /2 WALL WT= 14 psf x 10 ft = 140 lbs RDL= 22 psf TrbW= 2 ft FDL= 0 psf TrbW=' 0 ft RES.MOM= 8699.2lbs UPLIFT=(O.T.M.-R.M.)/Lwa11 UPLIFT= 1099 IbS PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 lbs O.K Diaphragm Length= 10 ft Provide A35's or Hi's @ 24 inches O.C. V= 200 plf Page: 18 E S I/ F M E Inc. Date: 12/18/2013 STRUCTURAL ENGINEERS Job #: D 1 6 2 Client: Adom Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #: 1 SHEAR WALL DESIGN (IBC 2012 / CBC 2013 / SDPWS-08) J WALL(S) @ Rear of 2-Car Garage PLATE HT= 10 ft {WALL 1= 12.00 ft OPENING= o.00 ft Walll E= 12.00 ft) WALL2= o.00 ft , WALL 3= o.00 ft WALL 4= o.00 ft T1/2 LOAD =( 75 plf ( 38.0 • ft / 2 + 0 ) = 1425 - Ibs. TOTAL WALL LENGTH = 12.00 ft T3 LOAD =( 150 plf ( 23.5 ft / 2 + 0 ) = 1763 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 = 3188 Ibs / 12.00 ft = 266 Ibs/ft ANCHOR/STRAP? ANCHOR 266 Ibs/ft V.FORCE= WIND U S E 11 W/5/8" Dia.x 10" A.B.'S @ 48 "O/c AB48 UPLIFT: L (Wall)= 12.0 ft LOAD= 3188 Ibs. . 07.M.= 31875 ft-Ibs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width +Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 10 psf x 10 ft = 100 Ibs RDL= 22 psf TrbW= 2 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 6946.6lbs UPLIFT=(O.T.M.-R.M.)/Lwa11 UPLIFT= - 2077 Ibs PROVIDE SIMPSON: HT74 PER POST, CAPACITY= . 3610 Ibs O.K m Length= 12 ft Provide A35's or H1's @ 20 inches O.C. V= J WALL(S) @ btwn. Bedroom 2 & Bedroom 3 PLATE HT= 10 ft {WALL 1= 10.25 ft OPENING= o.00 ft Walll 1= 10.25 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= 0.00 ft T1/2 LOAD =( 75 plf ( 18.0 ft / 2 + 0 ) = 675 lbs. TOTAL WALL LENGTH = 10.25 ft T2 LOAD =( 150 plf ( 14.5 ft / 2 + 0 ) = 1088 Ibs. LOAD =( 0 plf ( 0.0 It / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 1763 Ibs / 10.25 ft 172 Ibs/ft ANCHOR/STRAP? ANCHOR /� 172 Ibs/ft V.FORCE= SEISMIC U S E 10 W/5/8" Dia.x 10" A.B.'S @ 72 "O/c AB72 UPLIFT: L (Wall)= 10.3 ft LOAD= 1763 Ibs. O.T.M.= 17625 ft-Ibs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 10 psf x 10 ft = 100 Ibs RDL= 22 psf TrbW= 2 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 6808.1 Ibs UPLIFT=(O.T.M.-R.M.)/Lwa11 UPLIFT= 1055 Ibs PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 Ibs OX 10 ft Provide A35's or H1's @ 28 inches O.C. . V= 176 1© WALL(S) @ btwn. Bedroom 3 & 1-Car Garage PLATE HT= 10 ft {WALL 1= io.so ft OPENING= o.00 ft Walll 1= io.so ft) WALL2= moo ft WALL 3= o.00 ft WALL 4= moo ft T2 LOAD =( 156 plf ( 31.0 - ft / 2 + 0 ) = 2325 Ibs. TOTAL WALL LENGTH = 10.50 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 2325 Ibs / 10.50 ft 221 Ibs/ft ANCHOR/STRAP? ANCHOR . /� 221 Ibs/ft GOV.FORCE= SEISMIC U S E /10\ W/5/8" Dia.x 10" A.B.'S @ 60 "O/c AB60 UPLIFT: L (Wall)= 10.5 ft LOAD= 2325 Ibs. O.T.M.= 23250 ft-Ibs RESISTING, MOMENT = 0.9x(Bearing.Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 10 psf x 10 ft = 100 Ibs RDL= 22 psf TrbW= 2 ft FDL= . 0 psf TrbW= 0 ft RES.MOM= 7144.2lbs UPLIFT=(O.T.M.-R.M.)/Lwa11 UPLIFT= 1534 Ibs PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 . Ibs O.K Diaphragm Length= 10 ft Provide A35's or H1's @ 20 inches O.C. V= 233 plf ' t I Page: 19 E. S I/ F M E Inc. • Date: 12/18/2013 STRUCTURAL. ENGINEERS, D 16 2 Job #: Client: Adom Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #: 1 SHEAR WALL�?DESIGN • (IBC 2012 / CBC 2013 /, SDPWS,08)s - ; i 13 WALL(S) @ Front of 1-Car Garage - ogtT' CD J�k PLATE HT= 10 ft (WALL 1= 3.50 ft OPENING= o.00 ft Walll E= 3.5o ft) WALL2= 3.50 ft , WALL 3= o,00 ft WALL 4= o.00 ft LOAD =( 150 plf ( 16.5 ft / 2 + 0 ) = 1238 IbS. TOTAL WALL LENGTH = 7.00 ft ' LOAD =(. 0 plf ( 0.0 ft/.2 + 0 ) = 0 Ibs J LOAD =( 0 plf ( 0.0 ft / 2 + ' 0 ) = 0 Ibs ............ .. LOAD =( 0 plf ( 0 :0 ft / 2 + 0 ) _ 0 Ibs : M i L SHEAR = T, LOAD / L = 1238 Ibs / 7.00 ft = 177 Ibs/ft , `':;, ` s .Y ANCHOR/STRAP? ANCHOR . 177 Ibs ft Y 5 .... ...:...... r•i.....i .:a GOV.FORCE= WIND U S E 10 W/5/8" Dia.x 10" A.B.'S @ 72 "O/c AB72 UPLIFT: - L (Wall)= 3.5 ft LOAD= 619 =Ee _ O.T.M.= N 6188 - , ft-Ibs Ibs. RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof-D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL WT= 14 psf x 10 ft = 140 Ibs RDL= 22. psf Trbw= 2 ft FDL= 0 psf Trbw= 0 ft RES.MOM= 755.09lbs UPLIFT=(O.T.M.-R.M,)/L,,,,, UPLIFT= 1552 IbS z PROVIDE SIMPSON: HTT4 • PER POST, CAPACITY= 3610 Ibs. O.K Diaphragm Len th= 15 ft Provide A35's or H1's @ 64 inches O.C. V= 83 plf 14 WALL(S) @ Front of 2-Car Garage PLATE HT= " 8 ft (WALL 1= 2.33 ft OPENING= • o.00 ft Walll E= 2.33 ft) WALL2= 2.33 ft WALL 3= moo ft . WALL 4= o.00 ft T3 :, LOAD =( 150 plf ( 23.5 ft / 2 + 0 ) _ ' 1763 Ibs. TOTAL WALL LENGTH = . 4.66 ft ' LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) `_ . 0 Ibs LOAD =(. 0 plf (- 0.0 ft / 2 + 0 ) - 0 Ibs - LOAD =( 0 plf (f 0.0 ft / 2 + 0 ) _ 0 Ibs L SHEAR = T. LOAD / L = 1763 Ibs / 4.66 ft 378 Ibs/ft ANCHOR/STRAP? ANCHOR 378 ...:...:....... „ :., lbs/ft GOV.FORCE= WIND . U S E 12 W/5/8" Dia.x 10" A.B.'S @ 32 "O/c AB32 UPLIFT: L (Wall)= 2.3 ft LOAD= 881 - Ibs. O.T.M.= 7050 ft-Ibs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 10 psf x 8 ft = 80 Ibs RDL= 22 psf • Trbw= 2 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 225.52lbs UPLIFT=(O.T.M.-R.M.)/Lwa,,' UPLIFT= 2929 Ib5 PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 Ibs O,K Diaphragm Len th= 30 ft Provide A35's or H1's @ 28 inches O.C. ................. V= 176 plf 1© WALL(S) @ PLAN 1M FRONT OF BED 3 _ : PLATE HT= 10 ft {WALL 1= s.00 ,ft OPENING= o.00 ft Walll 1= .s.00 ft) WALL2=" s.00 ft WALL 3= oxo ft WALL 4= 0.00 ft T2 LOAD'--( ISO- plf ( 16.0 ft / 2 + 0 ) = 1200 Ibs TOTAL WALL LENGTH 10.00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 -Ibs ' LOAD =( 0 - plf (, 0.0 ft / 2 + 0 ) = 0 Ibs ... i .. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs L .. SHEAR = T. LOAD / L = 1200 Ibs / ,10.00 ft ......... 120 Ibs/ft ..:::.,'.. .. , ANCHOR/STRAP? ANCHOR 120 Ibs/ft:.....? ........:....:: r...::.:.:.'-- GOV.FORCE= SEISMIC U S E 10 W/5/8" Dia.x 10" A.B.'S @ 72 "o/c AB72 UPLIFT: L (Wall)= 5.0, ft LOAD= 600 , Ibs. O.T.M:= 6000 ft-Ibs - RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D. L.xTrib.Width+ Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 10 psf x 0 ft = 0 Ibs - ' RDL=' 0 psf Trbw= 0 .. ft FDL= 0 psf TrbW= ''0' ft RES.MOM= 0lbs UPLIFT=(O.T.M.-R.M,)/L„,,u UPLIFT= 1200 .:::....:� b.:. .:• Y .. .. Ib5 s^ PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610* Ibs O.K .....:..........:... '_ .,....K...:................................. ..........:............ ... `. --. Diaphragm Length= • , • 15 ft Provide A35's or H1's @ 64 inches O.C. ...i.::................. ........................ ................................ V= 80 plf ' VERSION 2011,6 Page: 20 E Sl / F M E Inc.. Date: 12/18/2013 STRUCTURAL ENGINEERS Job #: D 1 6 2 Client: Adom Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #: 1 SOILS REPORT BY: Sladden Engineering JOB NO: 544-13266 13-10-479 / 544-3455 03-10-700 DATE: 10-23-2013 / 10-29-20.03 ALLOWABLE SOIL BEARING PRESSURE = 1500 psf . Very Low Expansion SOIL SITE CLASSIFICATION = D Non -Corrosive SLAB DESIGN: Low Sulphate, 100.ppm USE 4" THICK SLAB W/ #3 rebars at 18" o.c. each way at midheight 2 " SAND / OVER 10 MIL VISQUEEN. OVER 2 " SAND. CONTINUOUS FOOTING DESIGN: Wt. L Roof : ( 42 ) ( 23.3 ) = 978.6 plf Wall : ( 10 ) ( 10) = 100 plf Deck : ( 54 ) ( 0 ) = 0 plf TOTAL LOAD = 1079 plf Required Min. Foundation Width = ( 1079 ) / ( 1500 - 50) = 0.74 ft. EXTERIOR FOOTINGS: 1-STORY FOOTING: USE 12 in. wide x 12 in. deep with 1-#4 bar T/B cont. INTERIOR FOOTINGS: 1-STORY FOOTING: USE POINT LOAD CHECK: 12 in. wide x 12 in. deep with 1-#4 bar T/B cont. EXTERIOR: P max = Allowable x S x W/ 144 Pmax ( 1-Story ) = 5500 Ibs. INTERIOR: P max = Allowable x S x W/ 144 Pmax ( I -Story ) _ 5500 Ibs. P Ibs POST 4x min. � 8 t Q 45° ID S=(D+8 ")x2+4" VERSION, 141 E S I/ F M. E INC. STRUCTURAL ENGINEERS PROJECT: Structural calculations for "DARBY LANE ESTATES" on project to be built at Darby Road (ea'st of Washington Street), La Quinta, CA. PLAN 2 CBC 2013 Date: December 17th, 2013. Revisions: Client: Adorn Ventures, L.L.C. Client Job No.. Len Nobel Shipped: MAY 21 2014 Job No. 1 2 1 3- D 1 6 2 A 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: (714) 835-2800 / Fax: (714) 835-2819 I Page: 2 ESI / F M E Inc. Date: 12/17/2013 STRUCTURAL ENGINEERS Job*: 1 2 1 3- D 1 6 2 Client: Adorn Ventures, L.L.C. Project Name: "Darby Lane Estates", La Quinta, CA. Plan *: 2 Wd.Shake Rock Tile >4:12 >4:12 >4:12 Live Load 20.0 psf 20.0 psf 20.0 psf Roofg Mt'I 4.0 - - 12.0 Built -Up - - 6.0 - - Sheathing 1.5 1.5 1.5 Roof Rafters 1.5 1.5 1.5 Ceiling Joist 1.5 1.5 1.5 Drywall 2.5 2.5 2.5 Miscellaneous 3.0 3.0 3.0 Total D.L. 14.0 psf 16.0 psf 22.0 psf Total Load 34.0 psf 36.0 psf 42.0 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. The structural calculations included here are for the analysis and design of primary structural system. The attachment of non- structural elements is the responsibility of the architect or designer, unless specifically shown otherwise. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. All changes made to the subject project shall be submitted to E S I / F M E, Inc. in writing for their review and comment. These calculations are meant to be used by a design professional, omissions are intended. Copyright© - 1994 by E S I / F M E, Inc. Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission of ESI / F M E, Inc. IX9161Z w/o�Conc. wi©° Ltwt Conc. & 1" gyperete Live Load 40.0 psf 40.0 psf D.L. of F. F. 5.0 15.0 Miscellaneous 1.0 1.0 Sheathing 2.5 2.5 Floor Joists 3.0 3.0 Drywall 2.5 2.5 Total D.L. 14.0 psf 24.0 psf Total Load 54.0 psf 64.0 psf LOAD CONDITIONS: PROJECT DESCRIPTION: Job Name DARBY LANE ESTATES City La Quinta, CA. Client Adorn Ventures, L.L.C. PROJECT ENGINEER: R. R. W. CALCS BY: MSC DATE: 12/17/2013 ASSOC. CHECK: DATE: BACK CHECK: DATE: ROOF TRUSS Rev.: DATE: FLR. TRUSS Rev.: DATE: Prr FOUND. Rev.: DATE: PLAN CHECK: DATE: REVISIONS: O-SHTS: p.14 and 27 - Optional rear walls. DATE: 6/20/2014 Init.: RRW OB' SHTS: DATE: Init.: OC SHTS: DATE: Init.: DO SHTS: DATE: OE SHTS: Init.: DATE: �� r / SHTS: Init.: DATE: Init.: O SHTS: DATE: » Init.: E S I/ F M E, Inc. - Structural Engineers (This signature is to be a wet signature, not a copy.) APPROVED BY: DATE: HAY 11 2014 Page: 3 E S I/ F^M E Inc. Date: 12/17/2013 STRUCTURAL ENGINEERS- Job #: D 16 2 Client: Adom Ventures, L.L.C. Project Name: "Darby Lane Estates", La Quinta, CA. Plan #: 2 DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 2013 CALIFORNIA BUILDING CODE REV. 11/04/2013 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 #241: 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 #241: 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 si;Fv=240 si;E=1•.8E6psi- MICROLLAM LVL: Fb=2600 si;Fv=285 si;E=1.9 CONCRETE 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 2. All structural concrete......................................................................... fc = 3000 psi w/ inspection. All slab-on-grade/continuous footings/pads ............................. 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 of Tension Bars shall be calculated per AC1318-08 Section 12.2.2.. Class B Splice = 1.3 x Id. Splice Lengths for 2500 psi concrete is: #4 Bars (40K) = 21 ", #5 Bars (60K) = 39", #6 Bars (60K) = 47" (30 dia. for compression). Masonry reinforcement shall have 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 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). Page: 4 E S I/ F M E Inc. Date: 12/17/20 STRUCTURAL ENGINEERS Job #: D 1 6 2 Project Name: "Darby Lane Estates", La Quinta, CA. Client: Adom Ventures, L.L.C. Plan #: 2 GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION 2013 CALIFORNIA BUILDING CODE 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 44 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.) I. 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 2013 California Building Code, U.N.O. K. All nailing is to be per table 2304.9.1 of the 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"o x 10" Anchor Bolts at 64"o/c 244 : Provide a total of 244 at top & 244 at or MASA anchors @ 64" o.c. bottom of footin , 3' past posts AB56 : 5/8"o x 10" Anchor Bolts at 56"o/c 344 : Provide a total of 344 at top & 344 at or MASA anchors @ 56" o.c. bottom of footing, 3' past posts AB48 : 5/8"o x 10" Anchor Bolts at 48"o/c 444 : Provide a total of 444 at top & 444 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 AB32 : 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"o 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 HDUB per post or MASA anchors @ 16" o.c. HDQ8: 1 Simpson HDQ8 per post AB8 5/8"o x 10" Anchor Bolts at 8"o/c HDU11 : 1 Simpson HDU11 per post or MASA anchors @ 8" o.c. IHDU14 : 1 Simpson HDU14 per post Note: When anchor bolts are used, provide 3" sq. x 0.229" thick plate washers for all sill plate A.B.'s at shear wall only. Page: 5 E -S I/ F M E Inc. - Date: 12/18/2013 STRUCTURAL ENGINEERS .lob #: D 1 6 2 Client: Adom Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #: 2 `i /Header at rear of. Bath 3 LI 1 Member Span = 4.0 ft ; p1 P1= 0 Ibs from @L1= 3.8 ft DL=' 1364 ' lb5 *a P2= 0 Ibs from : @L2= 0.0 ft DL= o . Ibs 1z f R1 TOTAL PSF TRIBUTARY (ft) PLF Dead Load P ROOF = (. 42 )x( 14.5 + 1.5 )_ 672 22 psf =_> 352 plf - WALL = ( 14 )x(. 2.0 + 0.0' )= 28 14 psf =_> 28 plf FLOOR = ( 54 )x( 0.0 + 0.0 )= 0 14' psf =_> 0 plf DECK = ( 54 )x(. 0.0 + 0.0 )_ 0 14 psf =_>' 0 pif SELF WEIGHT = 5.6 5.64 psf __> 5.6 plf TOTAL- LOAD = 705.6 PLF TOTAL D.L: = 385.6 PLF IW4v.�.;',� ALTERNATE BEAM DESIGN: n= 0.1111 PSUVL/6xSAWN Size Factor, Cf,= 1.00 [If d> 12, Q= (12/d)l". )] n= 0.136 LVL d= 7.250 in. Repetitive Member, Cr=> No => Cr=. 11 n= 0.092 LSL b= 3.5 in. Fb= . 1170 x Cf x Cr= 1170 psi • Fv= 180 psi E= 1.60 x106 psi Mmax = 1411.28 ft-lb= 16.94 in-K Vmax= Rmax-(w*d)=.. 985 Ibs R1= 1411 - Ibs R2= ' 1411 'IbsJ Cd= 4-Roof = '1.25 R1 D.L.= 857 Ibs R2 D.L.= 2050 Ibs' RI L.L.= 555 Ibs R2 L,L,=. -639 .. Ibs .. i Sreq.= Mmax/(Fb*Cd)= 11.58 Ina Sprovided= 30.7 . in3 O.K. Areq =1.5*Vmax/(Fv*Cd)= 6.6 inZ Aprovided=. 25.4 inZ O.K. AII.Def = L/ 360 = 0.13 in.. Actual Def.= 0.02. in. O.K. Dead Load Def.= 0.02 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual 'Def.= 2100 - O2 Header at rear of Loft L2 P2 .LI ` Member Span = 5.0 ft P ' P1= 0 . Ibs from @L1= 0.0 ft DL= o Ibs W ,P2= •0 Ibs from + @L2= 0.0 ft DL= o 3 Ibs 4sr_ R1 TOTAL PSF , TRIBUTARY (ft) PLF Dead Load - R2 ROOF = ( 42 )x( 14.5 + 1.5 )= 672 22 psf ==> 352' pif WALL = ( 14 )x( 2.0 + 0.0 )= 28 14 psf ==> 28 plf FLOOR = ( 54 )x( 0.0 + . 0.0 )= 0 14 psf ==> 0 plf DECK = ( 54 )x(• 0.0.• + 0.0 )= 0 14 psf ==> 0 plf SELF WEIGHT = T2 7.19 psf ==> 7.2 pif ' TOTAL LOAD = 707.2 PLF TOTAL D.L. = 387.2 - PLF ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VL/6xSAWN Size Factor, Q = 1.00 - [If d>12, Cf= (12/d)(.")],' n= 0.136. LVL d= 9.250 . in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 3.5 in. Fb= 1080 x Cf x Cr= • 1080 psi Fv= 180 psi E= 1.60 z106 psi Mmax = 2209.98 ft-Ib= 26.52 in-K Vmax= Rmax-(w*d)=. 1223, Ibs . R1= 1768 - lbs R2= 1768 Ibs Cd= -4-Roof = 1.25 RI D.L.= 968 - ,Ibs R2 D.L.= • 968 Ibs R1 L,L,= 800 Ibs R2 .L,L,= 800 Ibs - '• Sreq.= Mmax/(Fb*Cd)= 19.64 in3 Sprovided= 49•9 in' O.K. Areq =1.5*Vmax/(Fv*Cd)= 8.2 in Aprovided= 32•4 in O.K. . AII.Def = L/ 360- _ '. 0.17 in. Actual Def.= .0.03 in. O.K. -Dead Load Def.= 0.01 in. GLB Camber = D.L. Def.x 1.5 = N.A. in.. Actual Def.= L 2228 'VER 0111 d• t E S I/ F- M -E Inc.'*. STRUCTURAL ENGINEERS Project Name: "Darby Lane Estates". La Quinta, CA. NDS 2012, CBC 2013 & SDPWS-08 (ASD) ' OHeader at rear of Master Suite. Member Span = 6.0 ft P1= 2461.2 Ibs from @L1= 4.5 ft DL= 1289 Ibs Girder Truss P2= 922.95 Ibs from @L2= 5.3 ft DL= 483.5 Ibs Roof F Page: 6 Date: 12/ 18/ 2013 Job #: D 16 2 Client: Adom Ventures, LLC Plan #: 2 TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 42 )x( 0.0 + 1.5 )_ 63 22. 'psf =_> 33 plf WALL = ( 14 )x( 2.0 + 0.0 )= 28 14 psf =_> 28 plf FLOOR = ( 54 )x( 0.0 + 0.0 )_ 0 14 psf =_> 0 plf DECK = ( 54 )x( 0.0 + 0.0 )= 0 14 psf =_> .. 0 plf SELF WEIGHT•= 8.8 8.75 psf =_> 8.8 plf TOTAL LOAD.= 99.8 PLF' TOTAL D.L. = 69.8 PLF 12 v u °kfi 5 z6 (DF#1)k�,� MEMBER SIZE. Y(? ': 1. r .`)•�'.',a�4 ... . ALTERNATE BEAM = DESIGN: n= 0.1111 PSUVU6xSAWN Size Factor, Cf = 1.00 [If d>12, Cf= (12/d)(")] n= 0.136 LVL d= • 11.250 in. Repetitive Member, Cr=> No => Cr= 1 " . n= 0.092 LSL b= 3.5 in. Fb= 1100 x Cf x Cr= 1100 psi Fv= 180 psi E= 1.60 x106 psi Mmax = 3823.41 ft-lb= 45.88 in-K Vmax= Rmax-(w*d)= 2859 '. Ibs ' Ri= 1030 Ibs R2= 2953 Ibs Cd= 4-Roof = 1.25 RiD.L.= - 592 `. Ibs R2D.L,= 1599 •'Ibs •R1 L.L.= • 438 Ibs R2 L.L.= 1354 ,- Ibs r Sreq.= Mmax/(Fb*Cd)= 33.37 in Sprovided= 73.8 in O.K. Areq =1.5*Vmax/(Fv*Cd)= 19.1 in2 Aprovided= 39.4 in2 O.K. AII.Def = L/ 360 = 0.20 in. Actual Def.= 0.04 in. O.K. Dead Load Def.= 0.02 in. GLB Camber = D.L. Def:x 1:5 = N.A. in. Actual Def.=. L/ 1931! O4 Beam at rear of Jr. Master Suite L2 P 2. LI ` Member Span = 3.8 ft �I pi P1= 0 Ibs from @L1= 0.0 ft DL= o - Ibs ' • W P2= 0 Ibs from @L2= 0.0 ft DL=-o Ibs '� `-"''gas 42 R1 TOTAL PSF TRIBUTARY (ft) PLF Dead Load ' ROOF = ( 42 )x( 14.7 '+ 1.0 )= 657.3 22 psf ==> '344.3 plf • WALL = ( 10 )x( 2.0 + 0.0 )= 20 14 psf ==> 28 plf FLOOR = ( 54 )x( 0.0 + 0.0 )_ 0 14 psf ==> 0. plf DECK = ( 54 )x(' 6.0 + 0.0 )_ ' 0 .14 psf ==> . 0 plf SELF WEIGHT = 7.2 7.19 psf ==> 7.2 plf TOTAL LOAD = 684.5 PLF o TOTAL D.L. = 379.5 : PLF ALTERNATE BEAM = DESIGN: n= 0.1111 PSUVU6xSAWN Size Factor, Cf = 1.00 [If d>12, Cf= (12/d)("'] n=' 0.136 LVL d= Repetitive Member, Cr=> No => Cr= 1' ` n= 0.092 LSL , b= Fb= 1080 .x Cf x Cr= 1080 psi Fv= 180 psi E= 1.60 x106 Psi Mmax = 1203.21 , ft-lb= 14.44 in-K • Vmax= Rmax-(w*d)= 756 R3= 1283 Ibs R2= 1283 Ibs Cd= 4-Roof = ' 1.25 RI D.L.= 712 Ibs R2 D.L.= .712 Ibs Rl LL.= 572 Ibs R2 L',L.= 572 Ibs Sreq.= Mmax/(Fb*Cd)= 10.70 Ina Sprovided= 49.9 in3_ Areq =1.5*Vmax/(Fv*Cd)= 5.0 In2 r Aprovided= , 32.4 in2 AII.Def = L/ 360 - = 0.13 in: Actual-Def.= 0.01 in. Dead Load Def.= 0.00 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 5457 9.250 in. -3.5 in. Ibs - 1 Page: 7 E S I F M E Inc. Date: 12/18/2013 r STRUCTURAL ENGINEERS ,oe #: D 16 21' '. Client: Adom Ventures, LLC Project Name: "Darby Lane Estates La Quinta, CA. Plan #: 2' ' NDS 2012, CBC 2013 8 SDPWS-08 (ASD) L2 - ` O P2 Rear of Covered Patio �l ' Member Span = 18.5 ` ft _ pl Pl=. 0 Ibs from @L1= 3.8 ft DL= 1364 Ibs W P2= 0 Ibs from _ @L2= 0.0 ft DL= o Ibs R1 R2 TOTAL PSF TRIBUTARY (ft)' PLF , Dead Load ROOF = ( 42 )x('. 5.0 "+ 1.5 )= 273 22 psf =_> 143 plf WALL = ( 14' )x( 2.0 + 0.0 )_. t 28 14- psf =_> . 28 plf FLOOR = ( 54 ')x( 0.0 + 0.0 )= 0 ;14 psf =_> 0 plf .,DECK = ( 54. )x( 0.0 + 0.0 )= 0 '14 psf =_> 0 plf SELF WEIGHT = 15.3 15.3 psf =_> . 15.3 plf TOTAL LOAD = 316.3 PLF ` TOTAL D.L. = 186.3 -PLF Parallam RSL SIZE-(s ) ' .MEMBER_ . •, ALTERNATE BEAM = DESIGN:'. n= 0.1111 PSL/VU6xSAWN Size Factor, Cr =, 0.98 [If a>12, Cr= (12/d)(n)]4 n= 0.136 LVL d= 14.000 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 3.5 in. -.Fb= 2900 x Cf x Cr= 2851 psi Fv= 290 psi E= 2.00 x106 psi Mmax = 13532.24 • ft-lb= 162.39 in-K Vmax= Rmax-(w*d)= . 2557 Ibs R1= - 2926 ' Ibs R2= 2926 Itis Cd= 4-Roof = 1.25` RI p•L,= 2811 , , Ibs R2 p.L,= ' 2000 Ibs R1 L,L,= 115 Ibs R2 L,L,_ 926 Ibs Sreq.= Mmax/(Fb*Cd)= 45.57 in XSprovided= 114.3 in Areq =1.5*Vmax/(Fv*Cd)= 10.6 in Aprovided= 49•0, inZ AII.Def = L/ 360 = • 0.62 in. Actual Def.= 0.52` in. Dead Load Def.= 0.46 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 426 OHeader, at rear.of Bedroom 2 ' v Member Span= 6.0 ft P1= 0 Ibs from @L1=` 0.0 ft DL= o Ibs P2= 0 Ibs from @L2= 0.0 ft DL= o Ibs - TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 42 )x( 0.0 .+ 0.0 0' 0 WALL = ( 14 )x( 4.0 + . 2.0 )= 84 FLOOR = ( '54 )x( 9.8 + 0.0 )_ 526.5 DECK = ( 54 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 7.2 TOTAL LOAD = 617.7 PLF O.K. O.K. O.K. Dead Load 22 psf =_> 0 plf psf =_> '• 84 plf _14 14 psf =_> `136.5 plf 14 . psf =_> 01, plf. 7.19 psf =_>` 7.2 plf • TOTAL D.L. = 227.7 PLF ALTERNATE BEAM= ' DESIGN• , n= 0.1111 PSUVU6xSAWN Size Factor, Cr = 1.00 [If d>12, Cr= (12/d)(n)] ti n= 0.136 LVL d= Repetitive Member, Cr=> No - _> Cr= 1 n= 0.092 LSL b= Fb= 1080 x Cf x Cr= 1080 psi Fv= 180 psi E_ _ 1.60 x106 psi Mmax = 2779.63 ft-lb= 33.36 , in-K Vmax= Rmax-(w*d)= 1377 R1= 1853 Ibs R2= 1853 •Ibs Cd= 2-occupanc_e = 1+ RI o,L.= 683 Ibs R2 p.L.= - 683 Ibs R1 L•L•= 1170 , Ibs R2 L.L.= 1170 Ibs, -_ Sreq.= Mmax/(Fb*Cd)=. 30.88 in3 Svrovided= 49.9 •in3 'Areq =1.5*Vmax/(Fv*Cd)= -11.5 in '' Aorovided= 32.4 in' AII.Def = L/ 360 = 0.20 in. Actual Def.= 0.05 in. Dead Load Def.= 0.02 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. . Actual Def.= 1476 9.250 in. .3.5 in. Ibs O.K. O.K. O.K. t . E S-I / F M E Inc. STRUCTURAL ENGINEERS Project Name: "Darby Lane Estates". La Quints, CA. NDS 2012, CBC 2013 & SDPWS-08 (ASD) OFlush Beam over Nook Member Span =; 21.5 ft P1= 999 Ibs from @L1= 3.2 ft DL= 259 Ibs Head -out P2= 0 Ibs from @L2= 0.0 ft DL= 0 Ibs Page: 8 Date: 12/18/2013 Job #: D 16 2 Client: Adom Ventures, LLC Plan #: 2 TOTAL PSF - TRIBUTARY (ft) PLF , Dead Load ROOF = ( 42 )x( 0.0 + 0.0 )= 0 22 psf =_> 0 plf WALL = ( 14 )x( 0.0 - + 0.0 )= 0 14 , psf =_> 0 • pif FLOOR = ( 54 )x( 0.0 + 0.0 )_ 0 14 psf =_> 0 pif DECK = ( 54 )x( 0.0 + 0.0 )_ 0 14 psf =_> 0 plf SELF WEIGHT = 15.3 15.3 psf =_> " ' 15.3 plf.' TOTAL LOAD = 15.3 PLF TOTAL D.L. = 15.3 PLF ALTERNATE BEAM = DESIGN• n= 0.1111-PSUVL/6xSAWN Size Factor, Cr = 0.98 [If d>12, Cr= (12/d)(n)] n= 0.136 LVL d= 14.000 Repetitive Member, Cr=> No => Cr- 1 _'n= 0.092 "LSL _ . b= 3.5 'Fb= 2900 x Cf x Cr= 2851 psi Fv= 290 psi E= 2.00 x106 psi Mmax = ' 3584.68 ft-lb= 43.02 • in-K Vmax= Rmax-(w*d)= 998 Ibs R1= 1016 Ibs RZ= 312 ' Ibs Cd= ' 2-Occupance = 1 RI p,L,=" 385 Ibs R2 p,L;= 203 Ibs ' R1 L,L,= 631 Ibs RZ L,L,= • 109 Ibs Sreq.= Mmax/(Fb*Cd)= 15.09 in' Sprovided= 114.3-- in O.K. Areq =1.5*Vmax/(Fv*Cd)= 5.2. inz Aprovided= 49.0 in O.K. AII.Def = L/ 360 = 0.72 in. Actual Def.=. 0.19 in. O.K. Dead Load Def.= 0.08 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 1385 O8 Header at rear of Nook Member Span = 6.0 ft , P1= 312 Ibs from @L1= 0.3 ft DL= 203- Ibs Beam #7 P2= 0 Ibs from @L2= 0.0 ft DL= 0 - Ibs TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 42 )x( 5.0 + 0.0 0 210 22 psf =_> 110 plf WALL = ( 14 )x( 4.0 + 2.0 )_ 84 14 psf =_> 84 plf FLOOR = ( 54 )x( 11.0 + 0.0 )_ 594 14• psf =_> 154 "plf DECK =, ( 54 )x( 0.0 + 0.0 )= 0 14 psf =. => 0 plf SELF WEIGHT = 8.8 8.75. psf ==> 8.8 pif TOTAL LOAD = 896.8 PLF TOTAL D.L. _ 356.8 PLF ALTERNATE BEAM = DESIGN n= 0.1111 PSUVU6xSAWN Size Factor, Cr = 1.00 [If d>12, Cr= (12/d)(n)] 4 n= 0.136 LVL d= 11.250 in. -Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 3.5 in. Fb= 1100 x Cf x Cr= 1100 psi Fv= 180 psi E= 1.60 x106 psi Mmax = - 4132.67 ft-lb= 49.59 in-K Vmax= Rmax-(w*d)= • 2144 Ibs R1= 2985 Ibs- RZ= 2707 Ibs Cd= 2-Occupance = 1 Rl D.L.= 1262 Ibs ._ R2 p.L.= 1081 Ibs • Rl L,L,= . 1723. Ibs RZ L.L.= 1626 Ibs t Sreq.= Mmax/(Fb*Cd)= 45.08 in' Sprovided= 73.8 in' O.K. •Areq =1.5*Vmax/(Fv*Cd)= 17.9 in' Aprovided= 39.4 , in O.K. AII.Def = L/ 360 = 0.20 in. Actual Def.= 0:04 in. . O.K. Dead Load Def.=.0.02 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= 1786 Page: 9 E S I j F M E Inc. Date: 12/18/2013 STRUCTURAL ENGINEERS Job #: D 1 6 2 Client: Adom Ventures, LLC r Project Name:."Darby Lane Estates". La Quinta, CA: Plan #:' 2 NDS 2012, CBC 2013 & SDPWS-08 (ASD) • OFlush Beam btwn Great Room &Stairs i Member Span = 9.0 ft P1= 1417.5 Ibs from @L1= 2.6 ft DL= • 367.5 Ibs ' Floor Joists P2= 500 Ibs from @L2= , 5.3 ft DL= soo Ibs Wall TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 42 )x( 0.0 , + 0.0 )= 0 ` . 22 psf =_> 01 plf WALL = ( 10 )x( 10.0 + 0.0 • )= 100 10 r - psf =_> 100 plf FLOOR = ( ' 54 )x( 9.3 ' + 0.0 )= 499.5 14 psf =_> 129.5 plf DECK = ( 54 )x( 0.0 + 0.0 )_ • 0 14 psf =_> 0 • plf - SELF WEIGHT = 15.3 15.3 psf =_> 15.3 plf TOTAL LOAD = 614.8 PLF TOTAL D.L. _ . 244.8 PLF MEMBER SIZE ( Y1 ),,;,3 5 14 `r�, F (Parallam aPSL)#x ,x , ALTERNATE BEAM =, DESIGN• n= 0.1111 PSUVU6xSAWN Size Factor, Cr = ' 0.98 [If d> 12, Cr= (12/d)(")]4 n=, 0.136 LA d= 14.000 in. Repetitive Member, Cr=> No => Cr= 1 . n= 0.092 LSL b= 3.5 in. Fb= 2900 x Cf x Cr= 2851 psi Fv= 290 psi. E= 2.00 'x106 psi Mmax = 9954.39 ft-lb= 119.45 'in-K Vmax=_ Rmax-(w*d)= 3262 Ibs R1= 3979 Ibs R2= 3472 Ibs Cd= • 2-Occupance Rl p,L•= ' 1570 Ibs R2 D.L.= 1501 Ibs RI L•L-= 2469 Ibs R2 L•L= 1971 Ibs Sreq.= Mmax/(Fb*Cd)= 41.90 in Sprovided= 114.3 `in3 O.K. Areq =1:5*Vmax/(Fv*Cd)= 16.9 in Aprovided= 49.0 in' O.K. AII.Def = L/ 360 = 0.30 in. Actual Def.= 0.09 in. O.K. Dead Load Def.= 0.04' in. GLB Camber = D.L. Def.x 1.5 = N.A: in. _ Actual Def.= L/ '1191 10 Flush Beam over Great Room L2 P 2 LI ` p -Member Span = 21.5 ft 1 P1= •3979. Ibs from @Ll= 3.0 ft DL= 1570 . Ibs W Beam #9 i 1+9PL2 P2= 0 Ibs from @L2= 0.0 'ft DL= o Ibs `"` 1., .LOlt j R1 TOTAL PSF• TRIBUTARY (ft) PLF Dead Load = ( 42 )x( 0.0 + 0.0' 0 0 22 psf ==> 0 plf .ROOF WALL = ( 14, )x( 0.0 + 0.0 )= 0 14' psf ==> 0 plf " FLOOR = ( 54 )x( 1.3 + 0.0.• )_ 71.82 14 psf ==> 18.62 ' plf DECK = ( 54 )x( 0.0 + 0.0 )_ 0 14 psf ==> 0 plf SELF WEIGHT = 23.0 23 psf ==> . 23.0 plf -TOTAL LOAD = .94.8 PLF. TOTAL D.L. = 41.6 ,.PLF ' � .L... Y\.n V .#,-.. .. ...eg.:/.v--h r...n. ...u• °%':.,-.....3_ h..!`:: r� _.::i'^`.:,i'4 :�. -'� =. ..-..:.-�-�. :. .,.-.::,._ _ .r_� ALTERNATE BEAM = DESIGN• ` n= 0.1111 PSL/VV6xSAWN Size Factor, Cr = 0.98 [If d>12, Cr= (12/d)�"�) k n= 0.136. LVL d= 14.000 iri. . Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LsL b= - 5.25 in. Fb= 2900 x Cf x Cr= 2851 psi Fv= .290 psi 'Vmax= E= 2.00 x106 psi ,Mmax = 15748.38 ft-lb= 188.98 in-K Rmax-(w*d)= ' 4332 Ibs R1= 4443 Ibs R2= 1574 Ibs Cd= 2-Occupance =. 1 R1 p,L•= 1798 Ibs R2 o.L.= 666 Ibs R1 L•L.= 2645 ; Ibs R2 L.L.=- .908Ibs. - -- Sreq.= Mmax/(Fb*Cd)= 66.29 -in' Sprovided= 171.5 in O.K. Areq =1.5*Vmax/(Fv*Cd)= 22.4 inZ Aprovided= 73.5 inZ O.K. AII.Def = L/ 360 = 0.72 in., Actual Def.= 0.55 in. O.K. Dead Load Def.= 0.22 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= 473 `o Page: 10 E• S I / F _ M.1 Inc. Date: 12/18/2013 STRUCTURAL ENGINEERS ;ob #: D 1 6 2 Project Name: "Darby Lane Estates". La Quinta, CA. NDS 2012, CBC 2013 & SDPWS-08 (ASD) 11 Flush Beam over Dining Member Span = 11.0 ft Pl=: 0 Ibs from @u= 0.0 ft • DL= o, Ibs P2= 0 Ibs from @L2= 0.0 ft DL= o Ibs TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 42 )x( 16.3 + 4.0 )= 850.5 , WALL = ( 14 )x( 10.0 + 0.0 )= 140 FLOOR = ( 54 )x( 3.5 + 0.0 )= 189 DECK = ( 54 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 15.3 ' TOTAL LOAD = 1194.8 PLF Client: Adom Ventures, LLC Plan ##:2 Dead Load 22 psf ==> 445.5 plf 14 psf.==> 140 plf 14 psf ==> 49 plf 14 psf ==> 0 plf 15.3 psf ==> 15.3 plf TOTAL D.L. = 649.8 PLF ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VL/6xSAWN Size Factor, Cf = 0.98 [If d> 12, Cf= (12/d)(°)] • ` -n= 0.136 LVL t d= Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= Fb= 2900 x Cf x Cr= 2851 psi Fv= 290 psi E= 2.00 x106 psi Mmax = 18071.54 ft-lb= 216.86 in-K Vmax= Rmax-(w*d)= 5178 R1= " 6571 Ibs R2= 6571 Ibs• Cd= - 2-occupance = 1 RI p,U;= 3574 Ibs .. RZ'o-,L.= 3574 'Ibs + r Rl L.L.= 2998 Ibs R2 L.L.= 2998 Ibs _ Sreq.= Mmax/(Fb*Cd)= 76.07 in' Sprovided= 114.3 in3 ' Areq =1.5*Vmax/(Fv*Cd)= 26.8 in2 Aprovided= 49•0 in2 AII.Def = L/ 360 = 0.37 in. Actual Def.= 0.25 in. Dead Load Def.= 0.13 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 537 12 Drop Beam btwn Dining & Entry Member Span = 7.5 ft P1= 9557.8182 Ibs from @L1= 3.8 ft DL= si99 Ibs Beam #11 + t• P2= 0 Ibs from @L2= 0.0 ft DL= 0 Ibs TOTAL PSF TRIBUTARY (ft) PLF ' ROOF = ( 42 )x( 0.0 + 0.0 0 ; 0 WALL = ( 10 )x( 10.0 + ' 0.0 )= a 100 FLOOR = ( 54 )x( 0.0 + 0.0 )= J 0 DECK = ( 54 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 19.5" TOTAL LOAD = 119.5 PLF 14.000 in. 3.5 in. Ibs O.K.' O.K. O.K. _ Dead Load 22 psf =_> 0 plf '. 10 psf =_> 100 plf 14 psf =_> 0 plf 14psf =_> 0 plf 19.5 psf =_> 19.5 plf TOTAL D.L. = 119.5 PLF "lParallain` PSLI`�=�` ALTERNATE BEAM'= DESIGN• n= 0.1111 PSVVL/6xSAWN Size Factor, Cf = 1.00 [If d>12, Cf= (12/d)(n)] n= -0.136 LVL d= 11.875 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.25 in: Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi E= 2.00 x106 psi, , . Mmax = 18761.02 ft-lb= 225.13 in-K Vmax= Rmax-(w*d)= 5109 Ibs R1= 5227 ' Ibs R2= 5227 Ibs Cd= 2-occupance = 1 Rl p.L.= 3047 Ibs R2 D.L,= 3047 Ibs Rl L,L,= 2180 Ibs R2 L,L,= 2180 Ibs Sreq.= Mmax/(Fb*Cd)= 77.63 in Sprovided= . 123.4 in3• O.K.. Areq =1.5*Vmax/(Fv*Cd)= 26.4 in2 1 , Aprovided= 62.3 _ in _ O.K. AII.Def = L/ 360 = 0.25 in. Actual Def.= '0.13 in. O.K. Dead Load Def.= 0.07 in. - GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= 694 . Page: 11 E.S I / F M E Inc. STRUCTURAL ENGINEERS Project Name: "Darby Lane Estates". La Quinta, CA. Date: 612412014 Job #: D 16 2 Client: Adom Ventures, LLC Plan #: 2 NDS 2012, CBC 2013 & SDPWS-08 (ASD) L2 P 13 Drop Beam at Garage L1 P 2 Member Span = 22.5 ft 1 P1= 0 Ibs from @L1= 0.0 ft DL= o Ibs w *. t'_.,�A„ .:xl.+..s.A,.} `.".e:'„ef.'..,nr''..{tei.�X'a. � ` L :.•.L ...�a- .s�.r.. ..n _,�..a . .ro�±s. P2= 0 Ibs from @L2= 0.0 ft DL= o Ibs dk'3T. IMF P �. .�;.. y ,'y, ;+'+�` /Gn�j� •-.�. c-CS �'A+T'^,YF N � T�`'a^.�y'�` S^3•.2 Y' � TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 42 )x( 3.8 + 0.5 )= 178.5 22 psf =_> 93.5 plf WALL = ( 14 )x( 10.0 + 0.0 )= 140 14 psf =_> 140 plf FLOOR = ( 54 )x( 6.8 + 0.0 )= 364.5 14 psf =_> 94.5 plf DECK = ( 54 )x( 0.0 + 0.0 )= 0 14 psf =_> , 0 plf SELF WEIGHT = 39.4 39.4 psf =_> 39.4 • plf TOTAL LOAD =, 722.4 PLF TOTAL D.L. = 367.4 PLF MEMBER SIZE(, +l)i`�`7 z i18 re`xF(Fa allam tPSI"j - ALTERNATE BEAM = DESIGN• n= 0.1111 PSL/VV6xSAWN Size Factor, Cr = 0.96 (If d>12, Cr= (12/d)(")1 4n= 0.136 LVL d= 18.000 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 7 in. Fb= 2900 x Cf x Cr= 2772 psi Fv= 290 psi E= 2.00 x106 psi Mmax = 45712.79 ft-lb= 548.55 in-K Vmax= Rmax-(w*d)= 7043 Ibs R-,= ,- •8127, :• Ibs - R2= .� 8127' � Ibs - Cd= 2-Occupance = 1 RI D.L ,= 4133 Ibs R2 p,L,= 4133 Ibs R1 L,L,= 3994 Ibs R2 L,L,= 3994 Ibs Sreq.= Mrnax/(Fb*Cd)= 197.86 in Sprovlded= 378.0 in O.K. Areq =1.5*Vmax/(Fv*Cd)= , 36.4 in Aprovided= 126.0 in O.K. AII.Def = L/ 360 = 0.75 -in. Actual Def.= 0.61 in. O.K. Dead Load Def.= 0.31 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. • Actual Def.= L/ 441 14 Drop Beam at Garage Member Span = 20.5 ft P1= 8127 Ibs from @L1= 6.5 ft DL= 4133 Ibs ..r •. s:2 3I'i F YN"s' .z lL.,.eT...Yi'.a' "�"'x� a1 l"m :. ..e a•.,. w.. ^+F k 3__`3 �c. f+ P2= 0 Ibs from 0.0 ft DL= o Ibs9 _@L2= -a2.%• i»..,X. ~4':.:.�. {�v:`.'LF_n `��`ga•�i`+". s:^...ar, wc.±S.E3P TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 42 )x( 11.8 + 1.0 0 535.5 WALL = ( 14 )x( 10.0 + 0.0 )= 140 FLOOR = ( - 54 )x( 0.0 + 0.0 )= 0 DECK = ( 54 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 39.4 TOTAL LOAD = 714.9 PLF ALTERNATE BEAM = DESIGN: Size Factor, Cr = 0.96 (If d>12, G= (12/d)(")1 Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= 2772 psi Fv= 290 psi Mmax = 73629.23 ft-lb= 883.55 in-K R1= 12878 Ibs . R2 • 9904-, `Ibs RI p,L= 7536 Ibs R2 p,L,= 6024 Ibs RI L•L,= 5341 Ibs R2 L,L,= . 3880 Ibs Sreq.= Mmax/(Fb*Cd)= 318.70 Areq =1.5*Vmax/(Fv*Cd)= 61.1 AII. Def = L/ 300 = 0.82 Dead Load Def.= 0.47 - in. GLB Camber = D.L. Dead Load 22 psf =_> 280.5 plf 14 psf =_> 140 plf 14 psf =_> 0 plf 14 psf =_> 0 plf 39.4 psf =_> 39.4 plf TOTAL D.L. = 459.9 PLF n= 0.1111 PSL/VL/6xSAWN n= 0.136 LVL d= 18.000 In. n= 0.092 LSL b= 7 in. E= 2.00 x106 psi Vmax= • Rmax-(w*d)= 11805 Ibs Cd= 2-Occupance = 1 in' Sprovlded= . 378.0 in' O.K. in Aprovided= 126.0 - inZ O.K. in. Actual Def.= 0.82 in. O.K. N-f v 1 S = N A in Arbial Dpf_= I / 361 VER:2011.1 Page: 12 E S I / `F -M. E. - -Inc. Date: �7i�6?o�4 STRUCTURAL ENGINEERS Job #: D 1 6 2 Client: Adom Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #: 2 Kane en4e rer 1)n4o o enouie no iwern ,.. 15 Header at front (right 1-Car) of Garage Member Span = 8.0 ft Pl�12878Ibs from @u 4 6 ft DL 7536 Ib�spy _ - ..... � .Beam •# 14 � :c ,� � ..�;. • _ter. �.1�, ��. �_.x.a.4::.>:.,u P2= 1142.4 Ibs from @L2= 6.9 ft DL= 598.4 Ibs _ _ W. Roof.% � x •- r. t. ^ TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 42 )x( 3.7 + 1.5 )= 216.3 WALL = ( 14 )x( 2.0 + 0.0 )= 28 FLOOR = ( 54 )x( 7.0 + 0.0 )= 378 DECK = ( 54 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 23.0 TnTA1 i nen = e4s_s PLF Dead Load 22 psf =_> 113.3 plf 14 psf =_> 28 plf 14 psf =_> 98 plf 14 psf =_> 0 plf 23 psf =_> 23.0 plf TOTAL D.L. = 262.3 PLF ALTERNATE BEAM = DESIGN• n= 0.1111 PSUVU6xSAWN Size Factor, Cr = 0.98 (If d>12, G= (12/d)(n)i n= 0.136 LVL d= - 14.000 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.25 in. Fb= 2900 x Cf x Cr= 2851 psi Fv= 290 psi E= 2.00 x106 psi Mmax = 31422.49 _ ft-lb= 377.07 in-K Vmax= Rmax-(w*d)= 10218 Ibs RI= 821V Ibs, R2= 10971" Ibs• Cd= 2-Occupance = 1 RI p,L,= 4334 Ibs R2 p,L,= 5898 Ibs R1 L.L.= 3877 Ibs R2 L.L.= 5073 Ibs Sreq.= Mmax/(Fb*Cd)= 132.27 in' Sorovided= 171.5 in' O.K. Areq =1.5*Vmax/(Fv*Cd)= 52.9 inZ Adrovided= 73.5 inZ O.K. AII.Def = L/ 360 = 0.27 in. Actual Def.= 0.15 in. O.K. Dead Load Def.= 0.08 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 637 16 Header at front (left 2-Car) of Garage Member Span = 16.0 ft P1= 0 Ibs from @L1= 0.0 ft DL= o Ibs.y�+y Ne � s ^��•� .f'a Tn7 • .}. ` 7fiir 1�!9`"•' PY!'^��AY,.f•'�.w. r �-"O`•"' ��2,_,l:..r �,al._-..:fs.:.,kt r. - 7. .. r. ,. �.... A � .��.� _ -t.. _x'.-s. 3. ...-..0., P2= 0 Ibs from @L2= 0.0 ft DL= o Ibs :� 'fir.: '.` f.. y .x,• `Fce'.k�vF��'�,�`r4^ �ky'��'�y'"""� TOTAL � PSF " TRIBUTARY (ft) PLF._ ROOF = ( 42 )x( 3.8 + 1.5 0 220.5 WALL = ( 14 )x( 2.0 + 0.0 )= 28 FLOOR = ( 54 )x( 0.0 +. 0.0 )= 0 DECK = ( 54 )x( 0.0 + 0.0 )_ 0 ' SELF WEIGHT = 10.3 TOTAL LOAD = 258.8 PLF ALTERNATE BEAM = DESIGN: Size Factor, Cr = 1.00 _ (If d>12, CG= (12/d)(n), Repetitive Member, Cr=> No => Cr= 1 Fb= 1000 x Cf x Cr= 1000 psi Fv= 180 psi Mmax = 8281.78 ft-lb= 99.38 in-K = R1= 2070. Ibs R =' 2070 `' Ibs RI p,L,= 1230 Ibs R2 p,L,= 1230 Ibs RI L.L.= 840 Ibs R2 L.L.= . 840 Ibs Sreq.= Mmax/(Fb*Cd)= 99.38 Areq =1.5*Vmax/(Fv*Cd)= 14.9 AII.Def = L/ 360 = 0.53 Dead Load Def.= 0.21 in. GLB Camber = D.L. Dead Load 22 . psf =_> 115.5 plf 14 psf =_> 28 plf 14 psf =_> 0 • plf 14 psf =_> 0 plf 10.3 psf =_> 10.3 plf TOTAL D.L. = 153.8 PLF n= 0.1111 PSUVU6xSAWN n= 0.136 LVL I d= n= 0.092 LSL b= E= 1.60 x106 psi Vmax= Rmax-(w*d)= 1785 Cd= • 2-Occupance = 1 in' Surovided= 102.4 in' in Aorovided= 46.4 in in. Actual Def.= " 0.35 in. Def.x 1.5 = N.A. in. Actual Def.= U 546 13.250 in. 3.5 in. Ibs O.K. O.K. O.K. VER: 2011.1 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: "Darby Lane Estates". La Quinta, CA. NDS 2012, CBC 2013 8 SDPWS-08 (ASD) <17> Header at front of Dining Member Span = 5.8 ft P1= Ibs from @L1= 0.0 ft DL= o Ibs P2= Ibs from @L2= 0.0 ft DL= 0 Ibs Roof TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 42 )x( 4.4 + 1.5 )= 246.75 WALL = ( 14 )x( 2.0 + 0.0 FLOOR = ( 54 )x( 0.0 + 0.0 )= 0 DECK = ( 54 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 5.6 TOTAL LOAD = 280.4 PLF Page: 13 Date: 12/ 18/ 2013 Job #: D 1 6 2 Client: Adom Ventures, LLC Plan #: 2 Dead Load 22 psf =_> 129.25 plf 14 psf =_> 28 plf 14 psf =_> 0 plf 14 psf =_> 0 plf 5.64 psf =_> 5.6 plf TOTAL D.L. = 162.9 PLF ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VL/6xSAWN Size Factor, Cr = 1.00 [If d>12, Q= (12/d)(n)) n= 0.136 LVL d= 7.250 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 3.5 in. Fb= 1170 x Cf x Cr= 1170 psi Fv= 180 psi E= 1.60 x106 psi Mmax = 1158.79 ft-lb= 13.91 in-K Vmax= Rmax-(w*d)= 637 Ibs R1= 806 Ibs R2= 806 Ibs Cd= 2-occupance = 1 R1 D.L,= 468 Ibs R2 D.L.= 468 Ibs R1 L.L.= 338 Ibs R2 L.L.= 338 Ibs Sreq.= Mmax/(Fb*Cd)= 11.89 in3 Sprovided= 30.7 in3 O.K. Areq =1.5*Vmax/(Fv*Cd)= 5.3 in2 Aprovided= 25.4 in2 O.K. AII.Def = L/ 360 = 0.19 in. Actual Def.= 0.04 in. O.K.' Dead Load Def.= 0.02 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 1779 18 Drop Beam at front of Great Room Member Span = 4.0 ft P1= 0 Ibs from @L1= 0.0 ft DL= 0 Ibs P2= 0 Ibs from @L2= 0.0 ft DL= o Ibs TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 42 )x( 0.0 + 0.0 0 0 WALL = ( 14 )x( 2.0 + 0.0 )_ 28 FLOOR = ( 54 )x( 14.5 + 0.0 )= 783 DECK = ( 54 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 7.2 TOTAL LOAD = 818.2 PLF Dead Load 22 psf =_> 0 plf 14 psf =_> 28 plf 14 psf =_> 203 plf 14 psf =_> 0 plf 7.19 psf =_> 7.2 plf TOTAL D.L. = 238.2 PLF ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VU6xSAWN Size Factor, Cr = 1.00 [If d>12, Cr= (12/d)(")J n= 0.136 LVL d= 9.250 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 3.5 in. Fb= 1080 x Cf x Cr= 1080 psi Fv= 180 psi E= 1.60 x106 psi Mmax = 1636.39 ft-lb= 19.64 in-K Vmax= Rmax-(w*d)= 1006 Ibs R1= 1636 lbs R2= 1636 Ibs Cd= 2-occupance = I R1 o.L.= 476 . Ibs R2 D.L.= 476 Ibs R1 L.L.= 1160 . Ibs R2 L.L.= 1160 Ibs Sreq.= Mmax/(Fb*Cd)= 18.18 in3 Sprovided= 49.9 in3 O.K. Areq =1.5*Vmax/(Fv*Cd)= 8.4 in2 Aprovided= 32•4 in2 O.K. AII.Def = L/ 360 = 0.13 in. Actual Def.= 0.01 in. O.K. Dead Load Def.= 0.00 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= L/ 3762 Page: 13 A ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: "Darby Lane Estates". La Quinta, CA. NDS 2012, CBC 2013 & SDPWS-08 (ASD) Q. Header @ rear Optl Multi -Slide Covered Patio Member Span = 24.0 ft P1= Ibs from @L1= 0.0 ft DL= o Ibs _ P2= Ibs from @L2= 0.0 ft DL= o Ibs Roof .. TOTAL PSF TRIBUTA �' RY (ft) . PLF: ROOF = ( 42 )x( 5.0 + 1.5 )= 273 WALL = ( 14 )x( 2.0 + 0.0 )= 28 FLOOR = ( 54 )x( 0.0 + 0.0 )= 0 DECK = ( 54 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 19.7 TOTAL LOAD = 320.7 PLF ALTERNATE BEAM = DESIGN: Size Factor, Cr = 0.96 fIf d>12, G= (12/d)(")l Repetitive Member, Cr=> No => Cr= 1 Fb= 2900 x Cf x Cr= 2772 psi Fv= 290 psi w Mmax = 23089.50 ft-lb= 277.07 in-K ' I "= Rlo,L= 2288 Ibs R2D,L.= 2288 Ibs Rl L,L,= 1560 Ibs R2 L,L,= 1560 Ibs Sreq.= Mmax/(Fb*Cd)= 99.94 Areq =1.5*Vmax/(Fv*Cd)= 17.4 AII.Def = L/ 360 = 0.80 Dead Load Def.= 0.42 in. GLB Camber = D.L. Date: 5/20/2014 Job #: D 16 2 Client: Adorn Ventures, LLC Plan #: 2 Dead Load 22 psf =_> 143 plf 14 psf =_> 28 plf 14 psf =_> 0 plf 14 psf =_> 0 plf 19.7 psf =_> 19.7 plf TOTAL D.L. = 190.7 PLF n= 0.1111 PSL/VV6xSAWN n= 0.136 LVL d= 18.000 in. n= 0.092 LSL b= 3.5 in. E= 2.00 x106 psi Vmax= Rmax-(w*d)= 3367 Ibs Cd= 2-Occupance = 1 in Sorovided= 189.0 in O.K. in' Aorovided= 63.0 in O.K. in. Actual Def.= 0.70 in. O.K. Def.x 1.5 = N.A. in. Actual Def.= L/ 409 19 Multi -Slide Door header Member Span = 12.0 ft P1= 0 Ibs from @L1= 0.0 ft DL= o Ibs P2= 0 Ibs from @L2= r 0.0 ft DL= o Ibs . TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 42 )x( 14.5 + 1.5 0 672 WALL = ( 14 )x( 2.0 + 9.0 )= 154 FLOOR = ( 54 )x( 9.8 + 0.0 )= 529.2 DECK = ( 54 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 22.5 TOTAL LOAD = 1377.7 PLF ALTERNATE BEAM = DESIGN: Size Factor, Cr = 0.98 fIf d>12, G= (12/d)(")1 Repetitive Member, Cr=> No => Cr= 1 Fb= 1350 x Cf x Cr= 1327 psi Fv= 180 psi Mmax = 24798.60 ft-lb= 297.58 in-K .R2= 826,8 Rl o.L.= 3994 Ibs R2 p,L,= 3994 Ibs RI LL,= 4272 Ibs R2 L,L,= 4272 Ibs Sreq.= Mmax/(Fb*Cd)= 224.24 Areq =1.5*Vmax/(Fv*Cd)= 56.0 AII.Def = L/ 360 = 0.40 Dead Load Def.= 0.13 in. GLB Camber = D.L. Dead Load 22 psf __> 352 plf 14 psf =_> 154 plf 14 psf =_> 137.2 plf 14 psf =_> 0 plf 22.5 psf =_> 22.5 , plf TOTAL D.L. = 665.7 PLF n= 0.1111 PSL/VL/6xSAWN 1 n= 0.136 LVL I d= n= 0.092 LSL b= E= 1.60 x106 psi Vmax= Rmax-(w*d)= 6716 Cd= 2-Occupance = 1 in Sorovided= 227.8 in in z Aprovidea= 101.3 in in. Actual Def.= 0.26 in. Def.x 1.5 = N.A. in. Actual Def.= / 551 13.500 in. 7.5 in. Ibs O.K. O.K. O.K. VER: cJtia Cru`F�sk;� J44 zyf 5 • Date:., 12/i7/2013 Job #: ' •"D .1 6 2 Client: AdomVenture§,.L.L.C.� - - Project Named ."Darby Lane Estates", La "Quints, CA.. - Plan;#: 2 ti " ` • 6csi gi,i Maps Summary :Report User=Spewed krc Input: ; h 1. Report Tv e' D162 Darby Lane Estates: !a Quinta. CA. ar ,c i. _ 1Igs1GMtS�r 1�.; 2a19 2::43 SO ENS 06ildi.og Code_': Referei►ce Document; ;ASCE 7-10!Standard` 1 " (w ildt uC lzes USCS hazard data avaUtrie in: 20M) s fi Site Coordinates°33,:70497°N, 116.2949401N .,, Site Soil Ctassi#ication Site Class D - "Stiff Soil•r + # Risk,C•ategory IVI1/IIY °i • t11.V MIME , SL 4 "k 'v`an'�St �� •4^'t^:. 'rNu i' :�' •^:j.I/ �''�T'Y Yi r ` =5909i '�.:`*4-p• �.,.. q °r° -S g i � g� y�w�! ik'tfi� �:�} �� w4, �� '��'�. ga•} 3'F �r?�:+� °� y x �+4 a k�� gg r .: - _('��:. � � '..x� 'x'5� ��%]yQ�..��.rtg } F y se €• �5�.. M `c r - -N � `'r MIP �iih0"ix ••�' G ,:e. ��'"'.�' 1,� �� : ,�'�- ti '�. a s e ��{' a d � s�� '� ',�+�y � x,Qa„ "*''�. ;rs.R �& Sv�,z�k�, '�{n�+S'•'tx ... �� FZ}� � _:� ��x� f 'Y.L=i Y ��" �, � �,�. [� ML .. (� �. .'mow -:.A. r:�,�y�,"s��). S�S � n'. .• • .r ,Y''*n,',�vk�:: i .y a i .,-`.*'%x} ,� Ns, =z•3='-' i1: cx.ri } .s r.,� ,s,. " . -IR r ' ` t•l �I+�f _ L' xtti yy 'frd`'t xAME i c .�. y a.L `$ . yA :".•.m-- zsc«.:. .. x.'�5'. ,.3' :.:. L�I °"`= sL�•.: • ,k N. USGS=Provided Output: r ss.= ..512 g S k M! g Srrs 1 QQe`g � 1 Y For inEoffnaoon.;oii }iow t1aQ SS:ax d S1,iialues.abo*O have,been calculated frorei probabi#isOc (nsk=targeted.) and . �. v t d.Eterm�n sterground:moaons in the iiiFection 0, maxirriiim horizontal.res{ionse,:Oease return to, theappliiat`i on and' select the "2009 tEhRP` building code reference dacumenL ' =i MCEg Response Spzectrum assign Response. Spectrum • Maio ', ;ia {; Y, @!& IV 0,32 120 1:!O 1:$Q 1.Go 2.Q0'. `O:AO"Giv *,,4 "ix. G." 1.W 1.21Y1-40 I:SO 1.80. 2.00• _ �. _ L #�erlOti:`i' {SeC}..• `.it.y # sPKI!?f�''X.�SiK} -yam c .r Page: 15 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: "Darby Lane Estates". La Quinta, CA. Date: 12/17/13 Job #: D 16 2 Client: Adorn Ventures, LLC Plan #: 2 LOCATION: MBR, MBath, Loft, BR3, BR4, Nook, Kitchen, Great Rm, BR2, BA2, & Patio. I LONGITUDINAL (. Ll ) + 2nd STORY Roof D.L. _ ( 22 )psfx( 32.5 )ft = 715 plf Hr Exterior Wall =( 14 )psfx( 10 - 5 )( 2 )= 140 plf Interior Wall=( 10 )psfx( 10 - 5 )( 1 )= 50 plf F2-4 Parallel Ext.Wall=( 14 )psfx( 5 x 59 / 40 )= 103 plf Parallel Int.Wall=( 10 )psfx( 5 x 59 / 40 )= 74 plf H2 TOTAL = 1082 plf Fib 1st STORY Roof D.L. = ( 22 )psfx( 11.5 )ft = 253 plf HI Floor D.L. = ( 14 )psfx( 29.5 )ft = 413 plf 2nd Story 1st Story 1 Exterior Wall =( 14 )psfx( 5 + 5 )( 2 )= 280 plf Interior Wall=(. 10 )psfx( 5 + 5 )( 1 )= 100 plf Parallel Ext.Wall=( 14 )psN( 10 x 59 / 40 )= 207 plf Parallel Int.WM=( 10 )psfx( 10 x 59 / 40 )= 148 plf TOTAL = 1400 plf ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-10 Sec. 12.14.8.1) ZIP CODE, LATITUDE: 33.704970 . LONGITUDE:-116.294940 (Per ASCE-7.10 Section 12.14.8.1 SsTe%=1.5) Actual. Ss = 1.512 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK Rock, Fa=1.0 Sl = 0.706 SDs = 1.000Soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 ffable12.141-1) p = 1 (SIMPLIFIED DESIGN) il.2 1.0 1 STORY F x SDs x p x W x F= 2 STORY=1.1 1.1 2 STORY R x 1.4.:,.....?`... '',;., 3 STORY ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) c0= 1.3 (CBC-1605.3) Mean Roof Height= 25:50 ft < 60 ft Wind Velocity = 110 mph Exposure= C KA = 1.00 Roof Slope= 4.0 :12 = 18.4 degrees PS=0.6 x co x'X x Kzt x Ps30 x I Risk Cat.II, Ie = 1.0 = 1.36 (From ASCE 7-Id/ Figure 28.6-1) ZONES �Y.11j1 j1 - Horizontal Pressures fI {I Vertical Pressures Overhangs:- I A I B I C I D_t E F G H EOH GOH ' Ps30 (Ps1) 26.6 -7.0 17.7 3.9 I -23.1 -16.0 -16.0 -12.2 -32.3 -25.3 �' F. I, y •.,,_ �::,. • .''I ' ` s(ps� 28.2 1 -7.4 118.81 -4.1 ,24.5 -17.0 -17.0 -12.9 -34.3 -26.8 LEVEL W 010 Fx (plf) Story Shear (p10 USE WIND ZONE=> C (plf) CONTROLLING FORCE(plf) ROOF 1082 131 --- ( 14.0 - 5.0 )xPs: 169 ,r(VI/IND) 169, 1 1400 169 300.0 ( 25.5 - 5 )xPs: 385 '(WIND)386 BASE 2482 300.0 First Floor Wind = 216 In Page: 16 E S I/ F M E Inc. Date: 12/17/13 STRUCTURAL ENGINEERS Job #: D 16 2 Client: Adorn Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #: 2 �iiE2 _STORY LATERAL `ANALYS.IS (ASCE 7`10 & 2013. CBC) l SIMPLIFIEDMETHrOD`; LOCATION: Jr. Master Suite & 3-Car Garage I LONGITUDINAL ( L2 ) 2nd STORY Roof D.L. _ ( 22 )psfx( 15.5 )ft = 341 plf Hr Exterior Wall =( 14 )psfx( 10 5 )( 1 )= 70 plf Interior Wall=( 10 )psfx( 10 - 5 X1 )= 50 plf F2� Parallel Ext.Wall=( F�l 14 )psfx( 5 x 28 / 23.67 )= 83 plf Parallel Int.Wall=( 10 )psfx( 5 x 14 / 23.67 )= 30 plf H2 TOTAL = 573.4 plf F1-)- H] 1st STORY Roof D. L. _ Floor D.L. _ 1 Exterior Wall =( Interior Wall=( Parallel Ext.Wall=( Parallel Int.Wall=( 22 )psfx( 8.83 )ft 14 )psfx(. 14 )ft 2nd Story 14 )psfx( 5 + 10 )psfx( 5 + 14 )psfx( 10 x 10 )psfx( 5 x = 194 plf = 196 plf 1st Story 5 )( 1 )= 140 plf 5 )( 1 )= 100.plf 28 / 23.67 )= 166 plf .14 / . 23.67 )= 30 plf TOTAL = 825 pif ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-10 Sec. 12.14.8.1) ZIP CODE: LATITUDE: 33.704970 LONGITUDE: -116.294940 (Per ASCE-7.30 Section 12.14.8.1 Ss, _=1.5) Actual Ss = 1.512 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK Rock, Fa=1.0 S1 = 0.706 SDs = 1.000 soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 (Table12.14-1) p = 1 (SIMPLIFIED DESIGN) il.2 1.0 1 STORY F x SDs x p x W . F= 2 STORY=1.11.1 2 STORY V= _> ;;V 0 12'lh X W 3 STORY R x 1.4 ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) w= 1.3 (CBC-1605.3) Mean Roof Height= 25.50 ft < 60 ft Wind Velocity = 110 mph Exposure= C K, = 1.00 Roof Slope= 4.0 :12 = 18.4 degrees Ps=0.6 x w x X x KA x Ps3O x I Risk Cat.II, Ie = 1.0 X = 1.36 (From ASCE 7-10 / Figure 28.6-1) ZONES npi Horizontal Pressures Vertical Pressures Overhangs A B C D E F G H EOH GOH s30 tPsfl 26.6 7.0 1 17.7 3.9 -23.1 -16.0 -16.0 12.2 -32.3 -25.3 ._ s (Psf) 28.2 1 -7.4 118.8 -4.1 .24.5 -17.0 -17.0 -12.9 -34.3 LEVEL W Fx StoryShear USE WIND ZONE=> C CONTROLLING (plf) (plf) (plf) (plf) FORCE(plf) ROOF 573.379 69 --- ( 0.0 - 0.0 )XPS: 0 (SEISMIC)s` 69 1 825.444 100 169.1 ( 0.0 - 0 )XPs 0 (SEISMIC), 169 BASE 1398.82 169.1 First Floor Wind = 0 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: "Darby Lane Estates". La Quinta, CA. Page: 17 Date: 12/17/13 Job #: D 1 62 Client: Adorn Ventures, LLC Plan #: 2 ORY LATERALANALYSIS (ASCE 7 10 &�2Q13 CBC.)`1 SIMPLIFIED METHOD LOCATION: ~� TRANSVERSE Hr F2-4 H2 F1� H1 MBR, Mbath, Loft, BR3, BR4, Nook, Kitchen, Great Rm, BR2 & Bath 2 ( T1 ) . 2nd STORY Roof D.L. = ( 22 )psfx( 43 )ft = 946 plf Exterior Wall =( 14 )psfx( 10 5 )( 2 )= 140 plf Interior Wall=( 10 )psfx( 10 - 5 )( 2 )= 100 plf Parallel Ext.Wall=( 14 )psfx( 5 x 80 / 29.5 )= 190 plf Parallel Int.Wall=( 10 )psfx( 5 x 40 / 29.5 )_ 68 plf TOTAL = 1444 plf 1st STORY Roof D.L. = ( 22 )psfx(. 0 )ft = 0 plf Floor D.L. = ( 14 )psfx( 40 )ft = 560 plf 2nd Story 1st Story 1 Exterior Wall =( 14 )psfx( 5 + 5 )( 2 )= 280 plf Interior Wall=( 10 )psfx( 5 + 5 )( 2 )= 200 plf Parallel Ext.Wall=( 14 )psfx( 10 x 80 / 29.5 )= 380 plf Parallel Int.Wall=( 10 )psfx( 10 x 40 / 29.5 )= 136 Of TOTAL = 1555 plf ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-10 Sec. 12.14.8.1) ZIP CODE: LATITUDE: 33.704970 LONGITUDE:-116.294940 (Per ASCE-7.10 Section 12.14.8.1 Ssm =1.5) Actual Ss = 1.512 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK Rock, Fa=1.0 S1 = 0.706 SDs = 1.000 soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 (Table12.14-1) p = 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY F x SDs x p x W I F= 2 STORY=1.1 �F=1.2 F=1.1 2 STORY V= > u. 0121 *xw R x 1.4 3 STORY ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) W= 1.3 (CBC-1605.3) Mean Roof Height= 25.50 ft < 60 ft Wind Velocity = 110 mph Exposure= C Kd = 1.00 Roof Slope= 4.0 :12 = 18.4 degrees Ps=0.6 x w x k x Kzt x Pslo x I Risk Cat.II, Ie = 1.0 % = 1.36 (From ASCE 7-10 / Figure 28.6-1) ZONES Horizontal Pressures Vertical Pressures Overhangs A B C D E F G H EEOH GOHPs30 (Psfl 26.6 7.0 17.7 3.9 -23.1 -16.11 0 -16.0 -12.2 -25.3 t'28.2 -7.4 18.8 -4.1 .24.5 -17.0 -17.0 -12.9 -26.8 1•jj LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING (Plf) (Plf) (Plf) (plf) - FORCE(plf) ROOF 1443.63 175 --- ( 14.0 - 5.0 )xPs: 169 (SEISMIC)-,.175,; 1 1555.25 188 362.5 ( 25.5 - 5 )xPs: 385 BASE 2998.88 .362.5 First Floor Wind = 216 Page: 18 E S I/ F M E Inc. Date: 12/17/13. STRUCTURAL ENGINEERS *Job #: D 1 6 2 ` Client: Adorn Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #: 2 LOCATION: Jr. Master Suite & 3-Car Garage �► TRANSVERSE ( T2 ) 2nd STORY ' Roof D.L. _ ( 22 )psfx( 26.7 )ft = Hr Exterior Wall ,=( 14 )psfx( 10 - 5 )( 2 )_ Interior Wall--( 10 )psfx(. 10.,_ 5 - )( 1 )_ F2-� Parallel Ext.Wall=( .14 )psfx( 5 x 23.67 • / 14 )_ Parallel Int.Wall=( 10, )psfx( 5 x 0 / 14 )_ ` H2 TOTAL= F1� 1st STORY 586.74 pif 140 plf 50 plf 118 plf ` 0 olf 895.1 olf Roof D.L. _ ( 22 )psfx( 17.8 )ft = 392 plf H1 Floor D.L. _ ( 14 )psfx( 23.7 )ft = 331 plf 2nd Story w 1st Story .1 -Exterior Wall =( 14 )psfx( 5 + 5 )( 2 )_ 280 plf Interior Wall=( 10 -)psfx( 5 + 5 )( 1 )= 100 plf Parallel Ext.Wall=( 14 )psfx( 10 x 23.67 / 23.67 )= 140 plf ParallelInt.Wall=( 10 )psfx( 5 x 0 / 23.67 = 0 Plf 1 TOTAL =. 1244 plf ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN : (ASCE 7-10 Sec. 12.14.8.1) ZIP CODE: LATITUDE: 33.704970 LONGITUDE:-116.294940 (Per ASCE-7.30 Section 12.14.8.1 Ss, , =1.5) Actual Ss = 1.512 Design Ss 1.500 SDs = 2/3 x Fa x Ss. Fa= ROCK Rock, Fa=1.0 S1 = 0.706 SDs = 1.000 "Soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= - 6.5 (Table12.14-1) p = 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY _ F x SDs x p x W' _ A. � F= 2 STORY=1.1 F=1.1 2 STORY V > Rx1.4 'yV `=01214'xW i, w_ i F=1.2 3 STORY ` ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) co= 1.3 (CBC-1605.3) Mean Roof Height= 26.00 ft < 60 ft Wind Velocity = 110 mph Exposure= C Krt = 1.00 Roof Slope= 4.0 :12 = 18.4 degrees Ps=0.6 x w x 2, x Kzt x Ps30 x 1• Risk Cat.II, Ie = 1.0 ?, = 1.36 (From ASCE 7-10 / Figure 28.6-1) ZONES Horizontal Pressures Vertical Pressures Overhangs II III ..... ." l 'y IItIJ�II 1 A I B I C' I D-1 E I F 1, G I - H I EOH I GOH,!' P 26.6 7.0 1 17.7 3.9 23.1 -16.0 -16.0 -12.2 -32.3 -25.3 F.' I (' ; s (Pst) 1 28.2 14.4 1.18.8 1 -4.1. -24.5 -17.0 -17.0 -12.9 -34.3 -26.8 LEVEL W . Fx Story Shear USE WIND ZONE=> C CONTROLLING (Plf) (Plf) (Plf) (plf) FORCE(plf) ROOF 895.09 108 --- ( 14.5 - 5.0 )xPs: 178 (WIND) 178 1 1243.64 150 258.5 ( 26.0 - 5 )xPs: 394 �(WIND)�394 r..il-.,...k,-:.:�...... .. ,... ..... .x. BASE 1 2138.73 258.5 First Floor Wind.= 216 - e r Page: 19 E S I. / F M :E Inc. Date: 12/20/2013 i STRUCTURAL ENGINEERS' Job #: D 1 6 2 Client: Adorn Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. - Plan #: 2 +,; �,1-STORY:LATERALANALYSLS (ASCE 710 _& 2013 CBC) /SIMPLIFIED METHOD LOCATION: ¢-� Transv. @ Patio ( .T3 ) u 1st STORY- Roof D.L. - = ( 22 )psfx( 42 )ft = 924 plf Exterior W611 =( 14 )psfx( 10 - 5 )( 2 )_ 140 plf Hr Interior Wall=( 10' )psfx( 10, 5 )( 0 )= 0 plf • Parallel Ext.Wall=( - 14 )psfx( 5 x- 8 / 10 )= 56 plf Parallel Int.Wall=( 10- )psfx( 5 x 8 /. 10 = 40 plf F1 :4 7 TOTAL = 1160 plf ~� Transv. @ Dining ( T4 ) H1 1st STORY Roof D.L. _ ( 22 )psfx( 17.3 )ft = 381 plf V b 1 Exterior Wall =( 14 ' )psfx( . 10 - 5 )( 1 )= 70 plf Interior Wall=( 10 )psfx( 10 - • 5. )( 0 ' )= 0 plf Parallel Ext.Wall=( 14 )psfx( 5 x 16.33 / 11 )_ 104 plf Parallel Int.Wall=( 10 .)psfx( 5 x - 0 / 11 = 0 Plf TOTAL = ' 555 plf ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-10 Sec. 12.14.8.1) ZIP CODE: LATITUDE: .• 33.704970 LONGITUDE: ; 116.294940 • (Per ASCE-7.10 Section 12.14.8.1 Ssmax=1.5) Actual Ss = 1.512 Design Ss = 1.500 + SDs '= 2/3 x Fa x Ss Fa = ROCK Rock, Fa=1.0 ' Sl = 0.'706 SDs = 1.000 ' Soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 (Table12.14-1) r p y= 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY F x SDs x p x W V = > F u r �, s`LE �� V 0,110 �'"xpW', F= 1 STORY=1.0 - - F=1.1 2 STORY R x 1.4 t" y, g'? g. F=1.2 3 STORY ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) co= 1.3 (CBC-1605.3) Mean Roof Height= i2.00 • ft < 60 ft Wind Velocity = 110 mph Exposure= C KA = 1.00 Roof Slope= 4.0 :12 = , 18.4 degrees Ps=0.6 x (u x l x Kzt x Ps30 x I. Risk Cat.II, Ie = 1.0 X = 1.21 (From ASCE 7-10 / Figure 28.6-1)' ZONES - ' • , Horizontal Pressures Vertical Pressures Overhangs A I B I C D E F I G , H EOH I GOH Ps30 (Psfl 26.6 -7.0 17.7 -3.9 -23.1 -16.0 1 .16.0 -12.2 -32.3 -25.3 ,' (psi 25.1 1 -6.6 1 16.7 -3.7 .21.8 .15.1 -16.1 -11.5 -30.5 -23.9 LEVEL W ' . Fx Story Shear USE WIND ZONE=> C CONTROLLING (plf) (plf) (plf) (plf) FORCE(plf) 1 1160 127 --- ( 0.0 - 0.0 xPs= 0 SEISMIC t''127 �' TRANSVERSE LT4) LEVEL W Fx Story Shear USE WIND ZONE=> C -- - CONTROLLING (Plf),. (Plf) (Plf) i ,.- (plf) FORCE(plf) 1 555 61 • --- 0.0 - 0.0 xPs= ' 0 SEISMIC)-rt:61- ESI/FME Inc. STRUCTURAL ENGINEERS -Project Name: "Darby Lane Estates". La Quinta, CA. Hr F1 -} H1 LOCATION: 3-Car Garage ILong. @ right 1st STORY Roof D.L. _ Exterior Wall =( Interior Wall=( Parallel Ext.Wall=( Parallel Int.Wall=( ( L5 ) Pager 20 Date: 12/.20/2013 Job #: D 16 2 Client: Adorn Ventures, LLC Plan #: 2 22 )psfx( 26.7 )ft = 586.74 plf 14 )psfx( 10 5 )( 2 )= 140 plf 10 )pSfx( 10 - 5 )( 0 )= 0 plf 14 )psfx( 5 x 23.67 / 5 )= 331 plf 10 )psfx( 5 x 0 / 5 )= 0 plf TOTAL = 1058 p11 ~� Transv. @ front ( T5 ) 1st STORY Roof D.L. _ ( 22 )psfx( 30.7 )ft = 675 plf 1 Exterior Wall =( 14 )psfx( 10 5 )( 2 )= 140 plf Interior Wall=( -10 )psfx( 10 5 )( 0 )= 0 plf Parallel Ext.Wall=( 14 )psfx( 5 x 4 / 7 )= 40 plf Parallel Int.Wall=( 10 )psfx( 5 x 4 / 7 )= 29 plf TOTAL = RR3 nlf ASCE 7-10 SIMPLIFIED ALTERNATIVE BASE SHEAR DESIGN: (ASCE 7-10 Sec. 12.14.8.1) ZIP CODE. LATITUDE: 33.704970 LONGITUDE:-116.294940 (Per ASCE-7.30 Section 12.14.8.1 Ssmax=1.5) Actual Ss = 1.512 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK Rock, Fa=1.0 Si = 0.706 SDs = 1.000 Soil, Fa=1.4 Site Soil Class = D (In simplified method Soil Class can't be"E") Seismic Design Category = D R= 6.5 (Table12.14-1) p = i (SIMPLIFIED DESIGN) F=1.0 1 STORY F x SDs x p x W F= 1 STORY=1.0 F=1.1 2 STORY V = > vA=0:110 fxw: R x 1.4 ^..:.... :k F=1.2 3 STORY ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) co= 1.3 (CBC-1605.3) Mean Roof Height= 12.00 ft < 60 ft Wind Velocity = 110 mph Exposure= C KA = 1.00 Roof Slope= 4.0 :12 = 18.4 degrees Ps=0.6 x w x X x Kzt x Ps30 x I Risk Cat.II, Ie = 1.0 7, = 1.21 (From ASCE 7-10/ Figure 28.6-1) ZONES Horizontal Pressures Vertical Pressures Overhangs A B C D E F G I H EOH I GOH Ps30 (Psfl 26.6 -7.0 17.7 -3.9 -23.1 -16.0 -16.0 -12.2 -32.3 -25.3 Ps (psf) 25.1 -6.6 16.7 -3.7 -21.8 -15.1 -15.1 1 -11.5 1 -30.5 -23.9 LONGITUDINAL LEVEL W Fx IStory Shear USE WIND ZONE=> C CONTROLLING 010 1 (PI (plf) I (plf) FORCE(plf) 1 1058.12 116 --- (. 14.5 - 5.0 xPs= 159 ; (WIND k 159: TRANSVERSE LEVEL W (Plf) Fx. (plf) StoryShear (plf) USE WIND ZONE=> C 1 010 CONTROLLING FORCE(plf) 1 883 97 --- ( 12.0 - 5.0 xPs= 117 (W:IND) 9117 `. 2ti14.t) 0 E S I/ F' M E Inca STRUCTURAL ENGINEERS �d Page: 20 Date: 12/17/2013 Job #: D 16 2 Client: Adorn Ventures, L.L.C. Project Name: "Darby Lane Estates", La Quinta, CA. Plan #: 2 . LATERAL SHEAR NOTES (rev.11/03/13) ( 2013 CBC : SEISMIC DESIGN CATEGORY D & E ) FRAMING MEMBERS V E R T I C A L: DOUG FIR -LARCH @ 16" o.c. 3/8" Wood Structural Panel 8d 6" & 12"o.c. field. — w. common nails @ o.c @ edges @ (Table 2306.3 CBC)............ 260 plf A--3/8" Wood Structural Panel w. 8d common nails @ 4" o.c @ edges & 12"o.c. @ field. (Table 2306.3 CBC)............ 350 plf 1A --3/8" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. (Table 2306.3 CBC)............ 490 plf A-3/8" Wood Structural Panel w. 8d common nails @ 2" o.c @ edges & 12"o.c. @ field. (Table 2306.3 CBC)............ 640 plf A-- 1/2" (or 15/32") Wood Structural Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field (Table 2306.3 CBC)................................................................................................................................................ 770 plf A-1/2" (or 15/32") Structural. I Wood Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field (Table 2306.3 CBC)................................................................................................................................................ 870 plf 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. (Table 2306.3 CBC)............ 980 plf ADOUBLE 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. (Table 2306.3 CBC)............ 1280 plf NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories These values are for Doug -Fir Larch or Southern Pine, other lumber species may 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"0.229" 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) HORIZONTAL: All roof and floor sheathing to be Exposure I or Exterior (Tables 2306.2.1). 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', PI.32/16, w/10d's @ 6" o.c. at edges & bound., 10" o.c; field. Joist Spacing < 20" o.c.: 19/32" Wood Struct. Panel T&G', PI 40/20, w/10d's @ 6" o.c. at edges & bound., 10" o.c. field. Joist Spacing < 24" o.c.: 23/32" Wood Panel T&G" shtg, PI 48/24, w/10d'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. dERaK)N,." id e Page: 21 E S I/ F M E Inc. Date: 12/18/2013 STRUCTURAL ENGINEERS Job #: D 16 2 Client: Adom Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #: 2 SHEAR WALL DESIGN (IBC 2012 / CBC 2013 / SDPWS-08) Ol WALL(S) @ Left of Master Suite PLATE HT= 10 ft {WALL 1= 12.00 ft OPENING= o.00 ftWalll E= i2.00 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L1 LOAD =( 169 plf ( 40.0 ft / 2 + 0 ) = 3380 lbs. TOTAL WALL LENGTH = 12.00 ft LOAD =( 0 Of ( 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 = 3380 Ibs / 12.00 ft = 282 Ibs/ft ANCHORISTRAP? STRAP 282 Ibs/ft GOV.FORCE= WIND U S E Al1 -W/16d S.P.N. @ 4 "o/c SPN4 UPLIFT: L (Wall)= 12.0 ft LOAD= 3380 . Ibs. O.T.M.= 33800 ft-Ibs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)z /2 WALL WT= 14 psf x 10 ft = 140 Ibs RDL= 22 psf TrbW= 5.5 ft FDL= 0 psf TrbW= 0 ft RES.MOM= . 12591 Ibs UPLIFT=(O.T.M.-R.M.)/Lwau UPLIFT-- 1767 Ibs PROVIDE SIMPSON: ST6224 PER POST, CAPACITY= 2540 Ibs O.K 30 ft Provide A35's or H1's @ 44 inches O.C. V= 115 OWALL(S) @ Left of 3r Master Suite PLATE HT= 10 ft {WALL 1= 8.00 ft OPENING= o.00 ft Walli X= 8.00 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L2 LOAD =( 69 plf ( 23.7 ft / 2 + 0 ) = 817 lbs. TOTAL WALL LENGTH = 8.00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 817 Ibs / 8.00 ft 102 Ibs/ft ANCHOR/STRAP? STRAP 102 Ibs/ft GOV.FORCE= SEISMIC U S E lU W/16d S.P.N. @ 12 "O/c SPN12 UPLIFT: L (Wall)= 8.0 ft LOAD= 817 Ibs. O.T.M.= 8166 ft-Ibs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 14 psf x 10 ft = 140 Ibs RDL= 22 psf TrbW= 13.3 ft FDL= 0 psf TrbW= 0. ft RES.MOM= 12481lbs UPLIFT=(O.T.M.-R.M.)/LwaO UPLIFT= -539 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs OX 14 ft Provide A35's or H1'S @ 92 ° inches O.C. V= 58 O WALL(S) @ Right of Bedroom 4 & Bath 4 PLATE HT= 10 ft (WALL 1= s.00 ft OPENING= .o.00 ft Walll E= 8.00 ft) WALL2= 12.00 ft WALL 3= o.00 ft WALL 4= 0.00 ft L1 LOAD =( 131 plf ( ' 40.0 ft / 2 + 0 ) = 2620 lbs. TOTAL WALL LENGTH = 20.00 ft L2 LOAD =( 69 plf ( 23.7 ft / 2 + 0 ) = 817 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 3437 Ibs / 20.00 ft 172 Ibs/ft ANCHOR/STRAP? STRAP 172 Ibs/ft GOV.FORCE= ' SEISMIC U S E 1O W/16d S.P.N. @. 8 "O/c SPN8 UPLIFT: L (Wall)= 8.0 ft LOAD= 1375. . Ibs. O.T.M.= 13746 RESISTING MOMENT = . 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 14 psf x 10 ft = 140 Ibs RDL= 22 psf TrbW= 13.3 ft. FDL= 0 psf TrbW= RES.MOM= 12481lbs UPLIFT=(O.T.M.-R.M.)/Lwa11 UPLIFT= .158 Ibs PROVIDE SIMPSON: ST6224 PER POST, CAPACITY= 2540 Ibs O.K Diaphragm Length= 33 ft Provide A35's or H1's @ 48 inches O.C. V= 104 plf ft-Ibs 0 ft 21 fi Page: 22 ES I[FM E Inc. Date: 12/18/2013 STRUCTURAL ENGINEERS Job #: D 1 6 2 Client: Adorn Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #: 2 SHEAR WALL DESIGN (I8C 2012 / C8C 2013 / SDPWS-08j "� J WALL(S) @ Rear of Master Suite & Bedroom 4 PLATE HT= 10 ft (WALL 1= 3.67 ft OPENING= o.00 ft Walll E= 3.67 ft) WALL2= 6,00 ft WALL 3= o.00 ft WALL 4= o.00 ft T1 LOAD =( 175 plf ( 29.5 ft / 2 + 0 ), = 2581 lbs. TOTAL WALL LENGTH = 9.67 ft 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 = 2581 Ibs / 9.67 ft = 267 lbs/ft. ANCHOR/STRAP? STRAP CORRECTED PER HIW RATIO (SDPWS-08 Table4.3.4 )= 364 Ibs/ft V.FORCE= , SEISMIC U S E 12 W/16d S.P.N. @ 4 "o/c cpNd UPLIFT: L (Wall)= 3.7 ft LOAD= 980 Ibs. .O.T.M.= 9796 ft-Ibs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D. L. xTrib. Width+ Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 14 psf x 10 ft = 140 Ibs RDL= 22 psf TrbW= 16.3 ' ft FDL= 0 psf TrbW= .0 ft RES.MOM= 3015.3lbs UPLIFT=(O.T.M.-R.M.)/Lwaii UPLIFT= 1848 lbs PROVIDE SIMPSON: ST6224 PER POST, CAPACITY= 2540 Ibs OX 40 ft Provide A35's or H1's @ 80 inches O.C. V= WALL(S) @ Rear of Jr Mstr Suite & front of BR3 PLATE HT= 10 ft ' (WALL 1= 8.00 ft OPENING= o.00 ft Waill E= 8.00 ft) WALL2= io.so ft WALL 3= 6.00 ft WALL 4= o.00 ft T1 LOAD =( 169 plf ( 29.5 ft / 2 + 0 ) = 2493 Ibs. TOTAL WALL LENGTH = 18.50 ft T2 LOAD =( 178 plf ( 14.0 ft / 2 + 0 ) = 1246 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 It / 2 + 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 3739 lbs/ ' 18.50 ft 202 . Ibs/ft ANCHOR/STRAP? STRAP 202 lbs/ft d.FORCE= WIND U S E 10 W/16d S.P.N. @ 6 "o/c SPN6 UPLIFT: L (Wall)= 8.0 ft LOAD=' 1617 Ibs. O.T.M.` ' 16168 ft-Ibs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)z /2 WALL WT= 10 psf x 10 ft = 100 Ibs RDL= 22 psf TrbW= 14.8 ft FDL= , 0 psf TrbW= 0 ft RES.MOM= 9101.3lbs UPLIFT=(O.T.M.-R.M.)/Lw,ii UPLIFT= .883 lbs PROVIDE SIMPSON: ST6224 PER POST, CAPACITY= 2540 Ibs OX Diaphragm Length= • 24 ft Provide A35's or H1'S @ 32 inches O.C. V= 158 plf WALL(S) @ Front of Jr Master Suite PLATE HT= 10 ft (WALL 1= s.so ft OPENING= o.00 ft Walll 1= 5.50 ft) WALL2= 6.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T2 LOAD =( 178 plf ( 14.0 ft / 2 + 0 ) = 1246 Ibs. TOTAL WALL LENGTH = 11.50 ft T5 LOAD =( 117 plf ( 7.3 ft / 2 + 0 ) = 424 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. - LOAD =( 0 plf ( 0.0. ft / 2 + 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 1670 Ibs / 11.50 ft 145 Ibs/ft t ANCHOR/STRAP? STRAP 145 Ibs/ft /.FORCE= WIND U S E A0 W/16d S.P.N. @ 10 "o/c SPN10 UPLIFT: L (Wall)= 5.5 ft LOAD= 799 Ibs. O.T.M.= , 7988 ft-Ibs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)z /2 WALL WT= 14 psf x 10 ft = 140 Ibs RDL= 22 psf TrbW= 2 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 1864.6lbs UPLIFT=(O.T.M.-R.M.)/Lwaii UPLIFT= 1113 lbs PROVIDE SIMPSON: ST6224 PER POST, CAPACITY= 12540 Ibs O.K , Diaphragm Length= 24 ft Provide A35's or H1's @ 76 inches O.C., V= 71 plf Page: 23 E S I/ F M E Inc. Date: 12/18/2013 STRUCTURAL ENGINEERS Job #: D 1 6 2 Client: Adom Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #: 2 SHEAR WALL DESIGN (IBC 2012 / CSC 2013 / SDPWS-08) OWALL(S) @ . Left of Nook PLATE HT= 10 ft (WALL 1= 16.00 ft OPENING= o.00 It Walli 1= 16.00 ft) WALL2= o.00 It WALL 3= o.00 ft WALL 4= o.00 ft L'1 ,LOAD =( 385 plf ( 40.0 ft / 2 + 0 ) = 7700 lbs: TOTAL WALL LENGTH = 16.00 ft 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.= 7700 lbs / 16.00 ft = 481 lbs/ft ANCHOR/STRAP? ANCHOR 481. lbs/ft GOV.FORCE= WIND U S E 12 W/5/8" Dia.x 10" A.B.'S @ 24 "O/c AB24 UPLIFT: L (Wall)= 16.0 ft LOAD= 7700 lbs. • O.T.M.= 77000 ft-lbs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 28 psf x 10 ft= 280 lbs RDL= 22 psf TrbW= 5.5 It FDL= 14 psf Trbw= 0.665 ft RES.MOM= 35188 lbs UPLIFT=(O.T.M.-R.M.)/Lwau UPLIFT= ' 2613 Ibs PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 lbs OX 30 ft Provide A35's or H1's @ 20 inches O.C. • V= 261 O8 WALL(S) @ Left of 3-Car Garage PLATE HT= 10 ft - (WALL 1= lo.00 ft OPENING= o.00 ft Walli 1= io.00 ft} WALL2= o.00 It WALL 3= o.00 It WALL 4= o.00 ft L2 LOAD =( 169 plf ( 28.7 It / 2 + 0 ) = 2423- lbs. TOTAL WALL LENGTH = 10.00 .ft _ LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. LOAD =( 0 plf ( 0.0 It / 2 + 0 ) = 0 , lbs. LOAD =( 0 plf ( 0.0. ft / 2 + 0 ) = 0 lbs. L SHEAR = T. LOAD / L = 2423 lbs /' 10.00 ft 242 lbs/ft ANCHOR/STRAP? ANCHOR 242 lbs/ft GOV.FORCE= SEISMIC U S E 10 W/5/8" Dia.x 10" A.B.'S @ 52 "O/c AB52 UPLIFT: L (Wall)= 10.0 ft LOAD= 2423 lbs. O.T.M.= 24226 ft-lbs RESISTING MOMENT =' 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 20 psf x 10 ft = 200 lbs RDL= 22 psf TrbW= 15.8 ft FDL= 14 psf Trbw= 0.665 .ft RES.MOM= 25096lbs UPLIFT=(O.T.M.-R.M.)/Lwa11 UPLIFT= -87 IbS PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. lbs O.K Diaphragm Lenqth= 14 ft V= 173 WALL(S) @ Right of Bath 2 PLATE HT= 10 .t (WALL 1= 4.00 ft OPENING= o.00 ft Wall1 1= 4.00 ft} WALL2= 7.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L1 LOAD =( 385 plf ( 40.0 It / 2 + 0. ) = 7700 lbs. TOTAL WALL LENGTH = 11.00 ft LOAD =( 0, • plf (. 0.0 It / 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 = 7700 lbs / 11.00 It 700 lbs/ft ANCHOR/STRAP? ANCHOR 700 lbs/ft J.FORCE= WIND U S E 14 W/5/8" Dia.x 10" A.B.'S @ 16 "o/c AB16 UPLIFT: L (Wall)= 4.0 ft LOAD= 2800 lbs. O.T.M.= 28000 ft-lbs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length )2 /2 WALL WT= 28 psf x 10 ft = 280 lbs RDL= 22 psf , TrbW= 5.5 ft FDL= 14 psf TrbW= 6.665 ft RES.MOM= 2199.3lbs UPLIFT=(O.T.M.-R.M.)/Lwa,i UPLIFT= 6450 IbS PROVIDE SIMPSON: HDU8 . PER POST, CAPACITY= . 7870 lbs OX Diaphragm Length= 27 ft Provide A35's or H1's @ 16 inches O.C. V= ' 285 plf Page: 24 E S I/ F M E Inc. Date: .4/20/2014 STRUCTURAL ENGINEERS, Job #: D 1 6 2 Client: Adorn Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA.' Plan #: 2 EAR WALL DESIGN N _ (IBC 2012 / CBC 2013 / SDPWS OB) ; ,. 10 WALL(S) @ Right of 3-Car Garage PLATE HT= 10 ft " -ft (WALL 1= s.00 ft OPENING= ' o-00 ft Walll E= 8.00 ft) WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 L5 LOAD =( 158 plf ( 0.0 ft/2 + ,._ 5 ) = 790 • Ibs TOTAL WALL LENGTH 8.00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 - ) _ 0 Ibs .. LOAD =(- 0' plf ( 0.0 ft / 2 + 0 ) = 0 Ib s. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = . 0 Ibs L SHEAR = T. LOAD / L = 790 Ibs / 8.00 ft = 99 Ibs/ft ANCHOR/STRAP? ANCHOR 99 Ibs/ft GOV.FORCE= WIND U S E A0 W/5/8".Dia.x 10" A.B.'S @ 72 "o/c AB72 UPLIFT: L (Wall)= 8.0 . ft LOAD= 790 Ibs. O.T.M.= 7900 ft-Ibs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT= 14 psf x 10 ft = 140 Ibs RDL= 22 psf TrbW= 2 ft FDL= 0, psf TrbW= 0 ft RES.MOM= 3945lbs UPLIFT=(O.T.M.-R.M.)/L„„ii UPLIFT=_ 494 Ibs L PROVIDE SIMPSON: HTT4 ` PER POST, CAPACITY= 3610 Ibs O.K . Dia hra m Len th= 23 ft Provide A35's or H1's @ 156 inches O.C. V= 34 plf 1© WALL(S) @ Rear of Covered Patio _ PLATE HT= 8.5 ft (WALL 1= 2.50 ft OPENING= o.00 ft Walli E= 2.50 ft) WALL2= 2.50 ft WALL 3= o.00 ft WALL 4= o.00. ft . LOAD =(• 127 plf ( 0.0 ft / 2 + 10 ) = 1270 IbS. TOTAL WALL LENGTH = 5.00 ft - LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs LOAD =( !0 plf ( 0.0 ft / 2 + 0 ) _ _ 0 • Ibs ;.; LOAD =( _ 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs L SHEAR = T. LOAD / L = 1270 Ibs / 5.00 ft 254 Ibs/ft ' ANCHOR/STRAP? ANCHOR CORRECTED PER H/W RATIO (SDPWS 08 Table4.3.4 )= 432 Ibs/ft . _.:� ...... . GOV.FORCE= SEISMIC U S E 12 W/5/8" Dia.x 10" A.B.'S @ 52 "o/c AB52 UPLIFT: L (Wall)= 2.5 ft LOAD= - . 635 Ibs. O.T.M.= 5398 - ft-Ibs RESISTING MOMENT 0.9x[Bearirig Wall Weight +Roof D.Lffrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)2-/2 . ,= WALL WT= 14 psf x 8.5 ft = 119 Ibs RDL= 22 .,psf Trbw= 6.5.. ft FDL= 0., psf . `TrbW= 0 ft RES.MOM= 736.88 Ibs UPLIFT=(O.T.M.-R.M.)/L,,aii' UPLIFT= 1864 Ibs PROVIDE SIMPSON: HTT4 - PER POST, CAPACITY= 3610 Ibs O.K Diaphragm Len th= 24 ft Provide A35's or Hl's @ 100 inches O.C. V= 54 plf M 1© WALL(S) @ Rear of Nook & Gr. Rm - Expanded Patio � PLATE HT= 10 ft (WALL 1= 4.60 ft,' OPENING= o.00 ft WaIll E= 4.00 ft) WALL2= 9.0o ft WALL 3=. o.00'-ft WALL 4= o.00 ft T1 LOAD =( 385 plf ( 29.5 ft / 2 + ;.0 ) = 5679 Ibs. TOTAL WALL LENGTH 13.00 ft LOAD =( 0 plf ( 0.0 ft / 2 -+ 0 ) _ 0 Ibs LOAD ._( 0 • ;.plf( plf ( . 0.0 ft / 2 + 0 ) = 0 Ibs r ,. ti. ... .............:: LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lb s L SHEAR = T. LOAD / L = 5679 Ibs / ' 13.00 ft 437 Ibs/ft •':' ANCHOR/STRAP? ANCHOR 437 Ibs/ft ::i.....:..:. GOV.FORCE= WIND U S E 12 W/5/8" Diax 16" A.B.'S @ 28 "o/c A628 UPLIFT: L (Wall)= 4.0 ft LOAD= 1747 ................................... lbs. O.T.M.= 17473 ft-lbs. RESISTING MOMENT = . 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)Z /2 WALL WT=- 28 - psf x ' 10 ft = 280 Ibs RDL= 22 . psf Trbw= 3 ft - FDL= 14 , psf TrbW= 9 ft -'-'RES.MOM= 2529.9 Ibs UPLIFT=(O.T.M.-R.M.)/L„,,11 UPLIFT= 3736 lbS PROVIDE SIMPSON: HITS PER POST, CAPACITY= , 4350 Ibs O.K Diaphragm Length= 40 ft Provide A35's or H1's @ 36 inches O.C: V= 142 plf ' VERSION 2011,E Page: 25 E S I /. F M .E Inc. Date: 12/18/2013 STRUCTURAL ENGINEERS Job #: D 1 6 2 Client: Adom Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #: 2 SHEAR WALL DESIGN (IBC 2012 / CBC 1013 / SDPWS-08) w J WALL(S) @ Rear of 3-Car Garage PLATE HT= 10 ft (WALL 1= 20.00 ft OPENING= - o.00" ft Walll E= 20.00'ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4=. o.00 ft T1 LOAD =( 385 plf ( 29.5 ft / 2 + 0 ) = 5679 lbs. TOTAL WALL LENGTH = 20.00 ft T2 LOAD =( 394 plf ( 21.3 ft / 2 + 0 ) = 4186 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 = 9865 Ibs / 20.00 ft = 493 Ibs/ft ANCHOR/STRAP? ANCHOR 493 Ibs/ft /.FORCE= WIND U S E 13 W/5/8" Dia.x 10" A.B.'S @ 24 "o/c AS24 UPLIFT: L (Wall)= 20.0 ft LOAD= 9865 Ibs. O.T.M.= 98650 ft-Ibs RESISTING MOMENT = 0.67x[Bearing Wall'Weight +Roof D.L.xTrib.Width +Floor D.L.xTrib.Width]x(S.W. Length )2 /2 WALL WT= 20 psf :i 10 ft = 200 Ibs RDL= 22 psf Trbw= 14.5 ft FDL= 14 psf TrbW= 11.75 ft RES.MOM= 915891bs UPLIFT=(O.T.M.-R.M.)/L,,,,,, UPLIFT= 353 Ibs PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 Ibs OX . = 23 ft Provide A35's or H1's @ 12• inches O.C. V= 429 Dlf J WALL(S) @ Front of Dining PLATE HT= 10 ft (WALL 1= 3.25 ft OPENING= o.00 ft Walll E= 3.25 ft} WALL2= 3.25 ft WALL 3= o.00 ft WALL 4= o.00 ft T4 LOAD =( 61 plf ( 8.0 ft / 2 + 0 ) = 244 lbs. TOTAL WALL LENGTH = 6.50 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 244 Ibs / 6.50 ft 38 Ibs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER HIW RATIO (SDPWS-08 Table4.3.4 )= 58 Ibs/ft ✓,FORCE= SEISMIC U S E 10 W/5/8" Dia.x 10" A.B.'S @ 72 "O/c A672 UPLIFT: L (Wall)= 3.3 ft LOAD= 122 Ibs. -O.T.M.= 1220 ft-Ibs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length) /2 WALL WT= 14 psf x 10 ft = 140 Ibs RDL= 22 psf TrbW= 4.25 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 1109.9lbs UPLIFT=(O.T.M.-R.M.)/LN,,,, UPLIFT= 34 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs OX 12 ft inches O.C. V= 21 OX WALL(S) @ Not Used PLATE HT=' i ft (WALL 1= .i.00 ft OPENING= o.00 It Waill 7-= 1.00 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. TOTAL WALL LENGTH = 1.00 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0. plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. L SHEAR = T. LOAD / L = 0 Ibs / 1.00 ft 0 Ibs/ft ANCHOR/sTRAP? ANCHOR 0 Ibs/ft GOV.FORCE= WIND U S E 10 W/5/8" Dia.x 10" A.B.'S @ 72 . "o/c A672 UPLIFT: L (Wall)= 1.0 ft LOAD= 0 Ibs. O.T.M.= '0 RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length )2 /2 WALL WT= 0 psf x 0 ft= 0 Ibs RDL= .0 psf TrbW= 0 ft FDL= 0 psf RES.MOM= 0lbs UPLIFT=(O.T.M.-R.M.)/L,,,ii UPLIFT= 0 Ibs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs O.K Diaphragm Length= 0 ft Provide A35's or H1's @ N.A. inches O.C. V= N.A. plf ft-Ibs .TrbW= 0 ft Page: 26 E S I/ F K E Inc. Date: 12/18/2013 STRUCTURAL ENGINEERS Job*: D 1 6 2 Client: Adom Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #: 2 u" . SHEAR r 1NAL` E1. DESIGN :1N-ITH:' HARDY FRAMES." (ICC-ESR-2089) 15 WALL(S) @ Front of Garage 1/1/2030 - S.W.1 S.W.2 S.W.3 S.W.4 S.W.5 S.W.6 TOTAL WALL LENGTHS (ft)— 1.5 1.5 0 0 0 0 = 3.00 ft WIND T2 LOAD = ( 394.0 lbs / ft) ( 21.5 ft/2 + . 0) _ 4236 lbs. LOAD = ( 0.0 lbs / ft) (. 0.0. ft/2 + 0) = 0 lbs. LOAD = ( 0.0 lbs / ft) ( 0.0 ft / 2 + 0 ) = 0 lbs. . LOAD = ( 0.0 Ibs / ft) ( 0.0 ft/2 + 0) _ 0 lbs. TOTAL LOAD = 4236 lbs SEISMIC T2 LOAD = ( 258.5 lbs / ft) ( 21.5 ft/2 + 0) = 2779 lbs. LOAD = ( 0.0 lbs / ft) ( 0.0 ft/2 + 0) = 0 lbs. LOAD = ( 0.0 lbs / ft) ( 0.0 ft / 2 + 0) = 0 lbs. LOAD = ( 0.0 lbs / ft) ( 0.0 ft/2 + 0) = 0 lbs. TOTAL LOAD = 2779 lbs GOVERNING FORCE = WIND GOVERNING LOAD = 4236 lbs. CAPACITY OF HARDY FRAMES = ( 2 ) x 2415, _ 4830 lbs > 4236 lbs O.K. USE ( 2 ) HARDY FRAME MODEL: HFX-18x9 1-1/8 STD Wall Weight = •1.4.00 lbs/ft UPLIFT: L( Wall) = 1.50 ft Plate Height = 9.00 ft. LOAD = 2118 lbs. 0. T. M. = 19060 ft-lbs RESISTING MOMENT = 0.67x[Wall Weight +Roof D. L. xTrib. Width+ Floor D.L.xTrib.Width ]x(S.W. Length)Z /2 Roof D.L. Roof Trib.W Floor D.L. I Floor Tr1b.WJ S.W.Length 20 4.625 0 0 1.50 -2/2 = 165 ft-lbs UPLIFT=(OTM-RM)/L= 19060 - .I65 / 1.50• _ 12597 lbs. UPLIFT CAPACITY OF HARDY FRAME = 21620 lbs > 12597 lbs O.K. CONCRETE STRENGTH= 2500 PSI HARDY FRAME MUST BE PLACED ON FOUNDATION ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: "Darby Lane Estates". La Quinta, CA. Page: 27 Date: 512012014 Job #: D 16 2 Client: Adorn Ventures, LLC Plan#: 2 12 WALL(S) @ Rear of Nook & Gr. Rm - Basic Plan ' PLATE HT= 10 ft 4= ft (WALL 1= 3.50 ft OPENING= 0.00 ftWalllY= 3.50 ft) WALL2= 4.00 ft WALL 3= s.so ft WALL o.00 ... LOAD 385 * plf ( 29.� ft/2+ 0 5679 Ibs. TOTAL WALL LENGTH .00 ft ............ LOAD 0 plf ( 0.0 ft / 2.+ 0 0 lbs.......... ............. LOAD 0 plf ( 0.0 ft/2+ 0 0 Ibs. ..... . LOAD0 plf 0.0 ft/2+ 0 0 Ibs ........ ........ L SHEAR = T. LOAD L 5679 lbs 13.00 ft = 437 lbs/ft ANCHOR/STRAP? - ANCHOR 437 lbs/ft GOV.FORCE= WIND U S E /1 2 W/5/8" Dia.x 10" A.B.'S @ 28 110/c UPLIFT: L (Wall)= 3.5 ft LOAD= 1529 lbs. O.T.M.= 15289 ft-lbs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL wr= 28 psf x 10 ft = 280 lbs RDL= 22 psf Trbw= 3 ft FDL= 14 psf TrbW= 9 . ..... ft RES.MOM= 1937 lbs UPLIFT=(O.T.M.-R.M-)/Lwail UPLIFT= 3815 lbs PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 lbs NOT O.K. .. . . ..... . Diaphragm Length= 23 ft Provide A35's or Hl's @ 20 -inches O.C. V= 247 ... .... .. ... If WALL(S) @ Rear of Nook & Gr. Rm - Opt? Multi -Slide PLATE HT= 10 ft (WALL 1= 4.00 ft OPENING= o.00 ftWallll= 4.00 ft) WALL2= 9.00 ft WALL 3= o.00 ft WALL 4= o.00 ft L0 385 AD plf 29.5 ft/2+ 0 5679 lbs. TOTAL WALL LENGTH 13.00 ft 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= 5679 lbs 13.00 ft 437 lbs/ft . . ............ ........................ . ..... ANCHOR/STRAP? ANCHOR 437 lbs/ft .......... ...... GOV.FORCE= WIND U S E Al2 W/5/8" Dia.x 10" A.B.'S @ 28 .10/c UPLIFT: L (Wall)= 4.0 ft LOAD= 1747 lbs. O.T. M. 17473 ft-lbs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Flooir D.L.xTrib.Width]x(S.W. Length)2 /2 WALL Wr= 28 psf x 10 ft = 280 lbs RDL= 22 psf Trbw= 3 ft FDL= 14 psf TrbW=.. 9 ft RES.MOM= 2529.9 lbs UPLIFT=(O.T.M.-R.M.)/L,,.11 UPLIFT= 3736 lbs PROVIDE SIMPSON: Hrr4 PER POST, CAPACITY= 3610 lbs NOT O.K. Diaphragm Length= 24 ft Provide A35's or Hl's @ 20 inches O.C. V= 240 If 0 WALL(S) @ Not Used PLATE HT= 10 ft (WALL 1= 4.00 ft OPENING= 0.00 ft WaIll J= 4.00 ft) WALL2= 9.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T.. LOAD 385 plf ( 29.5 ft/2+ 0 ) = 5679 lbs. TOTAL WALL LENGTH = 13.00 ft ....... ..... 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 = 5679 lbs / 13.00 ft 437 lbs/ft: ... .... ....... ... ANCHOR/STRAP? ANCHOR 437 1 b s/ ft GOV.FORCE= WIND U S E Al2 W/5/8" Dia.x 10" A.B.'S @ 28 ..O/c UPLIFT: L (Wall)= 4.0 ft LOAD= 1747 lbs. O.T.M.= 17473 ft-lbs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. Length)2 /2 WALL WT= 28 psf x 10 ft=- 280 'Ibs RDL= 22 psf TrbW= 3 ft FDL= 14. psf TrbW . 9 ft.: RES.MOM= 2529.9 lbs UPLIFT=(O.T.M.-R.M-)/Lw.11 UPLIFT= 3736 lbs PROVIDE SIMPSON: HITS PER POST, CAPACITY= 4350 lbs O.K Diaphragm Length= 40 ft Provide A35's or Hl's @ 36 inches O.C. V= 142 plf VERSION 201 tro Page: 28 E S IJ F M E Inc.. Date: 12;18/2013 STRUCTURAL ENGINEERS Sob #: D 1 6 2 Client: Adom Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA: Plan #: 2 �1� STORY FOUNDATI,ON; D�EShGN�, SOILS REPORT BY: Sladden Engineering ; 30B NO: 544-13266 13-10-479 / 544-34SS 03-10-700 DATE: 10-23-2013 / 10-29-2003 ALLOWABLE SOIL'BEARING PRESSURE = 1500 psf Very Low Expansion SOIL SITE CLASSIFICATION `= D Non -Corrosive SLAB DESIGN: Low.Sulphate, 100.ppm ,USE 4" ' THICK SLAB W/ #3 rebars at 18" o.c: each.way at midheight 2 " SAND. / OVER 10 MIL VISQUEEN OVER 2 " SAND. CONTINUOUS FOOTING DESIGN: Wt. L Roof : ( 42 ) ( 21.3) = 892.5 plf Wall . ( 14 ) (. 20) = 280 plf _ Deck ( 54. ) ( 9.25) = 499.5 plf TOTAL LOAD = 1672, plf * Required Min.' Foundation Width = ( 1672 ) / ( 1500' - 50) 1.15 ft. ' r EXTERIOR FOOTINGS: 1-STORY FOOTING:. USE 12 in. wide x 18 in. deep with 1-#4_ bar T/B cont. T 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: POST 4x min. EXTERIOR: P max = Allowable x S x W / 144 _ _ _ _ _ N _ _ _ _ _ID 45 Pmax ( 1-Story.) = 70.00 Ibs. INTERIOR: P max = Allowable x S z W/ 144 S=(D+8")x2+4 Pmax ( 1-Story) = 5500 lbs. VERSION: 1.4 Page 29 of 29 E S I/ F M E' Inc. Date 716j2014 STRUCTURAL ENGINEERS Job #: D 1 6 2 Client: Adom Ventures, LLC Project Name: "Darby Lane Estates". La Quinta,,CA. Plan #: 2 lt rb a h" IF'CTe-liu1 SOILS REPORT BY: Sladden Engineering 30B NO: DATE: ALLOWABLE SOIL BEARING PRESSURE = 1500 psf OVERBURDEN WEIGHT = 0 psf SOIL SITE CLASSIFICATION = D Pad Design: DEPTH OF PAD = 18 inches Minumum Reinforcement %: 0.0014 Pad No: 1 : P = R( B11 ) = 6571 Ibs Area = ( 6571 ) / ( 1500 - 0 ) = 4.38 sq. ft., hence = ' 2.09 ft. (minimum) MIN. REQUIRED REINFORCEMENT = 0.76 inZ =>As REQUIRED PER FT OF WIDTH= 0.30 inZ * Use pad 30 " square x 18 "deep, w/# 5 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.31. in' Pad No: 2 : P.= R ( B13 ) = 8751 Ibs Area = ( 8751 ) / ( 1500 - -0 ) = 5.83 sq. ft., hence = - 2.42 ft. (minimum) MIN. REQUIRED REINFORCEMENT = 0.76 inZ =>As TO USE PER FT OF WIDTH= 0.30 inZ * Use pad 30 square x 18 "deep,.w/# 5 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.31 in Pad No: 3 ; P = R ( B15 ) _10971 .Ibs Right Area = ( 10971 ) / ( 1500 - 0 ) = 7.31 sq. ft., hence = 2.7 ft. (minimum)withezfededlYg" MIN. REQUIRED REINFORCEMENT = 0.76 in =>As TO USE PER FT OF WIDTH= 0.30 in * Use pad 30 " square x 18 "deep, w/# 5 Bars @ 12 " o.c. E.W. @ bottom , =>As USED PER FT OF WIDTH= 0.31 in Pad No: 4 .: P = R ( B15 ) _ 8311.? ,' Ibs Left ,Area = ( 8211 ) / ( 1500 - 0 ) = 5.47 sq. ft., hence = 2.34 ft. (minimum) MIN. REQUIRED REINFORCEMENT = 0.76 in =>As TO USE PER FT OF WIDTH= 0.30, in * Use pad 30 " square x 18 "deep, w/# 5 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.31 in Pad No: 5 : P = R ( ) = 0 Ibs Area = ( 0 ) / ( 1500 - 0 ) = 0 sq. ft., hence = 0 ft. (minimum) MIN. REQUIRED REINFORCEMENT = 0.60 in =>As TO USE PER FT OF WIDTH= 0.30 in * Use pad 24 " square x 18 "deep, w/#' 5 Bars @ 12 " o.c. E.W. @ bottom =>As USED PER FT OF WIDTH= 0.31 in` VERSION: 2011.1