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Darby Estates TR 31087 (Plan 1M) Structural Calcsr .. E S I/ F M E INC. STRUCTURAL ENGINEERS RECEIVED JUL 0 g 2015 CITY OF LA QUINTA .COMMUNITY DEVELOPMENT PRO ECT: Structural calculations for "DARBY LANE ESTATES" on project to be built at Darby Road (east of Washington Street), La Quinta, CA. PLAN 1 M . Lot 8 (with extended Garage and rea_ r 'Covered Patio) CBC 2013 Date: June 30th, 2015. Revisions: C 6/30/2015 Client: Adom Ventures, L.L.C. Client job No. Len Nobel Shipped: opI-�y �3 -SDA 0 2Oi5 JUN 3 L a. UILb?N FOR CONST I)ATE B 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: i-2819 Page: 2 S I / F M E Inc. STRUCTURAL ENGINEERS Project Name: "Darby Lane Estates", La Quinta, CA. ILOAD CONDITIONS: Wd.Shake Rock Tile © © 0 >4:12 >4:12 >4:12 ive Load 20.0 psf 20.0 psf 20.0 psf ;oofg MVI 4.0 - - 12.0 wilt -Up - - 6.0 - - heathing 1.5 1.5 1.5 ;oof Rafters 1.5 1.5 1.5 veiling Joist 1.5 1.5 1.5 irywall 2.5 2.5 2.5 liscellaneous 3.0 3.0 3.0 otal D.L. 14.0 psf 16.0 psf 22.0 psf otal Load 34.0 psf 36.0 psf 42.0 psf STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS 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. 3. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. 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. Client: Adorn Verr Plan *: 1M - Lot 8 FLOOR: w/o Conc. Live Load 40.0 psf D. L. of F. F. 5.0 Miscellaneous 1.0 Sheathing 2.5 Floor Joists 3.0 Drywall 2.5 Total D.L. 14.0 psf Total Load 54.0 psf Date: 6/30/2015 Job*: D162-2 L.L.C. w/ 1- 1/2" Ltwt Conc. & 1" gyperete 40.0 psf 15.0 1.0 2.5 3.0 2.5 24.0 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: P/T FOUND. Rev.: DATE: PLAN CHECK: DATE: REVISIONS: AO SHTS: p. 19 -Add wall #12 @Plan 1 M DATE: 4/30/2014 Init.: RRW BB SHTS: p. 17 - Extended Rear Patio DATE: 6/1/2015 at Lot 6 Init.: CC SHTS: p. 19A DATE: 6/30/2015 at Lot 8 Init.: CD> SHTS: DATE: Init.: <E> SHTS: DATE: Init.: OF SHTS: DATE: Init.: GJ 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: JUN 3 0 2015 Page: 3 E S I/ F M E Inc. Date: 12/17/2013 STRUCTURAL ENGINEERS Job it: D 16 2 Client: Adorn Ventures,.L.L.C. yProject Name: " Darby.Lane Estates", is Quinta, CA. Plan #: 1 DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 2013 CALIFORNIA BUILDING CODE REV. 11104/N13 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=184si; E=1.6/1.7 2x4 #2: Fb'= 1315/1552 psi; fv=180 psi; E=1.6 410 #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=1.6 414 #2/#1: Fb = 900/1000 psi; fv=180 psi; E=1.6/1.7 2x10 #2: Fb = 990/1138 psi; fv=180 psi; E=1.6 416 #2/#1: 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 6xl2 #1/SS: Fb = 1350/1600 psi; fv=170 psi; E=1.6 It is recommended that lumber be free of heart center. PARALLAM PSL 2.0E Glued Laminated Beams: Douglas Fir -Larch fb=2900.psi; fv=290.psi; E=2.0 Ind. App. Grade: Fb=2400.psi;Fv=240 si;E=1.8E6 psi MICROLLAM LVL: Fb=2600 si;Fv=285psi;E=1.9 CONCRETE 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 2. All structural concrete ................. ................................ :....................... 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 l / F M E Inc. Date: 12/17/2013 STRUCTUR:4�L �EIGGIIVEERS� ' ,ob #: D-1 e 2 Client: Adorn Ventures, L.L-.C. Project Name: "Darby Lane Estates", La Quinta, CA. Plan #: i 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 Yo/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 2-94 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 HTT5 er 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 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. ERSION. 2Q14.0 • - " Page: - 5 - ' E S I/ F M E Inc. Date: 12/18/2013 STRUCTUR,4 L ENGINEERS` Job ##: D 1 6 2 ' Client: Ado Ventures, LLC Project Name "Da'rby Lane Estates". La Quinta, CA. NDS 2012, CBC 2013 8 SDPWS-08 (ASD) L2 c� `'-; Header at-rear'of Dining Room"Lim P2' Member Span = 6.0 -ft ` Pl P1= 2604 Ibs'from "@L1= 3.8'ft DL= 1364 Ibs t w. Girder Truss'fie P2= 0 Ibs from @L2= 0.0 ft DL= o Ibs -5 y R1 TOTAL PSF TRIBUTARY (ft), PLF Dead Load ROOF = ( 42 )x( 15.5 +, 1.5 )= 714 t 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 DECK = ( 54 )x( 0.0 + 0.0 0 14 plf )_ � �psf =_> 0 plf SELF WEIGHT = 8.8 8.75 psf =_>. • 8.8 ` plf TOTAL LOAD = 750.8 PLF TOTAL D.L. = 410.8 PLF MEMBER SIZE,= ({ 1-.)aYr4� 1'X �r '1? xi ALTERNATE BEAM = ' DESIGN: j - n= 0.1111 PSL/VL/6x5AWN, 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 . - k E_ . 1.60 x106 psi Mmax = 7040.25 ft-Ib= 84.48 in-K 'Vmax= Rmax-(w*d)= 3176 Ibs R1= 3229 Ibs R2= 3880 • Ibs Cd=. 4-Roof . = 1.25 • , R1 D.L. 1744 Ibs R2. D.L.= 2085 Ibs - _ .. R1 L.L.= 1485 - • Ibs, R2 L.L. 1795 Ibs - - Sreq.= Mmax/(Fb*Cd)= 61.44 in3' Sprovided= 73.8 in " O.K. Areq =1.5*Vmax/(Fv*Cd)=. 21.2 in Aprovided= 39:4 'in' Q.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 O2 Header at rear of Great Room LI P2 Member -Span = .12.0 ft f Pl P1=.. 0 Ibs from @u= 0.0 ft DL= o . Ibs w 'Y�a+�`�L.`�"P'+yl�•x 'P2= 0 Ibs from @L2= OA ft DL= 0 Ibs"`; >�'`�� ?' Ri. R2 TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( %42 )x( . 14.8. + 0.0 )= 619.5 22 psf =_> 324.5 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 = ' 13.0 13 psf =_> 13.0 plf TOTAL LOAD= 660.5 PLF TOTAL D.L. = 365.5 PLF ;MEMBE_R SIZE= (' w w 1 �e_)Y` .....3:51 x li 875 r ," ..... F ryF , (Parallam, PSL) , ALTERNATE BEAM = DESIGN: n= 0.1111 PSLjVL/6x5AWN, Size Factor, Cf 1.00 [If d>12, Q= (12/d)(")], n= 0.136'LVL d= 11.875 in:' Repetitive Member, Cr=> No => Cr=, 1 n= 0.092 LSD b= 3.5 in. Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi E= 2.00 x1o6 psi Mmax = 11888.79 ft-lb= 142.67 in-K Vmax= Rmax-(w*d) 3309 Ibs R1= 3963 - Ibs - R2= 3963 Ibs Cd= 4-Roof , _. 1.25 R1 D.L.= 2193 Ibs R2 D.L.= . 2193 Ibs , R1 L.L.= 1770 Ibs R2 L.L. 1770 Ibs ' Sreq.= Mmax/(Fb*Cd)= 39.36' in3 . Sprovided= • + 82.3 'in3 O.K. ` Areq =1.5*Vmax/(Fv*Cd)= 13.7 -in 2- Apo'ided= 41.6 in2 O.K. , AII.Def = L/ 360. _ 0.40' - in. Actual Def.= . 0.32 in. O.K. Dead Load Def.= 0.17 in. - GLB.Camber = D.L. Def.x 1.5 = ..N.A. , in. Actual Def.= 456 iER.:1.111.1 6 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#: 11,17 NDS 2012, CBC 2013 & SDPWS-08 (ASD) L2 3' Header at rear. of Master Suite' LI"" Pl " Member Span = • 6.0 ft Pl=• 3192 Ibs from @L1= 2.8 ft DL= '1672Ibs W. ' Girder Truss P2=. , 0 Ibs from 61L2= 0.0 ft DL= 0 - Ibs R1 • r R2 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 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 = 8133.13 ft-lb= 97.60 in-K Vmax= Rmax-(w*d)= 3277 Ibs R1= 3981 , Ibs - R2= - 3715 Ibs Cd= 4-Roof = 1.25 , RI p.L•=' 2138 - Ibs - R2 p.L.= '1999 Ibs RI L.L. 1843 Ibs R2 L.L._ . 1717 Ibs r Sreq.= Mmax/(Fb*Cd)= 70.98 in' Sprovided= = 73.8 in' - O.K. Areq =1.5*Vmax/(Fv*Cd)= 21.8 inZ Ap�o��ded= 39•4 in " O.K. AII.Def = L/ 360 = 0.20 in. Actual Def.= 0.08 in. O.K. Dead Load Def.= 0.04 in. GLB Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.=.L/ 908 O4 Header between Great Room & Den Ll P2 Member Span = 5.0 ft P1 P1= 1968.75 Ibs from @u= 4.0 ft DL= 1031 Ibs V r Girder•Trussxr'` sx: `' P2= 420 Ibs from @Lz= 4.0 ft DL= 42o Ibs E Pony Wall R1 R2 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 MEMBERSIZE �i2..1`4�):w 4 x.12 `> isrBy�(DF #1)k mr rx ALTERNATE BEAM .= , DESIGN: n=. 0.1111' PSL/VL/6xSAWN Size Factor, Cf = • 1.00 - [If d>12, Cf=,(12/d)(")] n= 0.136 LVL d= 11.250 Repetitive Member, Cr=> I. No => Cr= - 1 n=0.092 LSL b= - 3.5 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 lb s Cd=' 4- Roof = 1.25 R1 p•L•= • 1523 Ibs R2 p•L•= 2394 Ibs 1 , R1 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 in' Aprovided= 39•4 inZ - O.K.' " <AII.Def = L/.'360 _ 0.17 ". in.. Actual Def.= , 0.03 • in. OX Dead Load Def.= 0.02 • in.''' GLB Camber = D.L: Def.x 1.5 = N.A' in. ' Actual Def.= 1875 VER 210". V. Page: 7 ESI/FME Inc. STRUCTURAL ENGINEERS Project Name: "Darby Lane Estates". La Quinta, CA. NDS 2012, CBC 2013 & SDPWS-08 (ASD) OHeader 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 TOTAL PSF TRIBUTARY (ft) PLF ROOF = ( 42 )x( 20.5 + 0.0 )= 861 WALL = ( 10 )x( 2.0 + 0.0 )= 20 FLOOR = ( 54 )x( 0.0 + 0.0 )= 0 DECK = ( 54 )x( 0.0 + 0.0 )= 0 SELF WEIGHT = 8.8 TOTAL LOAD = 889.8 PLF Date: 12/18/2013 Job #: D 16 2 Client: Adorn VenturesLLC Plan ##: 1 Dead Load 22 psf =_> 451 plf 10 psf =_> 20 plf 14 psf =_> 0 plf 14 psf =_> 0 plf 8.75 . psf =_> 8.8 plf TOTAL D.L. = 479.8 PLF ALTERNATE BEAM = DESIGN: n= 0.1111.PSL/VL/6xSAWN Size Factor, Cf = 1.00 [If d>12, Cf= (12/d)L"i] 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 R1= 2892 Ibs R2= 2892 . Ibs Cd= 4-Roof = 1.25 Rl D.L.= 1559 Ibs R2 p.L.= 1559 Ibs RI L.L.= 1333 Ibs R2 L.L.= 1333 Ibs Sreq.= Mmax/(Fb*Cd)= 41.01 in3 Sprovided= 73:8 in3 O.K. Areq =1.5*Vmax/(Fv*Cd)= 13.7 inZ Aprovided= 39.4 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.= U 1:450 OHeader at front of Entry Member Span = 6.5 ft P1= 0 Ibs from P2= 0 Ibs from TOTAL PSF ROOF = ( 42 )x( WALL = ( 14 )x( FLOOR = ( 54 )x( DECK = ( 54 )x( @L1= 0.0 ft DL= o Ibs @L2= .0.0 ft DL= o Ibs TRIBUTARY (ft) PLF 8.3 + 1.5 )= 409.5 6.0 + 0.0 )_ 84 0.0 + 0.0 )= 0 0.0 + 0.0 )_ 0 SELF WEIGHT = 10.4 TOTAL LOAD = 503.9 PLF 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 ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VU6xSAWN Size Factor, Cf = 1.00 [If d>12, Cf= (12/d)(")] j n= 0.136 LVL d= 9.500 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 = 2661.17 ft-lb= 31.93 in-K Vmax= Rmax-(w*d)= 12.39 Ibs R1= 1638 Ibs R2= 1638 Ibs Cd= 4-Roof = 1.25 RI p•L.= 1004 Ibs R2 p.L.= 1004 Ibs RI L•L•= 634 Ibs R2 L.L.= 634 Ibs Sreq.= Mmax/(Fb*Cd)= 8.81 in3 Sprovided= 52.6 in3 O.K. Areq =1.5*Vmax/(Fv*Cd)= 5.1 inZ Aprovided= 33.3 inZ O.K. AII.Def = L/ 360 = 0.22 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.= U 1928 VER.Iul? i age: 8 j E S I/ FA E Inc. Date: 12/18/2013 _ STRUCTURAL ENGINEERS : Job #: 016 2 .- ....� _ ... _.. ___-_. - . -. r - - .. .• �••~•Y-:fi+�'1�` �.. �.�.-r�V:r•�+H.... nr.♦ .. .i:: �".'•i+5 tk•�a- .- Client: Adom Ventures,.LLC -Project Name 'Darby.Lane Estates". La Quinta, CA. NDS-2012, CBC 2013 8 SDPWS-08 (ASD) ".OHeader at 'right of i-Caer Garage " P2 LI R Member Span ',= 9.0 ft I P1= 1680 Ibs from ' @L1= 6.0 ft DL= 880 :Ibs :_,_•. _ . W Girder Truss„ ° `x P2= 1260, . Ibs from @Lz= 7.5 ft DL= 660 Ibis Roof R1 R2 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 30- 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 , Y' ms r ' w'tx .•' I il2m P$ ". 3 5_ 875x ' _.».. .�, . ,�. ALTERNATE BEAM = DESIGN: n= 0.1111 PSL/VL/6xSAWN Size Factor, Cf = 1.00 [If d>12, Cf= (12/d)I")] n= 0.136 LVL• d= - 11.875 Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 3.5 Fb= 2900, x Cf x Cr= 2900 psi • Fv 290 psi E= 2.00 x106 psi Mmax = •5987.88 ft-lb= 71.85 in-K Vmax= •Rmax-(vv*d) .2535 Ibs R•1= 1238 Ibs R2= 2638 Ibs �Cd= •¢-Roof = 1.25.. RI D.L.= 700 ^ Ibs R2 D.L.= 1434 Ibs R1 L.L.= 538 • Ibs Rz L.L.= 1204 . Ibs Sreq.= Mmax/(Fb*Cd)= 19.82 Ina. 5pro'vided=" 82.3 in3_ O.K. Areq =1.5*Vmax/(Fv*Cd)= 10.5 inZ - Aprovided= 41.6 inZ• O.K. AII.Def = L/ 360 = 0.30 in. Actual Def.= 6.09 in. O.K. 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 J ^ Member Span = 5.0. ft , P1= 0 Ibs from @L1= 0.0 ft DL= o Ibs P2= 0 • Ibs from', @L2= 0.0 ft DL= o Ibs in. in. 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 a" 14 psf =_> 0 plf ' 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 MEMBER SIZE�x'aC° '* "T 1/ s -...... .w ... .. _. .c......rcn,K. i :.<... a,n•._.... rt.......-1'. 2..d! "�.E-..+A-r"t..w"._:M`T ..,) .. C:C ,., f`'-:. ALTERNATE BEAM = DESIGN: n= 0.1111 PSL1VV6xSAWN , Size Factor, Cf = 1.60 [If d>12, Cf= (12/d)(")] n= 0.136 LVL d= 7.250 . in. Repetitive Member, Cr=> No - _> Cr= 1f. '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 " R1= 1292 Ibs RZ= 1292 -.Ibs Cd= 4-Roof 1.25 R1 D.L.- 717 Ibs Rz D.L. 717 Ibs r' Rl L.L.= 575 • Ibs R2 L.L.= - 575 Ibs Sreq.= Mmax/(Fb*Cd)=` '13.2.5 Ina ,Sprovided= 30.7 in O.K. Areq=1.5*Vmak/(Fv*Cd)= 6.5 . inZ " 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. = 0 •1469 VER,2V1,1 , Pa e: ti Date: 12/17/2013' Job #:' D 16 2 4 1 Client: , Adom Ventures, L.L.C. r. Project Name: "Darby Lane Estates", La Quinta, CA Plan #: ` 1 1% x des ��� ,daps Stitimmary Report w Repor# Tifiie D1`62 t?a'rby�larte Estates La...Curnta 'GIA ,� 14on;DemmlIer I$i 2P13 ul IFI. Code Refexeirtce E}acumeat ASCE 7 10:Staeidars • - 7 - �ldliiC�1 il}��IZaS f15C.s.S;iiet%�srf d2t2 �L2f�2i2}e IR 2fr"il$} "' . ` M Site;Coord tes 33 7704 ziWdN 16 29tr9 '"}` A 1rN e y S1te Sit dasdlcation She Ciass•D ".SE61�€ Sa€" } ' Risk."Category I/3"IIIt Y 74 SO wRiR t Mi %".W»��j,i m . - �-: rS�'tsa : � ` � � � .� �_ � � Dvr•"5e � R �'.v � x.gx � ag " am- �""'a`�;• " Y 's. �f..k`F#.«sC�� i$WARM 'w^''.i' : �� 2 t z s« p'lu•'.r'`3,"`1g�29v -Yy rT rS'�'tis _ rz��� .Err x �.o® �hpQecs► f USGS PtOided O:ocput t f Sa_= Q.706 for intorxriatsan on;ovr tip SS and Si vaEa=s aLwve havice L+n mlculateiS'€romyrabab€ishc {n�[argeedj:and dete�orn svc ground Tno ons in tiesler tior►'of maximum':hoii=hit f respa»se.:pE.ease curry ultfte.apR'Idiatlon a.ncl SAectthe92 D9 P�t9&_ `bs�ideng;code r��re ceduucmeiir. ' 1 t�tcEa ttesonse SpectrumUe s#fin Response 5pcturn R76 ; E7i Ce G� Qs6A• ` r ..� � 0:55 �` � :t RG4» - tt:6a i.ea zoo : a oa 0 z6 as�'OX0 Qsa; iao f.xa sa x.so L.�tf .0a, period. fi isecc t r Peri�iL �° (seci r � } 1 Page: 10 E S I/ F M E I n c. Date: 12/19/2013 STRUCTURAL EVGIIVEER5 Job #: D 1 6 2 Client: Adom Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. , e 1=STQRY LATERAL ANALYSIS (ASCE 7- 201'3::CBC) I SIMRLIFi OpETHOD .. LOCATION: At Dining, Kitchen, Great Room, MBR, Den; Entry, & Master Bath ILONGITUDINAL ( 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 Ext.Wall=( 14 )psfx( 5 x 93 / 50 )_ 130 plf Parallel Int.wall=( 10 )psfx( 5 x 46.5 / 50 )= 47 plf Fl - H1 TOTAL = ~� TRANSVERSE ( T1 ) 1st STORY .Roof D.L. _ ( 22 )psfx( 53 )ft = 1166 plf 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 = 14R5 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-7.10 Section 12.14.8.1 Ssma,=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 4--ESoil, 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 ":c F= 1 STORY=1.0 F=1.1 2 STORY YO 110 :x W:; V R x 1.4 vx a� 5 1 aL' ` }- ,yx, 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 = 110 mph. Exposure= C Kt = 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) ZONES Horizontal Pressures Vertical Pressures Overhangs A B C7 D E F G I H EOH GOH Ps30 (Psf) 26.6 -7.0 17.7 1 -3.9 -23.1 -16.0 -16.0 .-12.2 -32.3 -25.3 Ps (psl7 25.1 -6.6 1 16.7 -3.7 -21.8 -15.1 -15.1 .11.5 -30.5 -23:9 LONGITUDINAL iipl „ jll�l�ll� '^vp- LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING (Plf) (Plf) (Plf) I (Plf) FORCE(plf) 1 1352.7 149 --- 14.0 - 5.0 )xPs= 150 (WIND) 150' 1 1 TRANSVERSE LEVEL W Fx IStory Shear USE WIND ZONE=> C CONTROLLING (Plf) (Plf) (Plf) I (Plf) FORCE(plf) . 1 1485 14.0 - 5.0 )xPs= 150 (SEISMIC) jO:163 11631 1 VER-SlON: 2014.0 ' Page: 11 ESI FM E I 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=STORYrtLATERAL ANALYSIS (ASGE,710 & 201°3CBG:}l SIMPLIFIED -METHOD , ,77 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 S )( 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 Exterior Wall =( 14 )psfx( 10 5 )(. 2. )= 140 plf ti Interior Wall=( 10 )psfx( 10 5 )( 1 )= 50 plf Parallel Ext.Wall=( 14 )psfx( 5 x 20.33 / 33 )= 43 plf Parallel Int.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) 4- ZIP CODE: LATITUDE: 33.704970 LONGITUDE: -116.294940 (Per ASCE-7.10 Section 12.14.8.1 Ss,n,,,=1.5) Actual Ss = 1.512 Design Ss = 1.500 SDs = 2/3 x Fa x Ss Fa= ROCK *--[Soil, Rock, Fa=1.0 Sl = 0.706 SDs = 1.000 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 = > zF= V' 0110 rf x W 1 STORY=1.0 F=1.1 2 STORY R x 1.4 r ,:.'.n:..x`. ..� r_.^.sx�..k` F=1.2 3STORY ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) c0= . 1.3 (CBC-1605.3) Mean Roof Height= . 14.00 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 Kzt x Ps30 x 1 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 C7 D E F G I H EOH FGOH Ps30 (PSO 26.6 -7.0 17.7 -3.9 -23.1 -16.0 -16.0 112.2 -32.3-25.3 Ps (psf) 25.1 -6.6 16.7 .3.7 -21.8 .15. -15.1 .11.5 LONGITUDINAL LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING (plf) .(plf) (plf) 1 (plf) FOACE(plf) 1 1237.411 136 --- 0.0 - 0.0 xPs= 0 (SEISMIC),=t 136 j 1 1 TRANSVERSE LEVEL W Fx StoryShear USE WIND ZONE=> . C CONTROLLING (plf) (plf) (plf) (plf) FORCE(plf) 1 808 89 --- ( 14.0 - 5.0 )xPS= 150 (WINDj) "'":150; VERSION: 2014.0 Page: ' 12 E S I/ F M E I n c. Date: 12/19/2013 STRUCTURAL ENGINEERS Job #: D 16 2 Client: Adorn Ventures, LLC ProjecOame: "Darby Lane Estates". La Quinta, CA. Plan # 1 .�, r" ; 1STORY;LATERAL ANALYSIS.`(ASCE 7 10;& 201'3;'CBC)I SIMPLIFIED METHO`DfA LOCATION: front of 2-Car Garage 2 LONGITUDINAL ( L3 ) 1st STORY Roof D.L. _ ( 22 Exterior Wall =( 14 )psfx( )psfx( 12.5 10 )ft - 5 = 275 plf )( 1 )= 70 plf Hr Interior Wall=( 10 )psfx( 10 - 5 )( 0 )= 0 plf Parallel Ext.Wall=( 14 )psfx( 5 x 23 / 20.67 )= 78 plf Parallel Int.Wall=( 10 )psfx( 5 x 0 / 20.67 )= 0 Plf F1 TOTAL = 422.9 plf 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 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 x W � _ P =� �, + "$ rati:� '" dV- {0•11�0� z_ w': F= 1 STORY=1.0 �-F=1.2 F=1.1 2 STORY Rx1.4 *+ = , :.rr: 3 STORY ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) w= 1.3 (CBC-1605.3) Mean Roof Height= 14.00 ft < 60 ft Wind Velocity = 1io mph Exposure= C Kt = 1.00 Roof Slope= 4.0 :12 = 1 18.4 degrees Ps=0.6 x w x 2, x Kzt x Ps30 x I Risk Cat.II, Ie = 1.0 = 1.21 (From ASCE 7-10 / Figure 28.6-1) . ZONES Horizontal Pressures Vertical Pressures Overhangs A B I C F D E F I G H EOH FGOH Ps30 (psf) 26:6 7.0 17.7 -3.9 -23.1 16.0 -16.0 -12.2 -32.3 -25.3 Ps(psf) 25.1-6.616.7-3.7 -21.8-15.1-15.1 -11. -30.5 -23.9. I I� LONGITUDINAL I,It LEVEL W Fx IStoryShear USE WIND ZONE=> C CONTROLLING .(plf) (plf) (Plf) (plf) FORCE(plf) 1 422.8907 46 --- ( o.0 - 0.0 )xPs=. 0 (SEISMIC) �V46i1 TRANSVERSE LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING (Plf) (pif) (Plf) I (Plf) FORCE(plf) 1 709 78 --- -F--( 14.0 - 5.0 )xPs= 150 (WIND) r„ Page: , 13 E S I/ F M E I n c. Date: 12/19/2013 STRUCTURAL ENGINEERS Job #: D 1 6 2 Client: Adom Ventures, LLC Project Name: "Darby Lane Estates". La Quinta, CA. Plan #. 1 } 1°STORYTLATERAL ANALYSiS_(ASCE 7 10 & 2013 CBC) / SIMPLIFIED�METHOb y LOCATION: Rear of Covered Patio ILONGITUDINAL ( L4 ) 1st STORY HI` Roof D.L. _ ( 22 )psfx( Exterior Wall =( 14 )psfx( Interior Wall=( 10 )psfx( Parallel Ext.Wall=( 14 )psfx( 6 10 10 5 )ft 5 5 x 3 = 132 plf )( 1 )= 70 plf )( 0 )= 0 plf / 21.5 )= 10 plf FI Parallel Int.Wall=( 10 )psfx( 5 x 3 / 21.5 = 7 plf TOTAL = 218.7 plf ~� TRANSVERSE ( T4 ) 1st STORY Roof D.L. _ ( 22 )psfx( . 24.5 )ft = 539 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_ 3 / 5 )= 42 plf Parallel Int.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:-116.294946 (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 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 = 1 (SIMPLIFIED DESIGN) F=1.0 1 STORY V_ F x SDs x p x W _' +V;; F= 1 STORY=1.0 F=1.1 2 STORY ,0 110 x w- R x 1.4 Pc+ :•:r r- r F=1.2 3 STORY ASCE 7-10 SIMPLIFIED WIND DESIGN: (ASCE 7-10 Sec. 28.6.3) C0= 1.3 (CBC-1605.3) Mean Roof Height= 12.50 ft < 60 ft Wind Velocity = 110 mph Exposure= C Kt = i.00 Roof Slope= 3.0 :12 = 14.0' degrees Ps=0.6 x co x �. x Kzt x Ps30 x I Risk Cat.II, Ie = 1.0 X = 1.21 (From ASCE 7-10 / Figure 28.6-1) .. ,(-1C LONGITUDINAL ZONES Horizontal Pressures Vertical Pressures Overhangs A I B I. C D E I F I G 7H EOH GOH Ps30 (Psf) 24.1 -8.0 16.0 -4.6 -23.1 .15.1 -16.0 -11.5 -32.3 -25.3 Ps (psf) 22.7 1 -7.6 115.1 -4.3 -21.8 -14.3 -15.1 -10.9 -30.5 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 (SEISMIC) 24,E 1 TRANSVERSE LEVEL W Fx Story Shear USE WIND ZONE=> C CONTROLLING (Plf) (Plf) (Plf) I (Plf) FORCE(plf) 1 751 83 --- ( 12.5 - 5.0 . )xPS= 113 (WIND) s 113 Y VERSION: 2014.0 a T ME Inc. - _ - ���STRUCTURAL ENGINC�' Project Name: Darby Lane'Estafes", La Quiiita; CA. VERTICAL: Page: 14 Date: 12/1'7/-2013- Client: Adorn Venture. s;,L.L.C. Plan #: l L-,,A,T:E,RAl SHEAR NOTES ( rev. 11 /03 / 13 ) ( 2013 CBC : SEISMIC DESIGN CATEGORY D & E.) . FRAMING MEMBERS DOUG FIR -LARCH @ 16" o.c. -- 3/8" Wood Structural Panel w. 8d common nails @ 6" o.c @ edges & 12"o.c. @ field. (Table 2306.3 CBC)............ 1A --3/8" Wood Structural Panel w. 8d common nails @ 4" o.c @ edges & 12"o.c. @ field. (Table 2306.3 CBC)... :........ A-- 3/8" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. (Table 2306.3 CBC)............ A--3/8" Wood Structural Panel w. 8d common nails @ 2" o.c @ edges & 12" o.c. @ field. (Table 2306.3 CBC)............ 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)............................................................... ................................. ................................................. 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)................................................................................................................................................ 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)............ DOUBLE SIDED (3x Vertical Studs @ Abutting Panels and Nails Staggered On Each Side) 260 plf 350 plf 490 plf . 640 plf 770 plf 870 plf 980 plf -- 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"xO.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" ox.: 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/1 Od'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. VERSION: 201 i0 E S I/ F M E Inc. STRUCTURAL ENGINEERS .. R...,rolect.Name:Darby Lane Estates"�-La Quinfa; CA:- Page: 15 Date: 12/18/2013 Job*: D 16 2 Client: Ado m Ventures, LLC SMEAR WALL DESIGN (IBC 2012 / CBC 2013 / SDPWS_-08_) 0 WALL(S) @ 1-Car-Garage & Kitchen PLATE HT= 10 ft {WALL 1= s.00 ft OPENING= o.00 ft Walll E= s.00 ft} WALL2= 12.00 ft WALL 3= o:oo ft WALL 4= 0.00 It 11-1 LOAD =( 140 plf ( 15.0 ft/ 2 + 0 ) = 1118 `IbS. TOTAL WALL LENGTH = 20.00 ft L2. LOAD =( 136 plf ( 20.0 ft / 2 + 0 ) _ 1360 lbs. LOAD =( 0 plf ( 0.0 ft/ 2+ 0 )= 0 Ibs. r s x s LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = C :( 0 Ibs. L SHEAR = T. LOAD / L = 2478 Ibs / 20.00 ft = _L. 'tGr•• 124 Ills/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 A672 UPLIFT: L (Wall)= 8.0 ft LOAD= 991 Ibs. 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= 5299.2lbs UPLIFT=(O.T.M.-R.M.)/1-w,11 UPLIFT= 576 IbS PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3616 Ibs O.K 7. Diaphragm Length= 65 ft Provide A35's or H1's @ 140 inches O.C. V= 38 Dlf WALL(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= 0.00 ft L1 LOAD =( 150 plf ( 34.5 ft / 2 + 0 ) = 2588 lbs. TOTAL WALL LENGTH = 12.00 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 = 2588 Ibs / 12.00 ft 216 Ibs/ft ANCHORISTRAP? ANCHOR 216 Ibs/ft J.FORCE= WIND U S E A0 W/5/8" Dia.x 10" A.B.'S @ 60 "o/c, AB60 UPLIFT: . L (Wall)= 12.0 ft LOAD= 2588 Ibs. 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 )2 /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.)/Lwap UPLIFT= 1577 IbS PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 Ibs O.K m Length= 15 ft Provide A35's or H1's @ 28 inches O.C. V= 173 WALL(S) @ Right of 1-Car Garage. PLATE HT= 10 ft (WALL 1= 6.67 . ft OPENING= o.00 ft Waill 7-= 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 Ibs. L SHEAR = T. LOAD / L = 1382 Ibs / 6.67 ft 207 Ibs/ft ANCHOR/STRAP? ANCHOR 207 Ibs/ft J.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 Ibs. O.T.M.= 13824 ft-Ibs RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor Dlffrib.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= 7940.5Ibs UPLIFT=(O.T.M.-R.M.)/Lwaii 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 16 2 Client: Adorn Ventures, LLC c " "•• ", �:�� "rPholect Name•Y--Darby Lane Estates" �La Quinta; CA:-•�-•--••-----••--------_---�-Plan:#i�1-�"�•--µme s" SHEAR WA-1-1_ ..[1FSIG51 _ (IBC 2012 / CBC 2013 / SDPWS-08) O.WALL(S) @ Left of Master Suite PLATE HT= 10 ft {WALL 1= i8.00 ft OPENING= o.00 ft Walll E= i8.00 ft} WALL2= o.00 ft WALL 3= o.do ft WALL 4= o.00 ft 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 F �e ANCHOR/STRAP? ANCHOR 147 Ibs/ft 21 - GOV.FORCE= WIND U S. E . / l0 \ W/5/8" Dia.x 10" A.B.'S @ - 72 "o/c AB72 UPLIFT: L (Wall)= 18.0 It LOAD= 2644 I 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)2 /2 WALL WT= 10 psf x 10 ft = 100 Ibs RDL= 22 psf TrbW= 2 ft . FDL= 0 psf. TrbW= 0 ft . RES.MOM= 15630lbs UPLIFT=(O.T.M.-R.M.)/Lwa11 UPLIFT= 600 Ibs PROVIDE SIMPSON: - HTT4 PER POST, CAPACITY= 3610 Ibs OX Diaphragm Length= . 18 ft Provide A35's or H1's @ 36 inches O.C. V= 147 plf OWALL(S) @ Left -of 2-Car Garage PLATE HT= 10 ft {WALL 1= 8.00 ft OPENING= o.00 ft Walll E= 8.00 ft} WALL2= o.00 ft WALL 3= o.00 ft WALL 4= o.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 lbs. 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 sOV.FORCE= 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= 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= 11531lbs UPLIFT=(O.T.M.-R.M.)/Lwajj UPLIFT= -847 lbs PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. Ibs O.K Diaphragm Len th= 15 ft Provide A35's or H1's @ 168 inches O.C. V= 32 plf 0 WALL(S) @ Right of 2-Car Garage & Master Suite PLATE HT= 10 ft {WALL 1= 8.00 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 lbs. 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 3OV.FORCE= 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)2 /2 WALL WT= 14 psf x 10 - ft = 140 Ibs RDL= 22 psf TrbW= 2 It FDL= 0 psf TrbW= 0 ft RES.MOM= 5299.2lbs UPLIFT=(O.T.M;-R.M.)/Lwan UPLIFT= 243 lbs PROVIDE SIMPSON: HT74 PER POST, CAPACITY= '3610 Ibs OX Diaphragm Length= 61 It Provide A35's or H1's @ 200 inches O.C. V= 27 plf ` VERSION 2011.6 ESI/FME Inc. STRUCTURAL ENGINEERS I Pioject.Name: Darby.�Lane Estate"s'':wLa.Quinta;.CA--------------�-- S FA'R WAl nFRirTU- Page: 17 Date: 12/18/2013 Job #: D 16 2 Client. Adorn Ventures, LLC `.1' . . ? 12 / CBC 2013 / SDPWS-08) ;I DWALL(S) @ Rear of Covered Patio PLATE HT= . 9 ft {WALL 1= 2.67 ft OPENING= o.00 ft Walll Y= 2.67 ft} WALL2= 2:67 ft WALL 3= o.00 ft WALL 4= o.00 ft T4 LOAD =( 113 plf ( 0.0 ft / 2 + 5- ) = 565 Ibs: TOTAL WALL LENGTH = 5.34 ft LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) - 0 lbs. LOAD _( 0 plf ( 0.0 ft / 2 + 0 ) = 0 Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) = 0 lbs. :a L SHEAR = T. LOAD / L = 565 Ibs / 5.34 ft = 106 Ibs/ft ANCHOR/STRAP? ANCHOR 106 Ibs/ft ..--`•; , OV.FORCE= WIND U S E / 1 \ W/S/R" Dia.r In" A-R.'S (a) 77 UPLIFT: L (Wall)= 2.7 ft LOAD= 283 Ibs. . O.T.M.= 2543 ft-Ibs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.WidthLL+Floor D.L.xTrib.Width)x(S.W. Length)Z /2 WALL WT= 14 psf x ' 9 ft = 126 Ibs I RDL= 22 psf TrbW= 2 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 405.99lbs UPLIFT=(O.T.M.-R.M.)/Lwaii UPLIFT= 800 Ibs PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 Ibs OX Diaphragm Len th= 21 ft Provide A35's or H1's @ 200 inches O.C. V=. 27 If OWALL(S) @ Rear. of Dining & Master Suite PLATE HT= 10 ft . {WALL 1= 4.25 ft OPENING= o.00 ft Walll E= 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 IIIS. TOTAL WALL LENGTH = 17.84 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 = 3097 Ibs / 17.84 ft 174 Ibs/ft ANCHOR/STRAP? ANCHOR CORRECTED PER HM RATIO (SOPWS-08 Table4.3.4 )= 204 Ibs/ft GOV.FORCE= SEISMIC U S E 10 W/5/8" Dia.X 10" A.B.'S @ 72 "o/c AB72 UPLIFT: L (Wall)= 4.3 ft LOAD= 738 Ibs. O.T.M.= : 7378- 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= 14.5 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 3730.8lbs UPLIFT=(O.T.M.-R.M.)/1-wa11 UPLIFT= 858 Ibs PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 Ibs OX Diaphragm Len th= 30 ft Provide A35's or HL's @ 52 inches O.C. V= 103 plf OWALL(S) @ btwn. Kitchen & Powder 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= o.00 ft T1/2 LOAD =( 81.5 plf ( 49.0 ft / 2 + 0 ) = 1997 Ibs. TOTAL WALL LENGTH = 10.25 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 = 1997 Ibs J 10.25 ft 195 Ibs/ft ANCHORISTRAP? ANCHOR 195 Ibs/ft GOV.FORCE= SEISMIC U S E A0 W/5/8" Dia.x 10" A.B.'S @ 68 "o/c AB68 UPLIFT: L (Wall) 10.3 ft LOAD= 1997 Ibs. O.T.M.= 19968 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= 8699.2lbs .UPLIFT=(O.T.M.-R.M.)/Lwajj UPLIFT= i099, Ibs PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 Ibs O.K Diaphragm Length= 10 ft Provide A35's or H1's @ 24 'inches O.C. V= 200 plf Page: 18 ESI/ F M E Inc. Date: 12/18/2013 STRUCTURAL ENGINEERS Job*: D 1 6 2 Client: Ado . rn Ventures, . LLC "^" Protect Name "Darby Lane Estate§'' �La Quinta; CA. R114FAP -WA-1.1 h*F=-qIr,'K1- -1. (IBC 2012 CBC 2013 / SD SO WALL(S) @ Rear of 2-Car Garage PLATE HT= 10 ft (WALL 1= 17.00 ft OPENING= o.00 ft WaIll 1= 12.00 ft} WALL2= o.00 ft WALL 3= o;0'6 ft WALL 4= o.00 ft T112 LOAD 75 plf ( 38.0 ft/2+ 0 1425 lbs. TOTAL WALL LENGTH = 12.00 ft T3 LOAD 156 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 lbs 12.00 ft 266 Ibs/ft ANCHOR/STRAP? ANCHOR 266 lbs/ft 6OV.FORCE= WIND U S E Z11 W/S/8"Dia.x 1O"A.B.'S@ 48 .10/c . I AB48 UPLIFT: L (Wall)= 12.0 ft LOAD= 3188 lbs. .0'.T.M.=. 31875 ft-lbs RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D. L.xTrib.Width +Floor D.L.xTribmidth]x(S.W. Length)2 /2 WALL \Arr= 10 psf x 10 ft= 100 lbs RDL= 22 psf TrbW= 2 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 6946.6 lbs UPLIFT= (O.T. M. -R. M -)/Lwall UIPLIFT= - 2077 lbs PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 Ibs b.K Diaphragm Length= 12 ft Provide A35's or H I's @ 20 inchesO.C. V= 266 If 11 WALL(S) @ btwn Bedroom 2 & Bedroom 3 PLATE HT= 10 ft - (WALL 1= 10.25 ft OPENING= o.00 ft WaIll Z= 10.25 ft) WALL2=, 0.00 ft WALL 3= o.00 ft WALL 4= o.00 ft T1/2 LOAD 75 plf 18.0 ft 2 + 0 675 Ibs. TOTAL WALL LENGTH = 10.25 ft T2 LOAD 150 plf 14.5 ft 2 + 0 1088 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= 1763 lbs 10.25 ft 172 lbs/ft ANCHOR/STRAP? ANCHOR 172 lbs/ft GOV.FORCE= SEISMIC U S E Z44\ W/5/8" Dia.x 10" A.B.'S @ 72 o/c I I AB72 UPLIFT: L (Wall)= 10.3 ft LOAD= 1763 lbs. O.T.M.= 17625 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= 10 psf x 10 ft = 100 lbs RDL= 22 psf TrbW= 2 ft FDL= 0 psf TrbW= 0 ft RES.mbm= 6808.1 lbs UPLIFT=(O.T.M.-R.M-)/L,.11 UPLIFT= 1055 lbs PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 Ibs O.K Diaphragm Length=. 10 ft Provide A35's or-HI's @ 28 inches O.C. V= 176 If WALL(S) @ btwn. Bedroom 3 & 1-Car Garage PLATE, HT= 10 ft (WALL 1= io.so ff OPENING= o.00 ft WaIll Z= 10.50 ft) WALL2= o.co ft WALL 3= o.00 ft WALL 4= o.00 ft T2 LOAD 150 plf 31.0 ft / 2 + 0 2325 lbs. TOTAL WALL LENGTH 10-50 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 = 2325 lbs 10.50. ft 221 lbs/ft ANCHOR/STRAP? ANCHOR 221 lbs/ft G . OV.FORCE=. SEISMIC U S E An W/5/8" Dia.x 10" A.B.'S @ 60 1.0/c AB60 UPLIFT: L (Wall)= 10.5 ft . LOAD= 2325 lbs. I O.T.M.= 23250 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= -10 psf x 10 ft= 100 lbs RDL= 22 psf TrbW= 2 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 7144.2 lbs UPLIFT=(O.T.M.-R.M-)/L,.11 UPLIFT= 1534 lbs PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 Ibs 6.K Diaphragm Length= 10 ft Provide A35's or H I's @ 20 inches O.C. V= 233 p1l', VF: "'i"AN 20 1 'S :. a Page: 19 . _ E S I/ F M E_ Inc. Date: `12/18/2013 STRUCTURAL ENGINEERS Job #: D 1 6 2 Adom Veritu�es;LLC Project Name 'Darby Lane Estates". La Quinta, CA. - L SHEAR WALL��DESIGN a (IBC 201?2;/ CBC 2013 /,SDPWS . ud#ddd-k#n......wi.m+^,.31^..A4. � 'WA'LL(S)•@ Front of 1-Car Garage .. S4CS 9 " PLATE HT w y 10 ft (WALL 1 3.50 ft OPENING= o.00 ft Wall1 E= 3.50 ft) WALL2= 3.50 ft WALL 3= 0.0o ft WALL 4= •o.00 ft a a 6�I s T2e LOAD =( 150 plf ( 16.5 ft / 2 + ' 0 ) = LOAD j 1238 IbS TOTAL WALL LENGTH 7.00 ft a =( 0 plf ( 0.0 ft /.2 + 0' ) = 0 Ibs '., LOAD =( 0 ,Y plf (. 0.0 ftJ 2 + 0 ) = 0 LOAD =( 0 -plf ( 0.0 ft / 2 + 0 ) _ 0 Ibs L SHEAR = T. LOAD / L = 1238 Ibs / 7.00 ft - 177 Ibs/ft i• ANCHOR/STRAP?r ANCHOR Y 177 Ibs/fta, i GOV.FORCE= GOV.FORCE= WIND U S E 10 W/5/8" Dia.x 10" A.B.'S "o/c @ 72 Ag72 - z_(ME UPLIFT: L (Wall)= 3.5 ft LOAD= 619 Ibs. O.T.M:= 6188 ft-Ibs RESISTING. MOMENT = 0.67x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.Width]x(S.W. 1_ength)2 /2 j WALL WT= 14 ' psf x. 10 ft = 140,. Ibs RDL= ' 22" psf TrbW= 2 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 755.09 Ibs UPLIFT=(O.T.M.-R.M.)/LH,aii UPLIFT= 1552 . IbS- PROVIDE SIMPSON: HT174 PER POST, CAPACITY=3616 Ibs, O.K ' '� fi✓<fi r' ... S'61T°'�5a:. 6.....aaniF 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= 0.00 ft Wall1,2= 2.33 .ft} WALL2= 2.33 ft' WALL 3= o.00 ft WALL 4= - o.00 A ft LOAD'_( 150 plf ( 23.5 ft / 2 + - 0 ) _ 1763 IbS, TOTAL WALL LENGTH = 4.66 ft 5' LOAD =( 0 plf ( 0.0' ft/ 2 + 0 ) = 0 Ibs c LOAD =( 0 Plf ( 0.0 ft / 2 + - 0 ) = 0 Ibs ` v x` a LOAD =( 0 plf ( 0.0 - ft / 2 + 0 ) = 0 Ibs fi <s Y 5 .,. L SHEAR = T. LOAD / L = 1763 Ibs; / 4.66 ft 378 IbS/ft ANCHOR/STRAP? ANCHOR 378 Ibs/ft ' GOV.FORCE= WIND USE 12 W/5/8" Dia.x "A.B.'S @ 32 "o/c A632 UPLIFT: L (Wall)= 2.3 ft LOAD= 881. lbs. 0 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)2 /2 WALL WT= 10 psf x 8 ft = 80 Ibs RDL= 22 psf TrbW=' 2 ft FDL 0 psf Trbw= 0 ft - RES.MOM= 225.52Ibs UPLIFT=(O.T.M.-R.M.)/L„,an UPLIFT= 2929 - Ibs "f� PROVIDE SIMPSON: HT7174 PER POST, CAPACITY= 3610 Ibs O.K • .Tf.�..iw �1.1 2 Y..... Diaphragm Len th= 10 ft. Provide A35's or H1's @ 28 inches O.C. . .9,..,...-.4. :t^R..�i fd:�4iv�2•.W�.' . / V= 176 If 1© WALL(S)_@ PLAN 1M FRONT OF BED 3 PLATE HT= 10 ft (WALL 1= s.00 ft� OPENING= o.00 ft Wall1 E= s.00 ft} WALL2= 5.00 ft WALL 3= 'o.00 ft .WALL 4= o.00 . ft r2+'T2 LOAD =( 150, plf (. .16.0 ft / 2 + 0 . 1200, Ibs. TOTAL WALL LENGTH = 10.00 ft- LOAD =( 0 plf ( 0.0 ft / 2 + 0 o Ibs. LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) _ 0 Ibs. x LOAD -( 0 plf ( 0.0 ft / 2 + 0 = f 0 Ibs. Kira _ ') L SHEAR = T. LOAD / L = 1200 Ibs / 10.00 ft , > . i 120 Ibs/ft F `� ANCHOR/STRAP? ANCHOR ' 120 Ibs/ft GOV.FORCE= SEISMIC ' U S E 10 W/5/8" Dia.x 10" A.B.'S @ 72 "o/c A872 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. Lengthjz /2 WALLWT= 10 psf x 0 - ft = 0 Ibs. RDL= 0 - psf TrbW='. 0 ft FDL= 0 psf Trbw= 0 ft RES.MOM= 0 Ibs '_ UPLIFT=(O.T.M.-R-.M.)/LV;,,p UPLIFT= 1206 1 IbS ,' PROVIDE SIMPSON: PER POST, CAPACITY= 3610. Ibs ^HTT4 ... Diaphragm Length= 15 ft Provide A35's or H1's @ 64 inches O.C. .T__.._ V= ' 80 plf • VERSION 201 t.b ESI/FME Inc. . STRUCTURAL ENGINEERS - Project Name: "Darby Lane Estates". La Quinta, CA. ' SHEARWALL DESIGN" r LOT 8 9 fiM: Stec 2012 % CBC 2013 / SDPWS=08) r , 07 WALL(S) @ Rear of Extended Covered Patio (WALL 1= 2W ft OPENING= o.00 ft Walll Y= 2.67 ft) WALL2= 2.e7 T4 a LOAD =( 113 Of ( 11.0 ft / 2 + 0 ) _ 'z LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) _ LOAD=( 0 plf( +0.0 ft/2+ 0 )_ - M LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) L SHEAR = T. LOAD / L = 622 lbs / 5.34 ft _ ANCHOR/STRAP? ANCHOR GOV.FORCE= WIND U S E A1 W/5/8" Dia.x 10".A.B.'S 0 72 Page: 19A Date: 613012015. Job#: D162-3 Client: Adorn Ventures, LLC Plan #: IM - LOT8 PLATE HT= 9 ft ft, WALL 3= o.00 ft WALL 4= o.00 ft 622 lbs TOTAL WALL LENGTH 5.34 ft 0 Ibs s ,� r , �� � f M���,..N•,� 0 Ibs ' K 0 lbs. 116 lbs/ft x 116 'o/c AB72 = (2) AB's UPLIFT: L (Wall)= 2.7 ft LOAD= 311 lbs. O.T.M.= 2797 ft-lbs' RESISTING MOMENT = 0.67x[Bearing Wall Weight +Roof D. L.xTrib.Width+ Floor D.L.xTrib.Width]x(S.W. Length)? /2 WALL WT= 14 psf x 9 ft = 126 lbs RDL= 22 psf , Trbw= 2 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 405.99 lbs UPLIFT=(O.T.M.-R.M.)/Lwa11 UPLIFT= 895 lbs 3 r� PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= • 3610 lbs O.K s A35's or H1's @ 180 inches O.C. WALL(S) @ Front of Extended Two Car garage. (WALL 1= 12.00 ft OPENING= o.00 ft Walll Y= 12.00 ft) WALL2= o.00 1 yT1/2 LOAD =( 75 plf ( 38.0 ft / 2 + 0 ) _ LOAD =( 150 plf L31.5 ft / 2 + " 0, ) _ LOAD =( 0 plf ( 0.0 ft / 2 + _ LOAD =( 0 plf ( 0.0 ft / 2 + 0 ) L SHEAR = T. LOAD / L = •3938 lbs / 12.00 ft ANCHOR/STRAP? ANCHOR /.FORCE= WIND U S E 11 W/5/8" Dia.x 10" A.B.'S @ .40 1TM PLATE HT= 10 ft ft WALL 3= moo ft WALL 4= o.00 ft 1425 lbs. TOTAL WALL LENGTH 12.00 ft 2513 Ibs 0 lbs. 0 lbs. 328 Ibs/ft u ,`'• 328' lbs/ft,s, UPLIFT: L (Wall)= 12.0 ft LOAD= 3938 lbs. O.T.M.= 39375 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= 10 psf x 10 ft = 100 lbs RDL= 22 psf Trbw= 2 ft FDL= 0 psf TrbW= 0 ft RES.MOM= 6946.6Ibs UPLIFT=(O.T.M.-R.M.)/Lwa11 UPLIFT= 2702 lbs ]F PROVIDE SIMPSON: HTT4 PER POST, CAPACITY= 3610 lbs . O.K Diaphragm Length= 12 ft Provide A35's or H1's @ 16 inches O.C. V= 328 Dlf WALL(S) @ Front of Extended Two Car garage. (WALL 1= 2.33 ft OPENING= o.00 ft Walll F,= 2.33 ft) WALL2= 2.33 T3 LOAD =( 150 plf ( 33.5 ft / 2 + ' 0 • ) _ 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 = 2513 lbs / 4.66 .. ft ANCHOR/STRAP? ANCHOR ✓.FORCE= WIND U S E 13 W/5/8" Dia.x 10" A.B.'S (0 - 24 } PLATE HT= 8 ft ft WALL 3= moo ft WALL 4= o.00 ft 2513 lbs. TOTAL WALL LENGTH = 4.66 ft 0 lbs. 0 lbs. • 0 Abs. 539 lbs/ft 539 lbs/ft UPLIFT: L (Wall)= 2.3 ft - LOAD= 1256 lbs. O.T.M.= 10050 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= 10 psf x • 8 ft = 80 lbs RDL= 22 psf TrbW= 2 ft FDL= 0 psf TrbW= 0 ft . RES.MOM= 225.52 lbs UPLIFT=(O.T.M.-R.M.)/LWall UPLIFT= 4217, lbs PROVIDE SIMPSON: HTTS PER POST. CAPACITY= 4350 ' I6s O_K Diaphragm Length= 10 ft Provide A35's or H1's @ 20 inches O.C. V= 251 plf Page: 20 : M Inc. . ,Date:• ..12/18/20: '- -rSTRUCTURAL-ENGINEER_5=- Client: Adom Ventures,"LLC Project Name: "Darby•Lane Estates". La Quinta, CA. Plan #: 1 p-1SNM* 7V N"DESIGN SOILS REPORT BY: Sladden Engineering JOB NO:. 544-13266 13-10-479 / 544-3455 03-10-100 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 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 • -----/ Q45° p Pmax ( 1-Story) = 5500 Ibs. Id INTERIOR: P max = Allowable x S x W/ 144 S=(D+8")x2+4" Pmax ( 1-Story) = 5500 Ibs. VERSION: 1.4 J