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0307-319 (SFD) Revision 1 Structural Calcsis C�1 PROJECT: Structural calculations on "Clements Residence " for Mr. & Mrs. Robert Clements to be built in La Quinta , California Clements Residence BASED ON 1997 UBC/2001 CBC Date July 18th, 2003 Revisions I b-03 Client: BBG ARCHITECTS Client Job No. Shipped: NOV 19 top . Job No. 703-3796 • 1800 E. 16th Street, Santa Ana, CA 92701 (714) 835-2800 Fax (714) 835-2819 ESI/FME, Inc. STRUCTURAL ENGINEERS ROOF: TILE Slope : > 4:12 Live Load = 16.0 psf Dead Load:. JN. 703-3796 Roofing. Mtl. = 14.0 psf Sheathing = .1.5 DATE: Roof Framing = 3.0 DATE: Drywall = 2.5 DATE: Miscellaneous = 4.0 DATE:. 6 - Z,5 Total.. D. L,. = .25.0 psf Total Load = 41.0 psf STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS 1. Sketches of details in calculations are not to scale and may not represent true conditions on plans.. Architect or designer �• is responsible for drawing details in plans which represent true framing conditions and scale. Enclosed details are intended to. complement standard construction practice to be used by experienced and qualified contractors. 2. The'structural calculations included here are for the analysis and design of primary structural system. The attachment of non- structural elements is the responsibility of the architect or designer, unless specifically shown otherwise.. 3. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. 4. All changes made to the subject project shall be submitted to 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. . 5. 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. Sheet 2 O F Date 07-18-2003 JN. 703-3796 PROJECT DESCRIPTION: "Clements Residence " For Mr. & Mrs Clements La Quinta, California PROJECT ENGINEER:__ n nn CALCS BY: ASSOC. CHECK: o _I - DATE: DATE: BACK CHECK: DATE: ROOF TRUSS Rev.: DATE: FLR: TRUSS Rev.: DATE: P/T FOUND. Rev.: DATE: PLAN'CHECK: DATE: REVISIONS: O SHTS: /OA r,d 17 DATE:. 6 - Z,5 Init. O SHTS: /(,518 DATE: -Ito -03', Init.: O SHTS: Op DATE: P-18-03 Init. O SHTS: DATE: Init. O SHTS: DATE: Init.: O SHTS: DATE: Init. O SHTS: DATE: Init. E S I/ F M E, Inc — Structural Engineers (This signature is to be a :not a copy.) APPROVED BY: ti�Q�Oe MATS 01 X30 IVIL �Q'♦ DATE: AALNOS' 192 ESI/FME, Inc. STRUCTURAL ENGINEERS DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 1997 UNIFORM BUILDING CODE REV. 7/2/99 In all cases calculations will supersede this design criteria sheet. Sheet ,3 Date JUL 18 2003 JN. ..3 7 9:6 Douglas Fir -Larch - 19% max. moisture content I 4x6,8 #2/#1: Fb = 1140/1300 psi; fv=95 psi; E=1.6 2x4 #2: Fb = 1315/1510 psi; fv=95 psi; E=1.61 4x10 #241: Fb = 1050/1200 psi; fv=95 psi; E=1.6 2x6 #2: Fb = 1140/1310 psi; fv=95 psi; E=1.61 4x12 #241: Fb = 965/1100 psi; fv=95 psi; E=1.6/1.7 2x8 #2: Fb = 1055/1210 psi; fv=95 psi; E=1.61 4x14 #2/#1: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x10 #2:. Fb = 965/1105 psi; fv=95 psi; E=1.61 4x16 #241: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x12., #2:. _Fb =, 875/1005 psi; fy=95,.psi; E=J...61 .. 6x1.0._#1/SS:. Fb = 1350/1600 psi; fv=85 psi; E=1.6 2x14 #2: Fb = 790/905 psi; fv=95 psi; E=1.61 6x12 #1/SS: Fb = 1350/1600 psi; fv=85 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.OE6 psi Ind. App. Grade: Fb=2400 psi;Fv=165 psi;E=1.8E6 psi MICROLLAM LVL: Fb=2600psi;Fv=285psi;E=1-.8 1. Drypack shall be composed of one part Portland Cement to not more than three parts sand. 2. All structural concrete ................................................... f = 3000 psi w/ inspection. All slab-on-grade/continuous footings/pads .................. f = 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 #5 bars and smaller. All reinforcing shall be A.S.T.M. A-615-60 for #6 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 2. Splicing of bars shall have lapping or 40 dia. or 2'-0" min. in all continuous concrete reinforcement (30 dia. for compression). Masonry reinforcement shall have lappings of 40 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 shall be as follows, U.N.O.: A. Poured against earth .......................:...... 3" B. Poured against form below grade........... 2" C. Slabs on grade (from top of slab)............ 1" D. Columns and beams to main bars.......... 2" i. r-aoncation ana erection oT structurai steel snail De in accoraance witn --5pec1T1cations Tor the vesign, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to' ASTM A36. 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 9nailers, U.N.O. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). 1MASONRY 1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90, grade N medium 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). � 18 • ES-I/FME, Inc. STRUCTURAL ENGINEERS GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION (1997 Uniform Building Code) REV.WW9 Sheet Date JUL ] g JN. 3791-6 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 HDA, HPA and CB holdowns to be fastened to 4x4 post min. F. All hardware is to be Simpson Strong-TieTm 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:'" Ali"exterlor wall.'we to be secured with 5/8" diameter x-10" anchor bolts @ 72" o.c., U.N.O: (WS5884 Ramset/Redhead may be used in lieu of. anchor bolts, as 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 Ramset/Redhead 1516SD @ 24" o.c. J. All conventional framed portions of structure are to be constructed per section 2320 of the 1997 Uniform Building Code, U.N.O. K. All nailing is to be per table 23 -II -B-1 of the Uniform 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 AB56 : 5/8"o x 10" Anchor Bolts at 56"o/c bottom of footing, 3' past posts AB48 : 5/8"o x 10" Anchor Bolts at 48"o/c 344 : Provide a total of 344 at top & 344 at AB40 : 5/8"o x 10" Anchor Bolts at 40"o/c bottom of footing, 3' past posts AB32 : 5/8"o x 10" Anchor Bolts at 32"o/c 444 : Provide a total of 444 at top & 444 at . AB24 : 5/8"o x 10" Anchor Bolts at 24"o/c bottom of footing, 3' past posts AB16 : 5/8"o x 10" Anchor Bolts at 16"o/c HD2A (1) Simpson HD2A per post AB8 5/8"o x 10" Anchor Bolts at 8"o/c HD5A (1) Simpson HD5A per post AB32X: 5/8"o x 12" Anchor Bolts at 32"o/c HD6A (1) Simpson HD6A per post AB24X: 5/8"o x 12" Anchor Bolts at 24"o/c HD8A (1) Simpson HD8A per post AB16X: 5/8"o x 12" Anchor Bolts at 16"o/c HD10A: (1) Simpson HD10A per post AB8X : 5/8"o x 12" Anchor bolts at 8"o/c HD14A: (1) Simpson HD14A per post 2AB : (2) 5/8"o x 10" Anchor Bolts HD20A: (1) Simpson HD20A per post 3AB : (3) 5/8"o x 10" Anchor Bolts HPA : (1) Simpson HPAHD22 per post 2ABX : (2) 5/8"o x 12" Anchor Bolts_ HPA2P : (1) Simpson HPAHD22-2P per post ___ _ 3ABX : (3) 5/8"o x 12" Anchor Bolts HTT22 : (1) Simpson HTT22 per post NOTE: Provide 2" sq. x 3/16" thick plate washers for all sill plate A.B.'s. _ ESI/FME, Inc. STRUCTURAL ENGINEERS LATERAL SHEAR NOTES (rev. 5/31 /00) (1997 UBC; SEISMIC ZONES 3 & 4) Sheet I Date JUL 1.8 2003 JN. 3 7 9 FRAMING MEMBERS A- V E R T I C A L: DOUG FIR -LARCH @ 16" O.C. 1 — (2) LAYERS 5/8" Blocked Drywall with 6d cooler nails @ 9" o.c, at edges & field at base layer, 8d cooler nails @ 7" o.c. at edges & field at face layer................................................................ 125 plf 1--.- ­ -, ­ - .. . � 0 2, -12" Drywall with 5d cooler nails @ T' o.c at edges and field. (Table 25-1 UBC).............................................................. 50 plf 3 — 5/8" Drywall with 6d cooler nails @ 7" o.c at edges and field. (Table 25-1 UBC)..............................................:..............1 58 plf 4 — 1/2" Drywall with 5d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC)............................................................ 63 plf 5 — 5/8" Drywall with 6d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC).............................................................. 73 plf 6 —1/2" Blocked Drywall with 5d cooler nails @ 4" o.c at edges and field. (Table 254 UBC) ................................................ 75 plf 7 — 5/8" Blocked Drywall with 6d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC) ..............................:................. 88 plf 8 — 7/8" Stucco over approved lath with 16 gauge staples @ 6" o.c. at top and bottom plates, edges of shear wall, and field. (Table 25-1 UBC)............................................................................180 -plf 9 — 7/8" Stucco over approved lath with 16 gauge staples @ 3" o.c. at top and bottom plates, edges of shear wall, and 6" o.c. at field. (ICBG report No. 1254, or equal) ................................... 260 plf 10 — 3/8" Wood Structural Panel w/ 8d common nails @ 6" o.c @ edges & 12"o.c. @,field. (Table 23 -II -1-1 UBC)...............260 plf 11 — 3/8" Wood Structural Panel w/ 8d common nails @ 4" o.c @ edges & 12"o.c. @ field. (Table 23 -II -1-1 UBC)...............350 plf 12 — 3/8" Wood Structural Panel w/ 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. (Table 23 -II -1-1 UBC)...............490 plf 13 — 3/8" Wood Structural Panel w/ 8d common nails @ 2" o.c @ edges & 12"o.c, @ field. (Table 23-11-1-1 UBC)...............640 plf .14 —12" (or 15/32") Wood Structural Panel w/ 10d common nails @ 2" o,c at edges and 12" o.c. at field (Table 23-11-1-1 UBC).................:.............................................................................................................:...................... 770 plf 15 — 12" (or 15/32") Structural I Wood Panel w/ 10d common nails @ 2" o.c at edges and 12" o.c. at field (Table 23 -II -1-1 UBC)....................................................................................................................................................... 870 plf NOTES: a. Wood Structural Panel: Material approved by APA, PFS/TECO or Pittsburgh Testing Laboratories (this includes OSB) 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 foundation sill plates & all framing members receiving edge nailing from abutting panels. Nails shall be staggered. Provide 2x members otherwise. d. 2"X2"x3/16" steel plate washers are required on each bolt. (UBC sect. 1806.6.1) HORIZONTAL: All roof and floor sheathing to be Exposure I or Exterior (Tables 23 -II -H and 23 -II -E-1 UBC). ROOF: Joist Spacing </= 24" o.c.: 15/32" Wood Struct. Panel, 24/0, w/ 8d common nails @ 6" o.c. at edges & boundaries, 12" o.c. field. FLOOR: Joist Spacing </= 16" o.c.: 19/32" Wood Struct. Panel T&G' shtg, 32/16, w/10d common nails @ 6" o.c. at edges &bound., 10" o.c. field. Joist Spacing </= 20" o.c.: 19/32" Wood Struct. Panel T&G' shtg, 4020, w/10d common nails @ 5' o.c. at edges & bound., 10" o.c. field. •. Joist Spacing </= 24" o.c.: 23/32" Wood Struct. Panel T&G' shtg, 4824, w/10d common nails @ 6" o.c. at edges & bound., 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. FILE 0 97LAT3&4 is CLEMEWS RE' LA QUINTA, CA ESI/FME, Inca STRUCTURAL ENGINEERS Sheet (p - -uo Date 703-3796 JN: O DROP BM @ REAR OF PATIO Length .= 28 ft.' ' P1 = 0 lbs = 0 @ L1 = 0 ft. P2 = 0 lbs = 0 @ L2 = 0 ft. � l ► w: Roof = ( 41 psf ) ( +12/2 + 1.5) _ 307.5 plf I P1 LI -P2 Wall = ( 14 psf) ( 0 + 0) = 0.0 Floor = ( 52 psf) ( 0 + 0) = 0.0 R.1 R2 D. L. of Beam = 15.0 w = 22. P Fb = 2400 psi. M = 31605 ft -Ib=. 379.3 in -k S = Moment / 1.195 Fb = 132.2 in^3 Reactions: *RL= 4515 lbs Fv 165 psi ; d = 18 in. *RR= 4515 lbs V= R(max)-(w*d)= 4031 lbs. A= 1.5 V / 1.195 Fv = 30.7. in A 2 Req'd Sec. Properties: Pro,/d • - * S = 132.2 in^3 :`. 364.50 Allow defl = L / '360 0.93 in *A = 30.7 sq. in. 121.50 E = 1.8 x 10**6 psi * I = 2654.8 in^4 3280.50 1=5*M*L^2 / 48*E*d= 2655 in^4 Estimated defl = 0.755 in. U S E 6.75 x ' 18 GLB COMB 24F-1/4 W/ 1/2" CAMBER O CONT. HDR @ REAR OF GRAND ROOM Length = 21 ft. P1 = 0 lbs = 0 @L1 = 0 ft. �2 P2 = 0 lbs = 0 @ L2 = -0 ft. Ll w: Roof = ( 41 psf ) ( 26/2 + 0) = 533.0 plf � I P1 P2 Wall _ ( 14 psf) ( 0 + 0) = 0.0 _. Floor = ( 52 psf) ( 0 + 0) = 0.0 R1 R27 D. L. of Beam . . . . . . . . . . . . . = 15.0 w = 548.0 plf Fb = 2900 psi. M = 30209 ft -:1b= 362.5 in -k S = Moment 1.211 Fb = 103.2 in^3 Fv = 290 psi ; d = 16 in. V= R(max)-(w*d)= 5023. lbs. A= 1.5 V / 1.211 Fv = 21.5 in^2 • Allow. defl = L / 360 0.70 in E = 2 x 10**6 psi I=5*M*L^2 / 48*E*d= 1713 in ^4 USE 5.25 x ESI/FME file :3796b1.M4 Reactions: *RL= 5754 lbs *RR= 5754 lbs Req'd Sec. Properties: Prodd *S = 103.2 in" 3 224.00 *A = 21.5 sq. in. 84.00 * I = 1712.8 in A4 1792.00 Estimated deft = 0.669 in. 16 PARALLAM PSL 2E F - 0 M E S I CLEMENTS RE LA QUINTA, CA ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet 7-2-03 Date JN. 703-3796 O RIDGE BM O/ GRAND ROOM Length = 31 ft. P1 = 0 lbs = 0 @L1 = 0 ft. P2 = 0 lbs = 0 @ L2 = 0 ft. Ll w: Roof = ( 41 psf) ( 29/2 + 0) = 594.5 plf �► P1 P2 Wall = ( 14 psf) ( 0 + 0) = 0.0 :... Floor = ( 52 psf) ( 0 + 0) = 0.0 R1 R2 - D. L. of Beam .. = 15.0 - ,...... .- F .... w 609.5 plf .. Fb = 2400 psi. M = . 73216 ft -Ib= 878.6 in -k S = Moment / 1.157 Fb = 316.3 in^3 Reactions: *RL= . 9447.lbs . Fv = 165 psi ; d = 24 in. *RR= 9447 lbs V = R(max)-(w*d)= 8228 lbs. . A= 1.5 V / 1.157 Fv = 64.6 in^2 Req'd Sec. Properties: Proud • * S = 316.3 in^3 648.00 Allow deft = L / 360 _ 1.03 in *A = 64.6 sq. in. 162.00 E = 1.8 x 10**6 psi * I = 6809.1 in^4 7776.00 I=5*M*L^2 / 48*E*d= 6809 in^4 Estimated defl = 0.905 in. USE 6.75 x 24 GLB COMB 24F-1/4 W/ 1/2" CAMBER 4O DROP BM O/ MEDIA Length = 7 ft. P1 9447 lbs = 9447 LBS FROM BM 3 @ L1 _ 5.5 ft. P2 = 0 lbs = 0 @ L2 = 0 ft. Ll L2► w: Roof = ( 41 psf) ( 1 + 0) _ 41.0 plf �► P1 P2 Wall 10 psf ) ( 8 + 0 ) = 80.0 - : Floor = ( 52 psf ) ( 0 + 0 ) = . 0.0 Ri:... R2 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 W = 136.0 plf Fb = 2900 psi. M = 11967 ft -Ib= 143.6 in -k S = Moment / 1.250 Fb = 39.6 in"3 Fv = 290 psi ; d = 11.9 in. V = R(max)-(w*d)= 7764 lbs. A= 1.5 V / 1.250 Fv = 32.1 in^2 • Allow defl = L / 360 = 0.23 in E = 2 x 10**6 psi .1=5*M*L"2 / 48*E*d= 226 in^4 USE 5.25 x 11.9 ESI/FME file :3796b3.wk4 Reactions: *RL= 2500 lbs *RR= 7899 lbs Req'd Sec. Properties: Prodd *S = 39.6 in^3 123.91 *A = 32.1 sq. in. 62.46 * I = 226.2 in^4 737.26 Estimated defl = 0.072 in. PARALLAM PSL 2E CLEMEN 16 HE LA Q U I NTA, CA L2 P1 P2 R1......_..., ._:.... R2 � 0 ESI./FME, In -c. STRUCTURAL ENGINEERS Sheet Date 7-2-03 JN. 703-3796 HDR O/ OF F.P. , Length = 4.5 ft. P1 = 9447 lbs = 9447 LBS FROM BM 3 @ L1 = 4 ft. P2 = 0 lbs = 0 @ L2 = 0 ft. w: Roof = ( 41 psf) ( 0 + 0) = 0.0 plf . Wall = ( 14 psf) ( 10 + 0) = 140.0 Floor = (. 52 psf) ( 0 + 0) = 0.0 D.. L. of Beam ..... ., ... - .: 15.0.:. _ .. w = 155.0 plf Fb = 2900 psi. M = 4591 ft -Ib= 55.09 in -k. S = Moment / 1.250 Fb = 15.2 in^3 Fv = 290 psi ; d = 11.9 in. V = R(max)-(w*d)= 8592 lbs. A= 1.5 V / 1.250 Fv = 35.6 in^2 Allow defl = L / 360 = 0.15 in E= 2 x 10**6 psi I=5*M*L^2 / 48*E*d= 56 in^4 U S 'E 5.25 x 11.9 Reactions: *RL= 1398 lbs *RR= .8746 lbs Req'd Sec. Properties: Prodd *S = 15.2 in^3 123.91 *A = 35.6 sq. in. 62.48 * I = 55.8 in^4 737.26 Estimated defl = 0.011 in. PARALLAM PSL 2E O DROP BM @ FRONT OF GRAND ROOM Length = 11 ft. P1 = 0 lbs = 0 @ L1 = 0 ft. P2 = 0 lbs = 0 @ L2 = 0 ft. LIZ--► w: Roof = ( 41 psf) ( 15/2 + 0) = 307.5 plf P1 P2 Wall = ( 10 psf) ( 8 + .0) = 80.0 Floor = ( 52 psf) ( 0 + 0) = 0.0 R1R2... D. L. of Beam . . . . . ... = 15.0 w = 402.5 plf Fb = 1350 psi. M = 6088 ft -Ib= 73.05 in -k S = Moment 1.250 Fb = 43.3 in^3 Reactions: *RL= 2214 lbs Fv = .85 psi ; d = 9.5 in. *RR= 2214 lbs V= R(max)-(w*d)= 1895 lbs. A= 1.5 V / 1.250 Fv = 26.8 in^2 Req'd Sec. Properties: Prold • Allow defl = L / 360 = 0.37 in *S = 43.3 *A = 26.8 in^3 82.73 sq. in. 52.25 E = 1.6 x 10**6 psi * I = 226.0 in^4 392.96 I=5*M*L^2 / 48*E*d= 226 in^4 Estimated defl = 0.2-11 in. USE 6 x 10 W. C. D. F. # 1 ESI/FME file :3796b5.wk4 10 �* 0 CLEMEN'TS RE LA QUINTA, CA L1 I I P1 P2 R1 ....: ... R2,f!�, ESI/FIVIE, Inc. STRUCTURAL ENGINEERS RIDGE BIVI 0/ ENTRY Length = 14 ft. P1 = 0 lbs = 0 P2 = 0 lbs = 0, w: Roof 41 psf ) ( 13/2 + Wall 14 psf ) ( .0 + Floor 5.2 psf ) ( 0 + D. L. of. Seam . . . . .. w Fb = 1350 psi. M = 6897 ft -lb= 82.76 in -k. S = Moment/ 1.250 Fb = 49.0 in A 3 Fv = . 85 psi d = 11.5 in. V = R(max)-(w*d)= 1701 lbs. A= 1.5 V / 1.250 Fv = 24.0 in A 2 Allow defl = L 360 = 0.47 in E = 1.6 x 10**6 psi I =5*M*L A 2 / 48*E*d= 326 in A 4 USE 6x Sheet 7-2-03 Date JN. 703-3796 @L1 = 0 ft. @ L2 = 0 ft. 0 266.5 plf 0 0.0 0 0.0 281.5 plf Reactions: *RL= 1971 lbs *RR= 1971 lbs Req'd Sec. Properties: Pro,/d *S = 49.0 in A 3 '121.23 *A = 24.0 sq. in 63.2.5 * I =, 325.9 in A 4 697.07 Estimated defl = 0.218 in. 12 W. C. D. F. # 1 8O DROP BM @ REAR OF ENTRY Length = 11 ft. P1 = 1971 lbs, = 1971 LBSFROMBM 7 @ Ll = 5.5 ft. L2 P2 0 lbs = 1 0 @ L2 = 0 ft. Ll - - I' w Roof 41 psf ) ( 15/2 + 0) = 307.5 plf Pi P2 Wall -10 psf)( - 8 + 0 80. * 0 Vy .......... Floor 52 psf 0 + 0 0.0 Z�Rl kR2, D. L. of Beam * . . . . . . . . . . . . . . . = 15.0 402.5 plf Fb = 1350 psi. M = 11508 ft -lb= 138.1 in -k S = Moment , 1.250 Fb = 81.8 i n A 3 Fv = 85 psi d = 11.5 in. V =","R(max)-(w*d)= 2814 lbs. A = 1.5 V 1.250 Fv = 39.7 i n A 2 • Allow defl = L 360 = 0.37 in E = 1.6 x 10**6 psi I =5*M*L A 2 / 48*E*d= 427 in A 4 USE 6x ESUME file :3796b7.wk4 Reactions: *RL= 3199 lbs *RR= 3199 lbs Req'd Sec. Properties'. ProVd *S = 81.8 in A 3. 121.23 *A = 39.7 sq. in.. .6 3.25 I = 427.2 in A 4 697.07 Estimated defl = 0.225 in. 12 V. C. D. F. # 1 ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet 10A Date 8-25-03 JN. 703-3796 CLEMENTS RESIDENCE/TRADITION-LOT 9 DROP BM btwn MBA & MBR supporting G.T. only LA QUINTA, CA Length = 4 ft. C> DROP BM @ FRONT OF .ENTRY P1 = 4713 lbs = Length = 7.5 ft. @L1 = 1 ft. P2 = P1 = 2632 lbs = 2393*1.1 LBS FROM BM 7 @ L1 = 3.75 ft. 0 P2 = 0 lbs = 0 @ L2 = 0 ft. �► w: Roof = ( 41 psf).( 0 + 0) = 0.0 plf P1 P2 Wall = ( 10 psf ) ( 8 + 0) = 80.0 2 + 0 ) = Floor = ( 52 psf.) ( 0 + 0) = 0.0 :.., _ :- .....R1.. ; .., .. Rz:v .. _ D. L. of Beam ... . . . . . . . . ........ = 15.0.. .. . /\R1 R2Z� - D. L. of Beam . . w = 95.0 plf . . . . . . . . . = Fb = 965 psi. M 5604 ft -Ib= 67.24 in -k . 35.0. plf S = Moment / 1.250 Fb = 55.7 in^3 Reactions: *RL= 1672 lbs Fv = 95 psi ; d = 11.25 in. *RR= 1672 lbs V = R(max)-(w*d)= 1583 lbs. • A = . 1.5 V / 1.250 Fv = 20.0 in^2 Req'd Sec. Properties Prov'd . * S = 55.7 in^3 73.83 Allow defl = L / 360 = 0.25 in * A = 20.0 sq. in. 39.38 E = 1.6 x 10**6 psi * I = 141.8.in^4 415.28 I=5*M*02 / 48*E*d= 142 in^4 Estimated deft =0.085 in. U S E 4 x 12 W. C. D. F. # 1 �1 DROP BM btwn MBA & MBR supporting G.T. only Length = 4 ft. P1 = 4713 lbs = 41 *5.5*38/2*1.1 G.T. @L1 = 1 ft. P2 = 0 lbs = 0 @ L2- = 0 ft. Lam--► w: Roof = ( 41 psf ) ( 0 + 0 ) = 0.0 plf -4 P1 P2 Wall = ( 10 psf ) ( 2 + 0 ) = 20.0 Floor = ( 52 psf ) ( 0 + 0 ) = 0.0 /\R1 R2Z� - D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = 35.0. plf Fb = 1350 psi. M 3605 ft -Ib= 43.26 in -k S = Moment 1.250 Fb = 25.6 in^3 Fv =. 85 psi ; d = 9.5 in. V = R(max)-(w*d)= 3577 lbs. A= 1.5 V / 1.250 Fv = 50.5 in^2 • Allow defl = L / 360 = 0.13 in E= 1.6 x 10**6 psi I=5*M*L^2 / 48*E*d= 49 in^4 USE 6x ESI/FME file :3796b9.wk4 Reactions: *RL= 3605 lbs *RR= 1248 lbs Req'd Sec. Properties;Pro��d *S = 25.6 in^3 82.731 *A = 50.5 sq. in. i '52.25' * I = 48.7 in^4 i 392.96 Estimated deft =0.017 in. 10 W.C.D. F. # 1 • • ESI/FME, Inc. STRUCTURAL ENGINEERS CLEMENTS RESIDENCE/TRADITION-LOT 9 LA QUINTA, CA �11 P1 *P2 6;izZ.� - R1 R2 C\ L0 Ll - P2 GR1 R2Z� DROP RIDGE BM O/ MBR Length 22 ft. P1 = lbs = LBS P2 = 0.Ibs = 0 w: Roof . _ ( 41 psf) ( 17/2 + 0) _ Wall = ( 10 psf) ( 0 + 0) _ Floor = ( 52 psf) ( 0 + 0) _ D._L..of.Seam . w = Fb = 1350 psi. M = 1 22597 ft -Ib= 271.2 in -k. S = Moment / 1.199. Fb = 167.6 in^3 Fv = 85 psi ; d = 17.5 in. Sheet 106 Date 8-25-03 JN. 703-379.6 @L1 = 0 ft. @ L2 = 0 ft. 348.5 plf 0.0 0.0 25.0. 373.5 plf Reactions: *RL= 4109 lbs *RR= 4109 lbs V = R(max)-(w*d)= 3564 lbs. A= 1.5 -V / 1.199 Fv = 52.5 in^2 Req'd Sec. Properties ProJd * S = 167.6 in^3 260.73 Allow defl = L / 360 = 0.73 in *A = 52.5. sq. in. 96.25 E _ 1.6 x 10**6 psi. " I = 1677.8 in^4 2456.38 1=5*M*L^2 / 48*E*d= .1678 in^4 Estimated defl = 0.501 in. U S E 6 x 18 W.C.D.F. # .1 A L T 5.25 x 16 PARALLAM PSL 2E HEADER SUPPORTING BM#11 @ REAR OF MBR: Length= 9 ft. P1 = 4109 lbs = 4109 Ibs from BM#11 @L1 = . 6.5 ft. P2 = 0 lbs = .0 @ L2 = 0 ft. w: Roof = ( 41 psf) ( 0 + 0) = 0.0 pIf Wall =(. 14 psf)( 3 + 0 )= 42.0 Floor = ( 52 psf) ( 0 + 0) = 0.0 D. L. of Beam . ... . . . . . . . . . _ 15.0 w = 57.0 pIf Fb = 1350 psi. M = 7996 ft -Ib= 95.95 in -k S = Moment 1.250 Fb = 56.9 in^3 Reactions: *RL= 1398 lbs Fv = .85 psi . ; d = 11.5 in.. *RR= 3224 lbs V = R(max)-(w*d)= 31.69 lbs. A = 1.5 V / 1.250 Fv = 44.7 in^2 Req'd Sec. Properties Prov'd *S = 56.9 in^3 121.23! Allow defl = L / 360 = 0.30 in *A = 44.7 sq. in. 63.25 E = 1.6 x 10**6 psi * I = 242.9 in^4 I 697.071 I=5*M*L^2 / 48*E*d= 243 in^4 Estimated deft = 0.105 in. U S E 6 x 12 W. C'. D. F. # 1 ESI/FME file :3796b10.wk4 9 ESI/FME, Inc. STRUCTURAL ENGINEERS CLEMENTS RESIDENCE/TRADITION-LOT 9 LA QUINTA, CA 13 L2 P2 Z/ R1- - -R2ZL P1 P2 R1 R2Z� Sheet l0 Date 8-25-03 JN.703-3796 1 4 DROP BM BTWN MBR & MBA SUPPORTING RIDGE BM. Length = 4 ft. P1 = 4109 lbs = 4109 LBS FROM BM#11 @ L1 = P2 = 2399 lbs = 41 "39/2'`3 @ L2 = 2.5 ft. w: Roof = ( 41 psf) ( 0 + 0) = 0.0 pif Wall = ( 10 psf) ( 3 + 0) = 30.0. Floor = ( 52 psf) ( 0 + 0) 0.0 D. -L -..of Beam = 25.0 w = 55.0 plf Fb = 2900 psi. M = 5440.ft-Ib= 65.28 in -k S =Moment/ 1.250 Fb = .18.0 .in^3 Reactions: J *RL= 4091 lbs Fv = 290 psi ; d = 9.5 in. *RR= 2636 lbs V= R(max)-(w*d)= 4048 lbs. Wall = ( 14 psf) ( A= 1.5 V / 1.250 Fv = 16.7 in^2 Req'd Sec. Properties Provd D. L. of Beam . . . . . . . . . . . . . *S = 18.0 in^3 78.97 1200 psi. Allow dell = L / 360 = 0.13 .in *A = . 16.7. sq; in. 49.88 Moment, 1.250 Fb = 37.8 in^3 E = 2 x 10**6 psi * I = 58.8 in^4 375.10 =5*M*L^2 / 48*E*d= 59 in^4 Estimated defl =0.021 in. U S .E 5.25 x 9.5 PARALLAM PSL 2E DROP BM AT LOGGIA: Length = 9 ft. P1 = 0 lbs = 0 P2 = 0 lbs = 0 w: Roof = ( 41 psf) ( 18/2 + Wall = ( 14 psf) ( 3 + Floor = ( 52 psf) ( 0 + D. L. of Beam . . . . . . . . . . . . . w Fb = 1200 psi. M = 4728 ft -Ib= . 56.74 in -k S = Moment, 1.250 Fb = 37.8 in^3 Fv = 85 psi ; d = 7.5. in. V = R(max)-(w*d)= 1810 lbs. @L1 = 6.5 ft. @ L2 = 0 .ft. . 1) 410.0 plf 0) = 42.0 0) = 0.0 15.0 = 467.0 plf Reactions: *RL= 2102 lbs *RR= 2102 lbs A= 1.5 V / 1.250 Fv.= 25.5 in^2 . Req'd Sec. Properties�ProVd • - *S = 37.8 in^3 51.561 Allow defl = L / 360 0.30 in *A = 25.5 sq. in. 41.251 E = 1.6 x 10**6 psi *J = 143.6 in^4 ,53.35 I=5*M*L^2 / 48*E*d= 144 in ^4 Estimated defl = 0.223 in. U S E' 6 x 8 W.C.D. F. # 1 ESI/FME file :3796b11.wk4 ,�. I• ESI/FIVIE, Inc. STRUCTURAL ENGINEERS CLEMENTS RESIDENCE/TRADITION-LOT 9 LA QUI NTA, CA Sheet lOd Date 9-16-03 JN. 703-3796 j DROP BM IN FRONT OF ENTRY PORCH Length = 14 ft. . P1 = 0 lbs = 0 @L1 = 0 ft. P2 = 0 lbs = 0 @ L2 = 0 ft: w:. Roof = ( 41 psf) ( +8/2 + 1.5) = 225.5 plf Wall = ( 14 psf) ( 0 + 0) = 0.0 Floor = ( 52 psf) ( 0 + 0) _ 0.0 vR�.. R2%� D. L: or' Beam ... .. . . . . . . . . . ... . = -15.0 - w = 240.5 Of Fb = 1200 psi. M = 5892 ft -Ib= 70.71 in -'k S = Moment / 1.250 Fb ._ 47.1 in^3 Reactions: *RL= 1684 lbs Fv = 85 psi ; d = 7.5 in. *RR= 1684 lbs V= R(max)-(w*d)= 1533 lbs. A = 1.5 V / 1.250 Fv = 21.6 in^2 .. Req'd Sec. Properties Prov'd * S = 47.1. in^3 51.55 Allow defl = L./ 240 = 0.70 in *A-= 21.6 sq. in. 41.25 E = 1.6 x 10**6 psi * I = 185.6 in^4 193.36 I =5*M*L^2 / 48*E*d= 186 in^4 :Estimated defl = 0.672 in. U S E 6 x 8 W.C.D.F. # 1' � 0 • FF CLEME LA QUINTA, CA ESI/FME, Inc. STRUCTURAL ENGINEERS LATERAL ANALYSIS 1997 UNIFORM BUILDING CODE: Seismic Zone Factor Z = 0.4 Soil. Parameter Per soil report Sd = 0.44 Near Source Factor per Soil Report Na = 1 Seismic Coefficient (Table 16-Q): Ca = Na * Sd = 0.44 Response Factor (Table 16-N) Rw = 4.5. -Importance. Fac,.for,. .......::.............:. _ ...-"-:....-I.=.. ...1.. Sheet7-03-03 Date JN. SIMPLIFIED DESIGN BASE SHEAR (97UBC - SECTION 1612.3.1) V= (3* Ca ' I Rw )* * W, LONGITUDINAL (L1) 1.4 TRANSVERSE (T1) V= (3* 0.44 / 4.5 )* 0 * W = 0.2095 W 1.4 V= (3* 0.44 / 4.5 ) * 1 * W = 0.2095 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * I Ave. Ce = (1.06*15+1.13*5+1.19*0)/20 P= 1R* 1nR* 199 LONGITUDINAL (L1) OFFICE, LINEN, BATH 2, BED 2 Wind. . . . . _ ( 17.6 psf)( 20.5 - 5) _ Seismic: Roof = ( 25 psf)( 63 ) _ Perpend. Wall = ( 14 psf)( 10 - 5)( 4.0) _ ( 10 psf)( 10 - 5)( 4.0) _ po Floor--( 12 psf)( 0) _ ...Controlling Lateral Force: TRANSVERSE (T1) BATH 3, EXERCISE, BED 2 Wind: . . . . =( 17.6 psf)( 17 - 5 ) Seismic: Roof = ( 25 psf)( 41.5 ) Perpend. Wall = ( 14 psf)( 10 - 5)( _ ( 10 psf)( 10 - 5)( Floor= ( 12 psf)( 0 ) ...Controlling Lateral Force: 0 70. MPH - EXP. C = 1.08 1 = 17.65 -psf 274 plf for Wind Loads. 1575 280 200 0 2055 x( 0.2095 )= 431 plf 431 plf (seismic) 212 plf for Wind Loads. 1038 4.0) = 280 4.0) = 200 0 1518 x( 0.2095 )= 318 plf 318 plf . (seismic) CLEME LA QUINTA, CA ESI/FM-E, Inc. STRUCTURAL ENGINEERS LATERAL ANALYSIS 1997 UNIFORM BUILDING CODE: Seismic Zone Factor Z= 0.4 Soil Parameter Per soil reportSd = 0.44 Near Source Factor per Soil Report Na = 1 Seismic Coefficient (Table 16-Q): Ca = Na * Sd = 0.44 Response Factor (Table 16-N) Rw = 4.5 Importance Factor Sheet /2-1 7-03-03 Date — 703-3796 JN. SIMPLIFIED DESIGN BASE SHEAR (97UBC - SECTION 1612.3.1) V= (3* Ca / Rw )* W LONGITUDINAL (L2) 1.4 V= (3* 0.44 / . 4.5 -) * 0 W = 0.2095 W 1.4 TRANSVERSE (T2) V = (3 * 0.44 / 4.5) * 1 W = 0.2095 W. 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70 MPH - EXP. C Ave. Ce = (1.06*15+1.13*5+1.19*0)/20 = 1.08 P= 1.3* 1.08* 12.6 * 1 = 17.65 psf LONGITUDINAL (L2) GRAND ROOM Wind: . . . _ ( 17.6 psf)( 23.5 - 9) _ 256 plf for Wind Loads. Seismic: Roof = ( 25 psf)( 26.5 ) = . 663 Perpend. Wall=(, 14 psf)( 18 - 9)( 2.0 ) = 252 _ ( 10 psf)( 18 - 9)( 2.0 ) = 180 Floor= ( 12 psf)( 0) = 0 1095 x( .0.2095 )= 229 plf ...Controlling Lateral Force: 256 plf (wind) TRANSVERSE (T2) GRAND ROOM Wind: . . . . = ( 17.6 psf)( 21 - 9) = 212 plf for Wind Loads. Seismic: Roof = ( 25 psf)( 37.) = 925 Perpend. Wall = ( 14 psf)( 18 - 9)( 2.0 ) = 252 _ ( 10 psf)( 18 - 9)( 2.0 ) = 180 Floor- ( 12 psf)( 0) = 0 • 1357 x( 0.2095 )= 284 plf ...Controlling Lateral Force: 284 plf (seismic) CLEME LA QUINTA, CA ESI/FME, Inc. STRUCTURAL ENGINEERS LATERAL ANALYSIS Sheet /3 Date JN. 1997 UNIFORM BUILDING CODE: Seismic Zone Factor Z = 0.4 Soil Parameter Per soil report Sd = 0.44 Near Source Factor per Soil Report Na = 1 Seismic Coefficient (Table 16-Q): Ca = Na * Sd = 0.44 Response Factor (Table 16-N) Rw = 4.5 _... .. , . .,,I mppr.tance .Factor 1 SIMPLIFIED DESIGN BASE SHEAR (97UBC - SECTION 1612.3.1) V= (3* Ca / Rw )* * W LONGITUDINAL (L3) 1.4 U V= W-0.44 * 0.44 / 4.5) * 0 * W = 0.2095 W 1.4 TRANSVERSE (T3) V= (3* 0.44 / 4.5 )* 1. * W = 0.2095.W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * 1 70. MPH - EXP. C Ave. Ce = (1.06*15+1.13*5+1.19*0)/20 = 1.08 P = 1.3 * 1.08 * 12.6 * 1 = 17.65 psf LONGITUDINAL (L3) GARAGE Wind: _ ( 17.6 psf)( 12 - 5) = 124 plf for Wind Loads. Seismic: Roof = ( 25 psf)( 28) = 700 Perpend. Wall = ( 14 psf)( 10 - 5)( 2.5 ) = 175 _ ( 10 psf)( 10 - 5)( 1.0 ) = 50 Floor--( 12 psf)( 0) = 0 925 x( 0.2095 )= 194 plf ...Controlling Lateral Force: 194 plf (seismic) TRANSVERSE (T3) GARAGE Wind: . . . . _ ( 17.6 psf)( 14 - 5) = 159 plf for Wind Loads. Seismic: Roof = ( 25 psf)( 25) = 625 Perpend. Wall = ( 14 psf)( 10 - 5)( 2.5 ) = 175 _ ( 10 psf)( 10 - 5)( 1.0 ) = 50 Floor= ( .12 psf)( 0) = 0 850 x( 0.2095 )_ . 178 plf ...Controlling Lateral Force: 178 pif (seismic) 0 ESI/FME, Inc. STRUCTURAL ENGINEERS CLEME LA QUINTA, CA Sheet. < Date JN. LATERAL ANALYSIS 1997 UNIFORM BUILDING CODE: Seismic Zone Factor Z = 0.4 Soil Parameter Per soil report Sd = 0.44 Near Source Factor per Soil Report Na = 1 Seismic Coefficient (Table 16-Q): Ca = Na * Sd = 0.44 Response Factor (Table 16-N) Rw = . 4.5 I.mportancer Factor..: SIMPLIFIED DESIGN BASE SHEAR (97UBC - SECTION 1612.3.1) V= (3* Ca / Rw )* * W 1.4 TRANSVERSE (T4) V = (3 * 0.44 / 4.5 ) * 1 * W = 0.2095 W 1.4 * WIND CRITERIA: P = Cq * Ce * qs * I 70 MPH - EXP. C Ave. Ce = (1.06*15+1.13*5+1.19*0)/20 = 1.08 P= 1.3 * 1.08 * 12.6 * 1 = 17.65 psf TRANSVERSE (T4) PATIO Wind: . . . . _ ( 17.6 psf)( 14 - Seismic: Roof = ( 25 psf)( 34 ) Perpend. Wall = ( 14 psf)( 10 - _ ( 10 psf)( 10 - Floor= ( 12 psf)( 0 ) ...Controlling Lateral Force: 7) = 124 plf for Wind Loads. 850. 5)( 1.0)= 70 5)( 0.0)= 0 0- 920 x( 0.2095 )= 193 plf 193 plf (seismic) F NI E S I LA QUINTA, CA' ft 744 lbs. OWall(s) @ REAR OF LOGGIA lbs. 124 lbs / ft LENGTH = 3 ft - 0 ft + 3 = VVIIVU ft -lbs 708 ft -lbs . Ta LOAD = ( 124 - Itis / ft) ( 12.0 ft/2 + 0) _. LOAD' _ ( 0 lbs / ft) ( 0.0 ft/2 + 0) _ LOAD = ( 0 lbs / ft) ( 0.0 ft / 2 + 0) _ SHEAR = TL. LOAD / L= 744 lbs / 6.00 ft. _ U S E 10 w. 5/8" dia. x 10 " A.B.'s (aD- 72 "o/c UPLIFT L(Wall.) = 3.00 .ft. ; -Wall Height LOAD 372 lbs. O. T. M. _ 0.85*RM= 0.85*(14*10+18'`2.5) 3.00 12/2= N.M. = O.T.M.-R.M. = 3720 - 707.63 = UPLIFT = N.M./LENGTH= 3012.4 / 3.00 = PROVIDE: (1) SIMPSON HTT16 PER POST. 2O Wall(s) @ REAR OF MBR & OFFICE LENGTH = 3 ft - 0 ft + 0 = seismic Ta • LOAD = ( 192"18/34 lbs / ft) ( 12.0 ft/2 + 0 ) = T1 LOAD = ( 318'30/40 lbs / ft) ( 60.0 ft / 2 + 0) _ LOAD = ( 318.10/40 Ibs / ft) ( 32*32/60 ft /.2 + 0) _ SHEAR = TL. LOAD / L= 8443 lbs / 3.00 ft. _ Sheet !,5 Date 7-03-03 JN. 703-3796 6.00 ft 744 lbs. 0 lbs. 0 lbs. 124 lbs / ft AB72 10.00. ft. 3720 ft -lbs 708 ft -lbs 3012 ft -lbs 1004 lbs. 3.00 ft 610 lbs. 7155 lbs. 678 lbs. 2814 lbs / ft USE (3) HARDY PANELS HF1018 W/ 1-1/8" DIA. AB'S =9477 LBS > 8443 LBS ---------OK OWalls) @ FRONT ELEV. LENGTH = - 1 ft - 0 seismic T1 LOAD = ( 318"30/40 lbs / ft) ( 60.0 Ta LOAD = ( 193`19/34 lbs / ft) ( 12+8 T1 LOAD = ( 318'14/40 Ibs / ft) (. 40.0 SHEAR = TL. LOAD / L= 14208 lbs / ft + . 0 ft / 2 + 10/30-(328-32/2-"<) _ ft / 2 + 12/19*10) _ ft / 2 + 9/14•(242-242'1E) - _ 1.00 ft. _ 1.00 ft 9021. lbs. 1760 lbs. 3428 lbs. 14208 lbs / ft USE (5) HARDY PANELS HF1018 W/ T-1/8" DIA. AB'S =15795 LBS > 14208 LBS ---------OK ESI/FME file: 3796wt.wk4 F IN E S I ES.i/FME, Inc. STRUCTURAL ENGINEERS CLEMENTS RESIDENCE/TRADITION-LOT 9 LA QUINTA, CA 4) Wall(s) @ REAR OF LOGGIA Sheet Datc6-16-03 jW03-3796 Im USE (1) HARDY PANELS HF818 W/ 7/8" DIA. AB'S =2410 LBS > 1158 LBS ---------OK 6) LENGTH = 3.25 ft - 0 ft + 3.25 = 6.50 ft seismic LENGTH = 6.25 ft - 0 ft + 0 = T4 LOAD = ( 192'18/34 lbs / ft) ( 12.0 ft/2 + 0) = 610 lbs. LOAD = ( 0 lbs / ft) ( 0.0 ft/2 + 0) = 0 lbs. ft/2 + LOAD = ( 0 lbs / ft) ( 0.0 ft/2 + 0) = 0 lbs. 23 SHEAR = TL: LOAD / L= 610 lbs / 6.50 ft. = 94 lbs / ft LOAD = U S E Aio w. 5/8" dia. x 10 " A.B.'s @ 72 "o/c 0 AB72 _UPLIFT: - .. ..L(.Wall) =_. .-::..3.25 ft.. :Wall .Height - ... 10.00 ft: LOAD = 305 lbs. O. T. M. = 3049 ft -lbs 3x SILL 0.85*RM= 0.85*(14*10+25*2.5) 14 w. 5/8" 3.25 ^2/2= 909 ft -lbs. AB16X N.M: = O.T.M. - R.M. = 3049.4 - 909.04 = 2140 ft -lbs Wall Height = UPLIFT = N.M.] LENGTH = 2140.4 / 3.25 = 659 lbs. lbs. PROVIDE: (1) SIMPSON HTT16 PER POST. (5 Wall(s) @ REAR OF PATIO 7720 ft -lbs `� LENGTH = 1 ft - 0 ft+ 0 1.00 ft seismic 36520 / 6.25 = 5843 lbs. PROVIDE: Ta • LOAD = ( 193 lbs /ft) ( 12.0 ft/2 + 0) = 1158 lbs. LOAD = ( 0 lbs /ft) ( 0.0 ft/2 + 0) = 0 lbs. LOAD = ( 0 lbs /ft) ( 0 ft/2 + 0) = 0 lbs. SHEAR = TL. LOAD / L= 1158 lbs / 1.00 ft. = 1158 lbs / ft USE (1) HARDY PANELS HF818 W/ 7/8" DIA. AB'S =2410 LBS > 1158 LBS ---------OK 6) Wall(s) @ FRONT OF PATIO LENGTH = 6.25 ft - 0 ft + 0 = 6.25 ft seismic T4 LOAD = ( 193 lbs /ft)-( 12.0 ft/2 + 0) = 1158 lbs. T2 LOAD = ( 284 Ibs /ft) ( 23 ft/2 + 0) = 3266 lbs. LOAD = ( 0 lbs /ft) ( 0.0 ft/2 + 0) _. 0 lbs. SHEAR = TL. LOAD / L= 4424 lbs / 6.25 ft. _ 708 lbs / ft 3x SILL _ U S E 14 w. 5/8" dia. x 12 " A.B.'s Cd_) 16 "o/c AB16X UPLIFT: L( Wall) = 6.25 ft. Wall Height = 10.00 'ft-lbs ft. LOAD = 4424 lbs. O. T. M. = 44240 0.85*RM= 0.85*(14*10+25*26/2) * 6.25 ^2/2= 7720 ft -lbs N.M. = O.T.M. - R.M. = 44240 - 7719.7 = 36520 ft -lbs UPLIFT = N.M. / LENGTH= 36520 / 6.25 = 5843 lbs. PROVIDE: (1) SIMP SON HD8A PER POST. ESI/FME file : 379614 ,k4 � 0 � 0 ESI/FME, Inc. STRUCTURAL ENGINEERS CLEMENTS RES IDENCE/TRADITION-LOT 9 LA QUINTA, CA (7) Wall(s) @ FRONT OF GRAND ROOM Sheet /7 Date8-25-03 JN703-3796 LENGTH = loft - 0 ft + 12 = 22.00 ft seismic 18.00 ft. LOAD = 2937 lbs. O. T. M. = 52863 T2 LOAD = ( 284 lbs / ft) ( 23 ft/2 + 6.5) = 5112 lbs. LOAD = ( 284.19/34 lbs / ft) ( 17.0 ft/2 + 0) = 1349 . lbs. LOAD = ( 0 lbs / ft) ( 0.0 ft/2 + 0 ) = 0 lbs. SHEAR = TL. LOAD / L= 6461 lbs / 22.00 ' ft. = 294 lbs /ft U S E PROVIDE: A,, w. 5/8" dia. x 10 " A.B.'s @ 40 "o/c lbs. AB40 L(Wall-) _....,,.:.10:00 ft....... 'J.Vall 18.00 ft. LOAD = 2937 lbs. O. T. M. = 52863 ft -lbs 0.85*RM= 0.85*(14*18+25`15/2) 10.00 ^2/2= 18679 ft -lbs N.M. = O.T.M. - R.M. = 52863 - 18679 = 34184 ft -lbs UPLIFT = N.M. / LENGTH = 34184 / 10.00 = 3418 lbs. (1) SIMPSON HTT22 PER POST. SHEAR = TL. LOAD / L= 2741 lbs / 8 Wall(s) @ REAR OF ENTRY PORCH lbs. LENGTH 5 ft - 0 seismic .= ft + seismic T2 LOAD _ (.284"19/34 lbs /ft) ( 17.0 T4 LOAD = ( 193"19/34 Ibs / ft) ( 8.0 ft/2 + LOAD _ ( 0 Ibs /ft) ( 0 24*24/40 SHEAR = TL. LOAD / L= 1780 lbs / U S E UPLIFT PROVIDE: ft + 5 ft/2 + 0) = ft/2 + 0) = ft/2 + 0) _ 10.00 ft. _ 10 w. 5/8" dia. x 10 " A.B.'s L( Wall) = 5.00 ft. Wall Height LOAD = 890 lbs. O. T. M. 0.85*RM 0.85`(14*10+25*8/2) ' N.M. = O.T.M. - R.M. = 8902.1 - UPLIFT = N.M. / LENGTH= 6352.1 / (1) SIMPSON HTT16 PER POST. 64 "o/c .5.00 ^2/2= 2550 - _ 5.00 = 10.00 ft 1349 Wall(s) @ REAR OF KIT lbs. 0 lbs. LENGTH = 2 ft -. 0 ft + seismic ft. 8902 ft -lbs 2550 T4 LOAD = ( 318*14/40 lbs / ft) ( 40.0 ft/2 + T2 LOAD = ( 318*9/40 lbs / ft) ( 24*24/40 ft/2 + LOAD = ( 0 lbs /ft) ( 0.0 ft/2 + SHEAR = TL. LOAD / L= 2741 lbs / 2.00 ft. 64 "o/c .5.00 ^2/2= 2550 - _ 5.00 = 10.00 ft 1349 lbs. 431 lbs. 0 lbs. .178 lbs / ft .__.......... _...... AB64 10.00 ft. 8902 ft -lbs 2550 ft -lbs 6352 ft -lbs 1270 lbs. 2.00 ft. 2226 lbs. 515 lbs. 0 I bs. 1371 Ibs / ft USE (2) HARDY PANELS HF818 W/ 7/8" DIA. AB'S =2410 LBS > 1371 LBS ---------OK ESI/FME file: 3796w7.wk4 J F ' 'I JE �iS ESUFME, Inc. STRUCTURAL ENGINEERS CLEMENTS RESIDENCE/TRADITION-LOT 9 LA QUINTA, CA Sheet 6 Dateg-16-03 jp703-3796 0 I6 NO HOLDOWNS REQUIRED; UPLIFT VERY SMALL. 12) Wall(s) @ RIGHT OF CASITA CLOSET LENGTH = 8.5 ft - o'. ft + . CASITA 0 lbs. 0 C10) Wall(s) @ RIGHT OF CASITA L2 LOAD _ ( 0 Ibs /ft) ( 0 ft/2 + LOAD = ( LENGTH = 9.5 ft - 0 ft + 0 = 9.50 ft seismic U S E 10 w. 5/8" dia. x 10 " A.B.'s @ u LOAD = ( 128 lbs / ft) ( 10 ft/2 + 1 ) = 768 lbs. L1 LOAD = ( 264 lbs / ft) ( 22.0 ft/2 + . 0 ) = 2904 lbs. LOAD = ( 0 lbs / ft) ( 0.0 ft/2 + 0 ) = 0 lbs. SHEAR = TL. LOAD / L= 3672 lbs / 9.50 ft. = 387 lbs / ft .3x SILL U S E 12 w. 5/8" dia. x 12 " A.B.'s @ 24 "o/c AB24X :.;.,r :.:......:..:.... UPLIFT:,.. .. L( Wall :) _ .:_.. .:9.50 -ft...._. ...:..;. -Wall ........._........................ LOAD . = 3672 lbs. O. T. M. = 36720 ft -lbs 0.85*RM= 0.85*(14*10+25*22/2) 9.50 112/2= 15918 ft -lbs N.M. = O.T.M. - R.M. = 36720 - 15918 = 20802 ft -lbs UPLIFT = N.M. / LENGTH = 20802 / 9.50 = 2190 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. 11) Wall(s) @ LEFT OF CASITA LENGTH = 12 ft - 0 ft + 0 = 12.00 ft •seismic L1 LOAD = ( 264 lbs /ft) ( 22.0 ft/2 + 0) = 2904 lbs. LOAD = ( 0 lbs /ft) ( 0.0 ft/2 + 0) = 0 .lbs.. LOAD = ( 0 lbs /ft) ( 0 ft/2 + 0) = 0 lbs. SHEAR = TL. LOAD / L= 2904 Ibs / 12.00 ft. = 242 lbs / ft U S E 10 w. 5/8" dia. x 10 " A.B.'s @ 48 "o/c A648 UPLIFT: L( Wall) = 12.00 ft. Wall Height = 10.00 ft. LOAD = 2904 lbs. O. T. M. = 29040 ft -lbs 0.85*RM= 0.85*(14*10+25*22/2) * 12.00 ^2/2= 25398 ft -lbs N.M. = O.T.M.- R.M. = . 29040 - 25398 = 3642. ft -lbs UPLIFT = N.M. / LENGTH = 3642 / 12.00 = 304 lbs. I6 NO HOLDOWNS REQUIRED; UPLIFT VERY SMALL. 12) Wall(s) @ RIGHT OF CASITA CLOSET LENGTH = 8.5 ft - o'. ft + . seismic 0 lbs. 0 L1 LOAD = ( 264*8/33 lbs /ft) ( 22.0 ft/2 + L2 LOAD _ ( 0 Ibs /ft) ( 0 ft/2 + LOAD = ( 0 lbs /ft) ( 0'.0 ft/2 + SHEAR = TL. LOAD / L= 704 lbs / 8.50 ft. U S E 10 w. 5/8" dia. x 10 " A.B.'s @ UPLIFT: L(Wall) = 8.50 ft. Wall Height LOAD = 704 lbs. O. T. M. 0.85*RM= 0.85`(14*10+25*2.5) N.M. = O.T.M. - R.M. = 7040 - UPLIFT = N.M../ LENGTH = 821.98 / NO HOLDOWNS REQUIRED; UPLIFT VERY SMALL. I ESI/FME file: 3796Cw10.wk4 72 "o/c 8.50 ^2/2= 6218 = 8.50 = 8.50 ft 704 lbs.. 0 lbs. 0 lbs. 83 lbs / ft AB72 10.00 ft. 7040 ft -lbs 6218 ft -lbs 822 ft -lbs 97 lbs. Sheet Date 7-03-03 JN. 703-3796 CLEMENTS RESIDENCE/TRADITION-LOT 9 LA QUINTA, CA 12 Wall(s) @a FRONT OF GARAGE LENGTH . = .1 ft - 0 ft + 0 = 1.00 ft seismic T3 LOAD = ( 178 lbs / ft) ( 24.0 ft/2 + 2) = 2492 lbs. LOAD = ( 0 lbs /ft) ( 0 ft/2 . + 0-) = 0 lbs. LOAD = ( 0 lbs / ft) ( 0.0 ft/2 + 0) = 0 lbs. SHEAR = TL. LOAD / L= 2492 lbs /.. 1.00 ft. = 2492 Itis /ft USE (1) HF78-18 W/ 7/8" DIA. AB'S =2850 LBS > 2492 LBS ---------------OK ESI/FME file: 3796w12kwk4 M E S ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet zo Date 7-03-03 JN. 703-3796 CLEMENTS RESIDENCE/TRADITION-LOT 9 LA QUI NTA, CA ' 13 14 Wall(s) @ RIGHT OF GARAGE lbs. 0 LENGTH = 17.5 ft - .5 LENGTH = 11 ft - 0 ft + 0 = 11.00 -ft seismic 12 LOAD = LOAD = ( 0 lbs / ft) ( 0.0 Ll L3 LOAD = ( 194 lbs / ft) ( 22.0 ft/2 + 0) = 2134 lbs. 0.0 LOAD = ( 0 lbs / ft) ( 0.0 ft/2 + 0) = 0 lbs. LOAD = ( 0 lbs / ft) ( 0.0 ft/2 + 0) = 0 lbs. SHEAR = TL. LOAD / L= 2134 Ibs / 11.00 ft. = 194 lbs / ft U S E 10 w. 5/8" dia. z 10 " A.B.'s (ED 56 "o/c A656 r:_ .....:.... ....UPLI.FT::.. _ _,L( _Wall) _ . .1.1..00 ft......._- . ;-. Wall., -Height LOAD = 2134 lbs. O. T. M. = 21340 ft -lbs 0.85*RM= 0.85''(14*10+25"22/2) 11.00 ^2/2= 21341 ft -lbs N.M. = O.T.M. - R.M. = 21340 - 21341 = -1 ft -lbs UPLIFT = N.M. / LENGTH= =1.375 / 11.00 = -0 lbs. NO HOLDOWNS REQUIRED 11 U S E ft + 0 ft/2 + 0) _ ft/2 + 0) _ ft/2 + 0) _ 12.50 ft. _ ... G/411 A;^ .. oliA 11 A Q 1e. 1 72 "o/c UPLIFT: L( Wall) = 17.50 ft. Wall. Height = LOAD = 1034 lbs. O. T. M. _ 0.85*RM= 0.85'`(14'10+25*2.5) 17.50 12/2= N.M. = O.T.M.- R.M. = 10344 - 26357 = UPLIFT = N.M. / LENGTH= -16013 / 17.50 = NO HOLDOWNS REQUIRED 15 wall(s) @ RIGHT OF SERVICE lbs. 0 LENGTH = 17.5 ft - .5 seismic ft + seismic A672 L1 • 'LOAD = ( 431`24/60 lbs / ft) ( 12 LOAD = LOAD = ( 0 lbs / ft) ( 0.0 Ll LOAD = ( 0 lbs / ft) ( 0 ft / 2 + SHEAR = TL. LOAD / L= 1034 lbs / 11 U S E ft + 0 ft/2 + 0) _ ft/2 + 0) _ ft/2 + 0) _ 12.50 ft. _ ... G/411 A;^ .. oliA 11 A Q 1e. 1 72 "o/c UPLIFT: L( Wall) = 17.50 ft. Wall. Height = LOAD = 1034 lbs. O. T. M. _ 0.85*RM= 0.85'`(14'10+25*2.5) 17.50 12/2= N.M. = O.T.M.- R.M. = 10344 - 26357 = UPLIFT = N.M. / LENGTH= -16013 / 17.50 = NO HOLDOWNS REQUIRED 15 Walls) @ RIGHT OF KIT. lbs. 0 -lbs. LENGTH = 12.75 ft - 0 ft + seismic A672 10.00 ft. 10344 Li LOAD = ( 431 *24/60 lbs/ ft) ( 12 ft / 2 + Ll LOAD = ( 431*48/60 lbs / ft) ( 10 ft / 2 + LOAD = ( 0 lbs / ft) (. 0.0 ft/2 + SHEAR = TL. LOAD / L= 2758 lbs / 12.75 ft. U S E . UPLIFT PROVIDE: ESI/FME file: 3796wl3.wk4 w. 5/8" dia. x 10 " A.B.'s 48 "o/c L( Wall) = 12.75 ft. Wall Height = LOAD = 2758 lbs. O. T. M. _ 0.85''RM= 0.85'`(10'`10+25'`2.5) 12.75 12/2= N.M. = O.T.M.- R.M. = 27584 - 11227 = UPLIFT = N.M. / LENGTH= 16357 / 12.75 = . (1) SIMPSON HTT16 PER POST. 12.50 ft 1034 lbs. 0 -lbs. 0 lbs. 83 lbs / ft A672 10.00 ft. 10344 ft -lbs 26357 ft -lbs -16013 ft -lbs -915 lbs. 12.75 ft 1034 lbs. 1724 lbs. 0 lbs. 216 lbs / ft A648 10.00 ft.. 27584 ft -lbs 11227 ft -lbs 16357 ft -lbs 1283 lbs. I* ESI/FME, Inc. STRUCTURAL ENGINEERS CLEMENll 6 R LA QUINTA, CA 16 Wall(s) @ LEFT OF GARAGE lbs. 2758 LENGTH = 16 ft - 0 seismic . ft + A632 L3 LOAD = ( 194 lbs / ft) ( 22.0 L1 LOAD = ( 431`48/60 lbs / ft) ( 16 236 LOAD =• ( 0 lbs / ft) ( 0.0 ft/2 + SHEAR = TL. LOAD / L= 4892 lbs / ft + 0 ft/2 + 0) = ft/2 + 0) = ft/2 + 0) = 16.00 ft. _ LOAD = 4892 lbs. O. T. M. _ 0.85*RM= 0.85*(14`10+25*22/2) 16.00 ^2/2= N.M. = O.T.M.-R.M. = 48924 - 45152 UPLIFT = N.M./LENGTH= 3772 / 16.00 = NO HOLDOWNS REQUIRED Sheet � 1 Date 7-03-03. 703-3796 JN. 16.00 ft 2134 lbs. 2758 lbs. 0 lbs. 306 lbs / ft ft + A632 ,1,0.0,0, .ft. ..:.... . 48924 ft -lbs 45152 ft -lbs 3772 ft -lbs 236 lbs. 17 Wall(s) @ LEFT OF KIT LENGTH = 8.75 ft - 0 ft + 0 = 8.75 ft seismic Ll LOAD = ( 431*48/60 lbs / ft) ( 6 ft/2 + 0) _ 1034 lbs. L2 LOAD = ( 229*29/23.5lbs / ft) ( 31.0 'ft / 2 + 2 ) = 4945 lbs. Li LOAD = ( 431*25/60 lbs / ft) ( 8 ft/2 + 0) = 718 lbs. SHEAR = TL. LOAD / L= 6698 lbs / 8.75 ft. = 766 lbs / ft 3x SILL U S E n14\ w. 518" dia. x 12 " A.B.'s @ 8 "o/c ABsx UPLIFT: L( Wall) = 8.75 ft. Wall Height = 10.00 ft. LOAD = 6698 lbs. O. T. M.. = 66982 ft -lbs 0.85*RM= 0.85*(10*10+25*2) * 8.75 ^2/2= . 4881 .ft -lbs N.M. = O.T.M.-R.M. = 66982 - 4880.9 = 62101 ft -lbs UPLIFT = N.M. / LENGTH '_ 62101 / 8.75 _ 7097 lbs. PROVIDE: (1) SIMPSON HD8A PER POST. 18 Wall(s) @ RIGHT OF GRAND LENGTH = 9 ft - 0 ft + 0 = 9.00 ft seismic T4 LOAD = ( 193* 13/34 lbs / ft) ( 33 ft / 2 + 0) = 1218 lbs. LOAD = ( 0 ` lbs /ft) ( 0 ft / 2 + 0) = 0 lbs.. LOAD = ( 0 lbs / ft) ( 0.0 ft / 2 + 0) = 0 lbs. SHEAR = TL. LOAD / L= 1218 lbs / 9:00 ft. = 135 lbs / ft 1 U S E 10 w. 5/8" dia. x 10 " A.B.'s (a7 72 "o/c A672 UPLIFT: L( Wall) = 9.00 ft. Wall. Height = 18.00 ft. LOAD = 1218 lbs. O. T. M. = 21917 ft -lbs 0.85*RM= 0.85*(14*18+25*2.5) * 9.00 ^2/2= 10827 ft -lbs • N.M. = O.T.M. - R.M. = 21917 - 10827 = 11090 ft -lbs UPLIFT = N.M. / LENGTH= 11090 / 9.00 . = 1232 lbs. PROVIDE: (1) SIMPSON HTT16 PER POST.. ESI/FME file: 3796wl6.wk4 F7' M E S ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet Z?j Date 7-03-03 JN. 703-3796 CLEMENTS RESIDENCE/TRADITION-LOT 9 LA QUINTA, CA 18 Wall(s) @ LEFT OF PATIO LENGTH = 6.5 ft - 0 ft + 0 = 6.50 ' ft seismic T4 LOAD. _ ( 193*13/34 lbs / ft) ( 33 ft/2 + 0 ) = 1218 lbs. LOAD = ( 0 lbs / ft) (. 0 ft/2 + 0 ) = 0 lbs. LOAD = ( 0 lbs / ft) ( 0.0 -ft/2 + 0 ) = 0 lbs. SHEAR = TL. LOAD / L= 1218 lbs / 6.50 ft. = 187 lbs/ft _.,. , ...... :. ;..:..::-..:._:.:...H, S-= E.. .. 10 .: ... -w. 5/8" dia. „ .1.0 .. !'-A-;&'s P)..".-----64-!'o/c..--- . -= A��4 ........... UPLIFT: L(Wall) = 6.50 ft. . Wall Height = 10.00 ft. LOAD = 1218 lbs. O. T. M. = 12176 ft -lbs 0.85*RM= 0.85*(14*18+25*2.5) * 6.50 ^2/2= 5647 ft -lbs N.M. = O.T.M. - R.M. = 12176 - 5647.2 = 6529 ft -lbs UPLIFT = N.M. / LENGTH = 6528.8 / 6._50 = 1004 lbs. PROVIDE: (1) SIMPSON HTT16 PER POST. • ESI/FME file: 3796w18A.wk4 • I* ESI/FME, Inc. STRUCTURAL ENGINEERS CLEMENTSRE LA QUINTA, CA 19 ft + ft/2 + ft/2 + ft/2 + 9.00 ft U S E /11 \ w. 518" dia. x 10 " A.B.'s @ •.:.v.,...,..,:......... UPLIFT:::.:.:,....L.( Wall.).. 9.00 ft,. Wall Heiq LOAD' 2452 lbs. O .T. M 0.85*RM= 0.85*(10*18+25*2) N.M. = O.T.M.-R.M. 44142 - UPLIFT = N.M./LENGTH= 36224. / PROVIDE: (1) SIMPSON HTT22 PER POST. Sheet Da{oe -03 0- 3796 0 = wall(s) @ LEFT OF POWDER 0 ) = 718 LENGTH 9 ft - 0 seismic ,= 1325 lbs. L1 LOAD = ( 431 *25/60 lbs / ft) ( 8 T4 LOAD = ( 193*8/34 lbs / ft) ( 18 Lz LOAD ( 229*17/23.5 lbs / ft) ( 16.0 9.00 ^2/2= SHEAR = TL. LOAD/ L= 2452 lbs / ft + ft/2 + ft/2 + ft/2 + 9.00 ft U S E /11 \ w. 518" dia. x 10 " A.B.'s @ •.:.v.,...,..,:......... UPLIFT:::.:.:,....L.( Wall.).. 9.00 ft,. Wall Heiq LOAD' 2452 lbs. O .T. M 0.85*RM= 0.85*(10*18+25*2) N.M. = O.T.M.-R.M. 44142 - UPLIFT = N.M./LENGTH= 36224. / PROVIDE: (1) SIMPSON HTT22 PER POST. Sheet Da{oe -03 0- 3796 0 = 9.00 ft 0 ) = 718 lbs. 0) = 409 lbs. 0) = 1325 lbs. = 272 lbs / ft 40 "o/c ft / 2 AB40 Lz LOAD ft.. . = .18.00 44142 ft -lbs 9.00 ^2/2= 7918 ft -lbs 7917.8 = 36224 ft -lbs 9.00 = 4025 lbs. 20 Wall(s) @ RIGHT OF BED 2 11050 Ibs, 0.85*RM= 0.85*(10*10+25*2) N.M. = LENGTH = 14 ft - 0 ft + 0 = seismic L1 LOAD = ( 431 *25/60 lbs/ft)( 17 ft / 2 + 35n5•5•10/17) _ Lz LOAD ( 229*29/23.5 lbs / ft) ( 31*10/17 ft/2 + 14/2+1 ) _ T4 LOAD = ( 193*8/34 lbs /ft) ( 18 ft / 2 + 12/8* 19/2) _ SHEAR = TL. LOADDzi/ L= 8159 lbs / 14.00 ft. _ U S E 3� w. 518" dia. x 12 " A.B.'s @ 16 "o/c UPLIFT: L( Wall) = 14.00 ft. Wall Height = LOAD = 8159 lbs. O. T. M. _ 0.85*RM= 0.85*(14*10+25*2) * 14.00 ^2/2= N.M. = O.T.M.- R.M. = 81591 - 15827 = UPLIFT = N.M. / LENGTH = 65764 / 14.00 = PROVIDE: (1) SIMPSON HD8A PER POST. 21 Wall(s) @ LEFT OF BED 2 LENGTH = 14 ft - 0 ft + 0 = seismic L1 LOAD = ( 431 lbs /ft) ( 20 ft/2 + 0) _ L1 LOAD = ( 431*35/60 lbs / ft) ( 25/35*17 ft/2 + 10/2' 7/17-10/2 ) _ Lz LOAD = ( 229*29/23.5 lbs / ft) ( 31 *7/17 ft/2 + 0) _ T4 LOAD = ( 193*12/34 lbs/ft)( 30 ft/2 + 18/2 ) _ SHEAR = TL. LOAD / L= 11050 lbs / 14.00 ft. _ U S E UPLIFT: PROVIDE: ESI/FME file: 3796w19.wk4 w. 518" dia. x 12 "A.B.'s Lk vvan ) _ -14.uu rt. LOAD = 11050 Ibs, 0.85*RM= 0.85*(10*10+25*2) N.M. = O.T.M. - R.M. = UPLIFT = N.M. / LENGTH = (1) SIMPSON HD8A Wall Height O.T.M. * .110496 - 98001 / PER POST. 8 "o/c 14.00 ^2/2= 12495 = 14.00 = 14.00 ft 2266 Ibs. 4837 lbs. 1056 lbs. 583 lbs / ft 789 3x SILL A616X 10.00 ft. 81591 ft -lbs 15827 ft -lbs 65764 ft -lbs 4697 lbs. 14.00 ft 4310 lbs. 3301 lbs. 1804 lbs. 1635 lbs. 789 lbs/ft 3x SILL AB8X 10.00 ft. 110496 ft -lbs 12495 ft -lbs 98001 ft -lbs 7000 lbs. r ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet ZIt Date 7-03-03 JN. 703-3796 CLEMENTS RESIDENCE/TRADITION-LOT 9 LA QUINTA, CA 22 Wall(s) @ LEFT ELEV. LENGTH = 13.5 ft - 2 ft + 13.25 = 24.75 ft seismic L, LOAD = ( 431 lbs / ft) ( 20 ft/2 + 0) = 4310 lbs. Ta LOAD = ( 193*12/34 lbs / ft) ( 30 ft/2 + 18/2 . ) = 1635 lbs. LOAD = ( 0 lbs / ft) ( 0.0 ft/2 + 0) = 0 lbs. SHEAR = TL. LOAD / L= 5945 lbs / 24.75 ft. = 240 lbs/ft U, S E A.E.'s 48 'o/c AB4$ UPLIFT: L( Wall) = 13:50 ft. Wall Height = 10:00 ft. LOAD = 2762 lbs. O. T. M. = 27622 ft -lbs 0.85*RM= 0.85*(14*10+25*5) . * 13.50 ^2/2= 20526 ft -lbs N. M. = O.T. M. - R.M. = 27622 - 20526 = 7097 ft -lbs UPLIFT = N -M. /LENGTH= -7096.5 / 13.50 = 526 lbs. NO HOLDOWNS REQUIRED; UPLIFT VERY SMALL. ul I • 19 I� ESI/FME, Inc. STRUCTURAL ENGINEERS CLEMENTS RESIDENCE/TRADITION-LOT 109 LA QUINTA, CA FOUNDATION ANALYSIS Sheet &5- bE Date 7-08-03 JN. 703-3796 ASSUMED SOIL BEARING PRESSURE= 1500 psf Soils.Report By : SLADDEN ENGINEERING Job No. 544-6130 Dated : DEC. 12, 1996 t 1,._ Continuous Footing Design: Roof : ( 45) ( 50/2 ) 1125 plf Wall : ( 14) ( 10 ) = 140 Floor: ( 52) ( 0 ) = 0 1265 plf Width Required = ( 1265 ) / ( 1750 - 75) = 0.76 ft. USE 12 in. wide x 12 in. deep cont. ftg. 1 -Story w/ 1 - #4 T / B Cont. 2. Point Loaded Footing P max = S.-B.P. * S * W / 144 4 x post (minimum) Pmax (1 -Story) = 5000 lbs. SLAB ------------- ONT. FTG;-' 45 -deg. S -Bearing Area 3. Pads needed: Pad # 1 : P = R ( R ) = 7899.00 lbs from BM#4 Area = ( 7899 ) / ( 1500 - 50 ) = 5.45 sq. ft., hence, L = 2.33 ft. (minimum) * Use pad 30 " square x 12 " deep. Pad # 2 : P= R( R ) = 8746.00 lbs from BM#5 Area = ( 8746 ) / ( 1500 - 50 ) = 6.03 sq. ft., hence, L = 2.46 ft. ( minimum ) Use pad 30 " square x 12 deep. ESUFN E file : 3796F1.wk4