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MA 98-066rf VtYUU ir 4 78-495 CALLE TAMPICO - LA QUINTA, CALIFORNIA 92253 - (760) 777-7000 FAX (760) 777-7101 TDD (760) 777-1227 July 15, 1998 Canaday and Company 1570 Brookhollow Drive, #208 Santa Ana, California 92705 Subject: Minor Use Permit 98-066 Dear Applicant: The Community Development Department has approved your request to construct a guest house at 78-895 Via Trieste. Prior to issuance of a building permit, the enclosed Agreement shall be notarized and returned to the Community Development Department. 1. We will send the covenant agreement to be recorded with the Riverside County Recorder's Office. If you have any questions, please feel free to contact our office at 760-777-7067. Very truly yours, JE Y E MAN CM I DEVELOPMENT DIRECTOR �G SDELL Associate Planner GT. Enc. c: Community Development Director Building and Safety Director Planning Manager LTMUP98-066 -25- MAILING ADDRESS - P.O. BOX 1504 - LA QUINTA, CALIFORNIA 92253 ®�' tf RECORDING REQUESTED BY: City of La Quinta Community Development Department City of La Quinta, California WHEN RECORDED PLEASE MAIL TO: City of La Quinta Community Development Department c/o Greg Trousdell, Associate Planner P. O. Box 1504 La Quinta, CA 92253 COVENANT AND AGREEMENT RESTRICTING THE USE OF THE RESIDENCE AT 78- 895 VIA TRIESTE,_ LA QUINTA, CALIFORNIA - This covenant and agreement are made and executed on this the 15th day of July, 1998, by Canaday and Company, for property described herein. The City of La Quinta, a Municipal . Corporation, is hereby.made a party to this agreement for the purposes set forth below. The undersigned hereby certifies that he or she is the property owner of the following described real property in the City of La Quinta, County of Riverside, State of California: Lot 57 of Tract 26152 (Assessor's Parcel Number 643-130-054). In consideration of the City of La Quinta issuing a building permit for certain improvements which will be constructed on said property, the undersigned does hereby covenant and agree to and with said City to restrict the use of said property as follows: The guest house may not be rented nor sold independent of the main single family residence (Minor Use Permit No. 98-066); 2. No kitchen or cooking facilities shall be constructed in the guest house per the provisions of Sections 9.30.030 (RL Zone District) and 9.60.100 (Guest Houses) of the La Quinta Zoning Ordinance; and, 3. All on-site facilities are intended for the sole occupancy of the property owner(s), guests, and caretakers. This covenant and agreement shall run with the land and shall be binding upon future owners, their successors, heirs, or assigns, and ourselves, and shall continue in effect while said accessory building remains on the real property or unless otherwise released by the authority of the City of La Quinta. All leases of said dwelling and/or property shall be subject to this restriction. This agreement CovenMUP066-25 shall be entitled to the remedy of injunctive relief in addition -of any remedy in law or equity This covenant and agreement and the provisions hereof are irrevocable and nonmodifiable except by -the written consent of all parties to the agreement, including the City of La Quinta, a municipal corporation. The City shall have the right to enforce each and every provision hereof and the parties agree that the agreement shall not be rescinded, revoked, modified, or otherwise amended or changed, without the expressed written consent of the City first being obtained. In the event that the owners, their heirs, assigns or successors in interest, shall fail to perform any obligation hereunder, they hereby agree to pay all costs and expenses incurred by the City of La Quinta in securing performance of such obligation, including. attorney's fees. Dated: By: . Canaday & Company Notary By:OL� / I Christine di iorio, Plannin Manager City of La Quinta 0 CovenMUP066-25 i State of California County of Riverside On / �S �9 8 before me, Phyllis Manley, Notary Public, personally appeared Christine di Iorio, personally known to me to be the person whose name is subscribed to the within instrument and acknowledged tome that she executed the same in her authorized capacity, and that by her signature on the instrument the person or the entity upon behalf of which the person acted, executed the instrument. WITNESS my hand and official seal. (Seal) PHYUJS M KE1l . C0MM. • 10CM Notch Pubic — Cavan," If RfVMDE COUNTY Comm. Ex;*m OCr 16. MS Document Description: Covenant & Agreement restricting the use of the residence at 78-895 Via Trieste for Canaday & Compaq ' Number of Pages: 2. Date of Document: E S I/ F M E INC. STRUCTURAL ENGINEERS PROJECT: Structural Calculations for CANADAY & COMPANY on "THE PALISADES" to be built at La Quinta, California. PLAN 3 Date: February 19, 1998 Revisions: J Client : CANADAY & COMPANY Client Job No. , __ Shipped: FMpR t44� Job No. 298-8425 1921 EAST CARNEGIE AVENUE, ST. U SANTA ANA, CALIFORNIA 92705-0055 Ph: ( 714) 261-1811 0 Fax ( 714) 261-8506 I. ESI/FME, Inc. STRUCTURAL ENGINEERS LOAD CONDITIONS: ROOF : Wd.Shake Rock Slope ❑ 4:12 ❑ 3:12 Live Load Roof Mt'I Built -Up Sheathing Roof Rafters Ceiling Joist Drywall Miscellaneous Total D.L. Total LOAD 16.0 psf 20.0 psf 4.0 1.5 - - 3.0 - - Drywall 6.0 2.5 1.5 12.0 psf 1.5 Total Load 1.5 62.0 psf 1.5 DATE: 1.5 I nit.: 1.5 2.5 2.5 1.0 1.0 12.0 psf 14.0 psf 28.0 psf 34.0 psf STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS Tile 3 0 4:12 16.0 psf 10.0 1.5 1.5 1.5 2.5 1.0 18.0 psf 34.0 psf 1. Sketches of details in calculations are not to scale and may not represent true conditions on plans. Architect or designer 0 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 ESI /FME, Inc. Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission of ESI/FME, Inc. FLOOR: Sheet Z Date MAR 0 5 1998 JN. 8425 ® 0 w/o Conc. w/ Conc. Live Load 40.0 psf 40.0 psf D.L. of F. F. 5.0' 15.0 Sheathing 1.5 1.5 Floor Joists 3.0 3.0 Drywall 2.5 2.5 Total D.L. 12.0 psf 22.0 psf Total Load 52.0 psf 62.0 psf LOAD CONDITIONS: DATE: I nit.: PROJECT DESCRIPTION: P3: Plan 3 -"THE PALISADES" / CANADAY & CO. La Quinta, California. PROJECT ENGINEER: R.R.W. II CALCS BY: K.L.S. DATE 2-19-98 ASSOC. CHECK: DATE: BACK CHECK: DATE: ROOF TRUSS Rev.: DATE: FLR. TRUSS Rev.: DATE: P/T FOUND. Rev.: DATE: PLAN CHECK: DATE: REVISIONS: SHTS: DATE: 'I Init.: j SHTS: DATE: Init.: C�? SHTS: DATE: \' Init.: 1166 SHTS: DATE: E SHTS: Init.: DATE: Init.: F� SHTS: \" DATE: I nit.: ESI/FME, Inc. Structural Engineers (This signature is to be a wet signature not a copy.) APPROVED BY: DATE: -1 -- 'NAR 16199& F ME ESI/FME, Inc. STRUCTURAL ENGINEERS DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION CODE: 1994 UNIFORM BUILDING CODE (rev. 10/26/95) In all cases calculations will supersede this design criteria sheet. Sheet Date MAR 0 5 1998 JN. 8425 TIMBER Douglas Fir—Larch — 199/o max. moisture content. Lumber: #2/#1 2x4 #2: Fb=1315/1510 psi; Fv=95 psi 4x6;4x8 : Fb=1140/1300 psi; Fv=95 psi 2x6 #2: Fb=1140/1310 psi; E=1.6 E6 psi 410 : Fb=1050/1200 psi; E=1.6 E6 psi 2x8 #2: Fb=1055/1210 psi; 4x12 : Fb= 965/1100 psi 2x10 #2: Fb= 965/1105 psi; 4x14; 4x16: Fb= 875/1000 psi 2x12 #2: Fb= 875/1005 psi; Lumber: #1 / S.S. 2x14 #2: Fb= 790/ 905 psi; 6x10: Fb=1350/1600 psi; Fv=85 psi It is recommended that lumber be free of heart center. 6x12: Fb=1350/1600 psi; E=1.6 E6 psi Glued Laminated Beams: Douglas Fir—Larch PARALLAM PSL 2.0 E Ind. App. Grade: Fb=2400 psi; Fv=165; E=1.8 E6 psi Fb=2900 psi; Fv=290 psi; E=2.0 E6 psi MICROLLAM LVL M=L: Fb=2600 psi: Fv=285 psi: E=1.8 E6 psi 1. Drypack shall be composed of one part Portland Cement to not more than three parts se 2. All structural concrete..................................................f'c = 3000 psi All slab—on—grade/continuous footings/pads ...........fc = 2500 psi 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 of 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- 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 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 nailers. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). MASONRY Is 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. • F M E S ''k," ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet y DateMAR 0 5 i,948 JN. x+25 GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION (1994 Uniform Building Code) (rev. 10/26/95) 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, U.N.O. D. Provide 4x or 2-2x members under shear walls on floor joists. E. All Simpson HDA, HPA and CB holdowns to be fastened to 4x4 post minimum. 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 engineer's review. H. All exterior walls are to be secured with 1/2" diameter x 10" anchor bolts @ 72" o.c., U.N.O. (WS1270 Ramset/Redhead may be used in lieu of anchor bolts). 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. U.N.O. J. All conventional framed portions of structure are to be constructed per section 2317-2326 of the Uniform Building Code, U.N.O. K. All nailing is to be per table 23-1—Q of the Uniform Building Code, U.N.O. L. All nails to be "common", U.N.O. FRAMING NOTES 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 : 3/80o x 6.5" Sole Plate Screws at 6 "o% SPN8 : 16d Sole Plate Nailing at 8"o/c SPN6 : 16d Sole Plate Nailing at 60o% SPN4 :16d Sole Plate Nailing at 4"o/c SPN3 :16d Sole Plate Nailing at 3"o/c SPN2 : 16d Sole Plate Nailing at 28o/c FOUNDATION NOTES LEGEND MARK: DESCRIPTION MARK: DESCRIPTION AB64 : 1/2"o x 10" Anchor Bofts at 64"o% 2—#4 : Provide a total of 2—#4 at top & 2—#4 at AB56 : 1/2"o x 10" Anchor Bolts at 56"o/c bottom of footing, 3' past posts. AB48 : 1/2"o x 10" Anchor Bolts at 48"o/c 3—#4 : Provide a total of 3—#4 at top & 3—#4 at AB40 : 1/2"o x 10" Anchor Bolts at 40"o/c bottom of footing, 3' past posts. AB32 : 1/2"o x 10" Anchor Bolts at 32"o/c 4—#4 : Provide a total of 4—#4 at top & 4—#4 at AB24 : 1/2"o x 10" Anchor Bolts at 24"o/c bottom of footing, 3' past Posts. AB16 : 1/2"o x 10" Anchor Bolts at 16"o/c HD2A 1 Simpson HD2A per post. AB8 : 1/2"o x 10" Anchor bolts at 8"o/c HD5A : 1 Simpson HD5A per post. AB24X: 1/2"o x 12" Anchor Bolts at 24"o/c HD6A : 1 Simpson HD6A per post. AB16X: 1/2"o x 12" Anchor Bolts at 16"o/c HD8A : 1 Simpson HD8A per post. AB8X : 1/2"o x 12" Anchor bolts at 8"o% HD10A: 1 Simpson HD10A per post. 2AB 2 1/2"o x 10" Anchor Bolts HD14A: 1 Simpson HD14A per post. 3AB 3 1/2"o x 10" Anchor Bolts HD20A: 1 Simpson HD20A per post. 2ABX 2 1/2"o x 12" Anchor Bolts HPA 1 Simpson HPAHD22 per post. 3ABX 3 1/2"o x 12" Anchor Bolts HPA2P: 1 Simpson HPAHD22-2P per ost. 2ABXX : 2 3/4"o x 12" Anchor Bolts MTT28B: 1 Simpson MTT286 per post. ESI/FME, Inc. STRUCTURAL ENGINEERS "THE PALISADES" / Canaday & Co. La Quinta, California PLAN 3 Sheet S Date 3-2-98 JN. 298-842 OHeader @ Rear of Family: Length = 6.25 ft. w: Roof = ( 34 psf) ( 33.5/2 + 1.5 ) = 620.50 plf Wall - ( 14 psf) ( 2.5 0) 35.00 Floor = ( 52 psf) ( 0 + 0) = 0.00 D. L. of Beam . . . . . . . . . . . . . . = 15.00 w = 670.50 plf Fb = 1050 psi. M = 3273.9 ft -Ib = 39.29 in -k S = Moment 1.000 Fb = 37.4 in^3 Reactions: Fv = 95 psi d= 9.25 in *R = 2095 lbs V = w (L/2 - d) = 1578.5 lbs. A = 1.5 V / 1.000 Fv = 24.9 in^2 Reqd Sec Properties: Prov'd Allow defl = L / 360 - 0.21 in *S = 37.42 in^3 *A = 24.92 in^2 49.91 32.38 E= 1.6 x 10^6 psi * I = 69.06 in^4 230.84 1=5*w*L^4 / 384*E*d= 69.1 in^4 Estimated defl = 0.062 in. U S E 4 x 10 W.C.D.F. 2 O Header @ Rear of Living/Dining, Length = 8.25 ft. W'. Roof = ( 34 psf ) ( 33.5/2 + 1.5 ) = 620.50 plf Wall =( 14 psf) ( 2.5 + 0) 35.00 Floor = ( 52 psf ) ( 0 + 0) = 0.00 D. L. of Beam . . . . . . . . . . . . . . = 15.00 w = 670.50 plf Fb = 1100 psi. M = 5704.5 ft -Ib = 68.45 in -k S = Moment 1.000 Fb = 62.2 in^3 Reactions: Fv = 95 psi d= 11.25 in *R = 2766 lbs - V = w (L/2 - d) = 2137.2 lbs. A = 1.5 V / 1.000 Fv = 33.7 in^2 Reqd Sec Properties: ,Prov'd * S = 62.23 in^3 73.83 Allow defl = L / 360 = 0.28 in * A = 33.75 in^2 39.38 E = 1.6 x 10^6 psi * I = 158.83 in^4 i. 415.28 1=5*w*L^4 / 384*E*d= 158.8 in^4 Estimated defl = 0.105 in. U S E 4 x 12 W.C.D.F. 1 file: 8425P3B1.WK4 ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet Cp Date 3-2-98 JN. ?98 - "THE PALISADES" / Canaday & Co. 1350 psi: " La Quinta, California _ M = 12453 ft -Ib = 149.4 in -k PLAN 3 OBeam @ Left of Utility: Fb = 110.7 in^3 Length = 13 ft. w: Roof = ( 34 psf ) ( 30.5/2 + 1.5 ) = 569.50 pif Wall = ( 14 psf ) ( 0 + 0 ) = 0.00 Floor =( 52 psf ) ( 0 + 0) = 0.00 3266.8 D. L. of Beam . . . . . . . . . . . . . . . = 20.00 A = 1.5 V / 1.000 Fv = w = 589.50 plf Fb = 1350 psi: _ M = 12453 ft -Ib = 149.4 in -k S = Moment 1.000 Fb = 110.7 in^3 Reactions: Fv = 85 psi d= 11.5 in *R = 3832 lbs V= w (L/2 - d) = 3266.8 lbs. A = 1.5 V / 1.000 Fv = 57.6 in^2 Reqd Sec Properties: :Prov'd • * S = 110.70 in^3 121.23 Allow defl = L / 360 - 0.43 in *A = 57.65 in^2 63.25 E = 1.6 x 10^6 psi * I = 546.38 in^4 697.07 1=5*w*L^4 / 384*E*d= 546.4 in^4 Estimated defl = 0.340 in. U S E 6 x 12 W. C. D. F. 1 OHeader @ Front of Den / Bdrm. 3: Length = 4 ft- L1 1.5 ft; L2 = 2.5 ft. P P = 3832 lbs from BM #3R Ll w: Roof = ( 34 psf) ( 33.5/2 + 0 ) = 569.50 plf Wall = ( 14 psf) ( 2.5 + 0 ) = 35.00 Floor = ( 52 psf) ( 0 + 0 ) = 0.00 D. L. of Beam . . . . . . . . . . . . . . . = 15.00 w = 619.50 plf Fb = 2900 psi. M = 4832 ft -Ib= 57.98 in -k S = Moment 1.000 Fb = 20.0 in^3 Reactions: *RL = 3634 lbs Fv = 290 psi ; d = 9.5 in *RR 2676 lbs V = R(max)-(w*d)= 3144 lbs. A = 1.5 V / 1.000 Fv = 16.3 in^2 Req'd Sec. Properties::Prov*d *S = 20.0 in^3 I 52.65 Allow defl = L / 360 = 0.13 in *A = 16.3 in^2 I 33.25 E = 2 x 10^6 psi * I = 52.2 in^4 250.07 1=5*M*L^2 / 48*E*d= 52 in^4 Estimated defl = 0.028 in. U S E 3.5 x 9.5 PARALLAM, PSL 2.0E file : 8425P3B2.wk4 ESI/FME, Inc. STRUCTURAL ENGINEERS "THE PALISADES" / Canaday & Co. La Quinta, California PLAN 3 Sheet 7 Date 3-2-98 JN. 298-842 OBeam Over Porch: Length = 9 ft. w: Roof = ( 34' psf ) ( 33.5/2 + 1.5 ) = 620.50 plf Wall =( 14 psf)( 0 + 0 )= 0.00 - + = 0 Floor - ( 52 psf) ( 0 0) 0.0 D. L. of Beam . . . . . . . . . . . . . . . = 15.00 w = 635.50 plf Fb = 1100 psi. M = 6434.4 ft -Ib = 77.21 in -k S = Moment 1.000 Fb = 70.2 in^3 Reactions: Fv = 95 psi d= 11.25 in *R = 2860 lbs V = w (L/2 - d) = 2264.0 lbs. A = 1.5 V / 1.000 Fv = 35.7 in ^2 Reqd Sec Properties: Provd - * S = 70.19 in^3 73.83 Allow defl = L / 360 0.30 in *A = 35.75 in^2 39.38 E = 1.6 x 10^6 psi * I = 195.45 in^4 415.28 1=5*w*L^4 / 384*E*d= 195.4 in^4 Estimated defl = 0.141 in. U S E 4 x 12 W.C.D.F. 1 OHeader @ Right of Opt. Guest Room: Length = 6.25 ft; L1 5 ft; L2 = 1.25 ft. P P = 790.5 lbs from GT = 34*6/2*15.5/2 }� Ll L2 w: Roof = ( 34 psf ) ( 15.5/2 + 1.5 ) = 314.50 plf Wall = ( 14 psf ) ( 2.5 + 0 ) = 35.00 Floor = ( 52 psf ) ( 0 + 0 ) = 0.00 D. L. of Beam . . . . . . . . . . . . . . . = 15.00 w = 364.50 plf Fb = 1100 psi. M = 2570 ft -Ib= 30.84 in -k S = Moment 1.000 Fb = 28.0 in^3 Reactions: *RL = 1297 lbs Fv = 95 psi ; d = 11.25 in *RR 1771 lbs V= R(max)-(w*d)= 1430 lbs. A = 1.5 V / 1.000 Fv = 22.6 in ^2 Req'd Sec. Properties:_P,ov._d *S = 28.0 in^3 73.83 Allow defl = L / 360 = 0.21 in *A = 22.6 in^2 39.38 E = 1.6 x 10^6 psi * I = 54.2 in^4 415.28 1=5*M*L^2 / 48*E*d= 54 in^4 Estimated defl = 0.027 in. U S E 4 x 12 W.C.D.F. 1 file: 8425P3B3.wk4 "THE P La Quinta, California ESI/FME, Inc. STRUCTURAL ENGINEERS PLAN 3 LATERAL ANALYSIS Sheet Date JN. Wind Load. . = 70 mph/ Exp. C ) = 1.13 x 1.3 x 12.6 = 18.5. psf Seismic: v = Z * I * C / Rw = 0.40 * 1.0 * 2.75 / 6 = 0.1833 UBC 1628.2.1 LONGITUDINAL: @ M. Bdrm., Living, Dining, Family & Kitchen Wind: . . . . = 18.5 psf)( 15.5 - 4.5) = 204 plf for Wind Loads. Seismic: Roof = 18 psf)( 33.5+3 ) = 657 Parallel Wall = ( 14 psf)( 11.5-4. * 33.5• / 59 ) = 111 _ ( 10 psf)( 9-4.5 * 33.5• / 59 ) = 51 Perpen Wall = ( 14 psf)( 9 - 4.5 )( 2 ) = 126 _ ( 10 psf)( 9 - 4.5 )( 1 ) = 45 /1\ Floo- 12 psf)( 0) = 0 990 x( 0.1833 )= 182 plf ...Controlling Lateral Force: 204 plf (W) TRANSVERSE: @ M. Bdrm., Living, Dining, Family & Kitchen Wind: . . . . = 18.5 psf)( 14.5 - 4.5) = 185 plf for Wind Loads. Seismic: Roof = 18 psf)( 59+3 ) _ 1116 Parallel Wall = ( 14 psf)( 9-4.5 * 90.0 / 33.5 ) = 169 _ ( 10 psf)( 9-4.5 * 59 / 33.5 ) = 79 Perpen Wall = ( 14 psf)( 11.5 - 4.5 )( 2) = 196 _ ( 10 psf)( 9 - 4.5 )( 2) = 90 ----> Floo- 12 psf)( 0) = 0 1651 x( 0.1833 )= 303 plf ... Controlling Lateral Force: 303 plf (S ) U F v` M =:E S La Quinta, California ESI/FME, Inc. STRUCTURAL ENGINEERS PLAN 3 LATERAL ANALYSIS Sheet Date JN. Wind Load. = 70 mph/ Exp. C ) = 1.13 x 1.3 x 12.6 = 18.5 psf Seismic: v = Z * I * C / Rw = 0.40 * 1.0 * 2.75 / 6 = 0.1833 UBC 1628.2.1 LONGITUDINAL: @ Garage, Utility & Bdrm. 2 Wind: . . . . = 18.5 psf)( 15.5 - . 4.5) = N / A plf for Wind Loads. Seismic: Roof = 18 psf)( 33+1.5 ) = 621 Parallel Wall = ( 14 psf)( +9/2 * 33.2 / 30.5) = 136 _ ( 10 psf)( 9-4.5 * 12.5* / 30.5) = 55 Perpen Wall = ( 14 psf)( 9 - 4.5 )( 1) = 63 _ ( 10 psf)( 9 - 4.5 )( 2) = 90 Floor- ( 12 psf)( 0) = 0 966 x( 0.1833 )= 177 plf ...Controlling Lateral Force: 177 plf (S ) TRANSVERSE: @ Garage, Utility & Bdrm. 2 Wind: . . . . = 18.5 psf)( 14.5 - 4.5) = 185 plf for Wind Loads. Seismic: Roof = 18 psf)( 30.5+3 ) = 603 Parallel Wall = ( 14 psf)( 9-4.5 * 30.5 / 33 ) = 58 _ ( 10 psf)( 9-4.5 * 61.0 / 33 ) = 83 Perpen Wall = ( 14 psf)( 9 - 4.5 )( 2) = 126 _ ( 10 psf)( 9 - 4.5 )( 1) = 45 ----> Floo- 12 psf)( 0) = 0 915 x( 0.1833 )= 168 plf ...Controlling Lateral Force: 185 plf (W) • M La Quinta, California ESI/FME, Inc. STRUCTURAL ENGINEERS lZwal w LATERAL ANALYSIS Wind Load. . = 70 mph/ Exp. C ) = 1.06 x Seismic: v = Z * I * C / Rw = 0.40 * 1.0 * 2.75 / 6 = LONGITUDINAL: Seismic: @ Opt. Guest Room psf)( Wind: . . . . = 17.4 psf)( 11 - 4.5) _ Seismic: Roof = 18 psf)( 19.5+3) _ Parallel Wall = ( 14 psf)( +9/2 * 19.5• / 15.5 ) = _ ( 10 psf)( 9-4.5 * 5.5 / 15.5 ) = Perpen Wall = ( 14 psf)( 9 - 4.5 )( 2) _ _ ( 10 psf)( 9 - 4.5 )( 1) /I\ Floor— ( 12 psf)( 0) _ ..Controlling Lateral Force: TRANSVERSE: @ Opt. Guest Room Wind: . . . . = 17.4 psf)( 12 - 4.5 ) Seismic: Roof = 18 psf)( 15.5+3 ) Parallel Wall = ( 14 psf)( 9-4.5 * 31.0 / ( 10 psf)( 9-4.5 * 15.5 / Perpen Wall = ( 14 psf)( 9 - 4.5 )( _ ( 10 psf)( 9 - 4.5 )( ----> Floo— 12 psf)( 0 ) ...Controlling Lateral Force: Sheet Date 298-842 JN. 1.3 x 12.6 = 0.1833 UBC 1628.2.1 113 plf for Wind Loads. 405 °159 16 126 45 0 750 x( 0.1833 )_ 138 plf (S ) = 130 plf for Wind Loads. 333 19) = 103 19) = 37 2) = 126 1 ) = 45 0 644 x( 0.1833 )_ 130 plf (W) 17.4 psf 138 plf 118 pif QVERTICAL: ESI/FME, Inc. STRUCTURAL ENGINEERS LATERAL SHEAR NOTES ( rev. 6 /97) (1994 UBC; SEISMIC ZONES 3 &4) Sheet Date AR, 0 5 1991 JN. 8425 FRAMING MEMBERS 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 c000ler nails @ T' o.c. at edges & field at face layer......................................................... 125 plf 2 —12" Drywall with 5d cooler nails @ T' o.c at edges and field. (Table 254 UBC) ........................................................ 50 ptf 3 — 5/8" Drywall with 6d cooler nails @ T' o.c at edges and field. (Table 254 UBC) ..............................................:......... 58 plf 4 —12" 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 —12" Blocked Drywall with 5d cooler nails @ 4" o.c at edges and field. (Table 25-1 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 @ G' 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 G' o.c. at field. (ICBG report No. 1254, or equal) .............................. 260 plf 10 — 3/8" Wood Structural Panel w. 8d common nails @ G' o.c @ edges & 12"o.c. @ field. (Table 23-1-K-1 UBC)........ 260 Of 11 —.3B" Wood Structural Panel w. 8d common nails @ 4" o.c @ edges & 12"o.c. @ field. (Table 23.1-K-1 UBC)........ 380 pIf 12 — 3/8" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 17'o.c. @ field. (Table 234-K-1 UBC)........ 490 plf 13 - 3/8" Wood Structural Panel w. 8d common nails @ 7' o.c @ edges & 17o.c. @ field. (Table 23-1-K-1 UBC)........ 640 plf 14 —12" (or 15%32) Wood Structural Panel with 10d common nails @ 2" o.c at edges and 17' o.c. at field (Table 23-1-K-1 UBC)................................................................................................................................................ 770 plf 15 —12" (or 15/37') Structural I Wood Panel with 10d common nails @ 7' o.c at edges and 12"o.c. at field (Table 23-1-K-1 UBC)................................................................................................................................................ 870 ptf 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. Provide 3x blocking at horizontal plywood panel joints with edge nailing of 2" o.c. Provide 2x blocking otherwise. c. Where plywood is applied on both faces of wall and nail spacing is less than G' 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. d. Where nails are spaced at 7' o.c., they shall be staggered and 3x or wider framing members shall be used at adjoining panel edges ( including horizontal blocks) . H O R I Z O N T A L: All roof and floor sheathing to be Exposure I or Exterior (Tables 234-J-1 and 23 -I -S-1 UBC). ROOF: JOIST SPACING < 24" o.c.: 15/37' Wood Struct. Panel PII 24/0, with 8d's @ 6" o.c. at edges & boundaries, 17' o.c. field. FLOOR : Joist Spacing < 1'6'6.c.: 19/37' Wood Struct. Panel T&G', PI 32/16, w/10d's (6 6" o.c. at edges & boundaries, 10" o.c. field. Joist Spacing < X.'. o:c.: 19/37' Wood Struct. Panel T&G', PI 4020, w/10d's @ G' o.c. at edges & boundaries, 10" o.c. field. & boundaries, 117' o.c. field. Joist Spacing <24" o:c.: 23/•32" Wood Panel T&G' shtg, PI 4824, w/10d's @ G' o.c. at edges 'Panel edges shall have.approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over;subfoor. FILE 0 97LAMIR - • • ESI/FME, Inc. STRUCTURAL ENGINEERS "THE PALISADES" / Canaday & Co. La Quinta, CA PLAN 3 C> Wall (s) @ Left of Family L = LOAD = ( 204 lbs / ft )( 59.0 ft / 2 + 0) _ SHEAR = LOAD/ L = 6018.00 lbs / 12.0 ft. _ U S E Al2 w. %2 " dia. x 10" A.B.'s 16 "o/c D.L. = 12*(14`9+18*(2/2+1)) = 1944 lbs 9' pl uplift = (6018*9-2/3*1944*12/2)/12 = 3866 lbs Use Simpson HTT22 per post. C) Wall (s) @ Left of Garage L= LOAD = ( 177 lbs /ft)( 30.5 ft/ 2 + 0) _ SHEAR = LOAD/ L = 2699.25 lbs / 12.0 ft. _ U S E 10 w. '/2 " dia. x 10" A.B.'s 40 "o/c D.L. = 12*(14*9+18*(30/2+1.5)) = 5076 lbs 9' pl uplift = (2699.25*9-0.85*5076*12/2)/1:= -133 lbs Uplift < 1000lbs ... No Holdowns Required. Wall (s) @ Right of House & Garage L= 8+8 LOAD = ( 182 lbs /ft)( 59.0 ft/ 2 + 0) _ LOAD = ( 177 lbs /ft)( 30.5 ft/ 2 + 0) _ SHEAR = LOAD / L = 8068.3 lbs / 16.0 ft. _ U S E z13 w. '/2 " dia. x 10" A.B.'s 16 "o/c D.L. = 8*(14*9+18*(2/2+1)) = 1296 lbs 9' pl uplift = (504.3*8*9-0.85*1296*8/2)/8 = 3988 lbs Use Simpson HTT22 per post. E.S.I. file: 8425P3W1.WK4 Sheet � Z... Date 3-2-98 JN. 298-8425 12 = 12 ft. 6018.00 lbs. 501.5 lbs /ft AB16 12 = 12 ft. 2699.25 lbs. 224.9 lbs /ft AB40 16 ft. 5369.00 lbs. 2699.25 lbs. 504.3 lbs / ft AB16 • ESI/FME, Inc. STRUCTURAL ENGINEERS "THE PALISADES" / Canaday & Co. La Quinta, CA PLAN 3 Sheet \ 3 Date 3-2-98 JN. 298-8425 (� Wall (s) @ Rear of House L = 5.33+7 = 12.3 ft. LOAD = ( .303 lbs /ft)( 33.5 ft/ 2 + 0) = 5075.25 lbs. SHEAR = LOAD/ L = 5075.25 lbs / 12.3 ft. = 411.6 lbs / ft U S E ZL w. '/2 " dia. x 10" A.B.'s 24 "o/c AB24 D.L. = 5.33*(14*9+18'(33.5/2+1.5)) = 2422 lbs 9' pl uplift = (411.6*5.33*9-0.85*2422*5.33/2)/5.:= 2675 lbs Use Simpson HPAHD22 per post. Wall (s) @ Front of Nook/ Rear of Bdrm. 2 L 5+5+8 . = 18 ft. LOAD = ( 303 lbs /ft)( 33.5 ft/ 2 + 0) = 5075.25 lbs. LOAD = ( 168 lbs / ft )( 33.0 ft / 2 + 0) = 2772.00 lbs. SHEAR = LOAD / L = 7847.25 lbs / 18.0 ft. = 436.0 lbs /ft U S E Al2 w. '/2 " dia. x 10" A.B.'s 16 "o/c AB16 D.L. = 5*(14*9+18*(33.5/2+1.5)) = 2273 lbs 9' pl uplift = (436*5*9-0.85*2273*5/2)/5 = 2958 lbs Use Simpson HPAHD22 per post (HTT22 @ corner). Wall (s) @ Front of Garage LOAD = ( 185 lbs /ft)( 33.0 ft/ 2 + SHEAR = LOAD/ L = 3052.5 lbs / 5.5 ft. L= 2.75+2.75 = 5.5 ft. 0) = 3052.50 lbs. 555.0 lbs /ft U S E Z13 w. '/2 " dia. x 10" A.B.'s 16 "o/c 2A6 D.L. = 2.75*(14*6.67+18*(2/2+1.5)) = 1 381 lbs 6.67' pl uplift :(555*2.75*6.67-2/3*381*2.75/2)/2.7!= 3575 lbs Use Simpson HTT22 per post. E.S.I. file: 8425P3W2.WK4 • • ESI/FME, Inc. STRUCTURAL ENGINEERS "THE PALISADES" / Canaday & Co. La Quinta, CA PLAN 3 Wall (s) @ Left of Opt. Guest Room L = LOAD = ( 138 lbs / ft )( 15.5 ft / 2 + 0) _ SHEAR = LOAD/ L = 1069.50 lbs / 8.0 ft. _ U S E Z40 w. '/2 " dia. x 10" A.B.'s 72 "o/c D.L. = 8*(14*9+18*(15.5/2+1.5)) = 2340 lbs 9' pl uplift = (1069.5*9-0.85*2340*8/2)/8 = 209 lbs Uplift < 1000 lbs ... No Holdowns Required. C8') Wall (s) @ Right of Opt. Guest Room LOAD = ( 138 lbs /ft)( 15.5 ft/ 2 + SHEAR = LOAD/ L = 1069.50 lbs / 5.0 ft. U S E Z10 w. '/2 " dia. x 10" A.B.'s 40 "o/c D.L. = 5*(14*9+18*(2/2+1.5)) 855 lbs 9' pl uplift = (1069.5*9-0.85*855*5/2)/5 = 1562 lbs Use Simpson HPAHD22 per post. OWall (s) @ Rear of Opt. Guest Room L= LOAD = ( 130 lbs /ft)( 19.5 ft/ 2 + 0) _ SHEAR = LOAD/ L = 1267.5 lbs / 5.3 ft. _ D.L. = 5.25*(14*9+18*(2/2+1.5)) _ 9' pl uplift = (1267.5*9-2/3*898*5.25/2)/5.25 = Use Simpson HPAHD22 per post. 8425P3W3.WK4 40 "o/c 898 lbs 1874 lbs Sheet y Date 3-2-98 JN. 29878425 .8= 8ft. 1069.50 lbs. 133.7 lbs /ft NIA 5 = 5 ft. 1069.50 lbs. 213.9 lbs /ft 2A6 5.25 = 5.25 ft. 1267.50 lbs. 241.4 lbs /ft 2AB Lj ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet � 5 Date 3-2-98 JN. 298-8425 "THE PALISADES" / Canaday & Co. - La Quinta, CA PLAN 3 CO j Wall (s) @ Front of Opt. Guest Room L = 8 = 8 ft. LOAD = ( 130 lbs /ft)( 19.5 ft/ 2 + 0) = 1267.50 lbs. SHEAR = LOAD/ L = 1267.50 lbs / 8.0 ft. = 158.4 lbs /ft U S E ZL w. '/2 " dia. x 10" A.B.'s 64 "o/c AB 64 j D.L. = 8*(14*9+18*(6/2+1.5)) = 1656 lbs 9' pl Uplift= (1267.5*9-2/31656'8/2)/8 = 874 lbs Uplift < 1000 lbs ... No Holdowns Required. • • E.S.I. file: 8425P3W4.WK4 F M E S I ESI/FME, Inc. STRUCTURAL ENGINEERS DESIGN OF EMBEDDED POLE FOOTINGS THE PALISADES' / CANADAY a COMPANY POLE FOUNDATION ANALYSIS O"IGN DATA - - 1 Allow Passive 260.0 psf Max Passive 1000.0 psf Load Duration Factor 1.330 Point Load 0.0 # Load Height 0.00 ft Dist. Load 100.0 plf Start Height 0.00 ft End Height 4.00 ft Pole Type Circular Width/Diameter 12.0 in Surface Restraint ? Restrained slimy Moments @ Surface... 1 Point Load 0.0 ft-# Uniform Load 800.0 ft-# ... Total Moment 800.0 ft4 Total Lateral Load 400.0 # — NON -RESTRAINED RESULTS — Min. Req'd Embedment A(1+(1*4.36h /A)".5)/2 Press @ 1/3 Embed Actual Allowable RESTRAINED RESULTS Min. Req'd Embedment (4.25*P*h/S3*b)".5 2.14 ft Pressure @ Bottom Actual 740.8 psf Allowable 740.8 psf Surface Restraint Force 1037.9 # 0 sheet 1 Date MAR 0 S 1998 JN. ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet Date 3-2-98 JN. 298-8425 "THE PALISADES" / CANADAY & W. La Quinta, CA PLAN 3 FOUNDATION ANALYSIS SOIL BEARING PRESSURE= 1000 psf EXPANSION ° INDEX = Grade accordingly to keep under 20. (Per Soils Report) By: Buena Engineers, Inc. Job No. B7 -1965-P3 Dated : January 1979 1. Continuous Footing Design: Roof : ( 34) ( 33.5/2+1.5 ) = 620.5 plf Wall : ( 14) ( 9 ) = 126 Floor: ( 52) ( 0 ) = 0 Deck : ( 72) ( 0 ) = 0 746.5 plf Width Required = ( 746.5 ) / ( 1000 - 50) = 0.79 ft. USE 12 in. wide x 12 in. deep cont. ftg. Exterior w/ 2 - #4 T / B Cont. USE 12 in. wide x 12 in. deep cont. ftg. Interior w/2-#4T/B Cont. 2. Point Loaded Footing P max = S.B.P. * S * W / 144 4 x post (minimum) Pmax ( Exterior) = 3333 lbs. sLA6 CONT. FTG,-." '%-.7 45 -deg. Pmax ( Interior) = 3333 lbs. S -Bearing Area 3. Pads needed: Pad # 1 : P = R ( ) = 3832 lbs from BM #3 Area = 3832 ) / ( 1000 - 100 ) = 4.26 sq. ft., hence, L 2.06 ft. (minimum) * Use. pad 30 " square x 12 " deep. with (2) #4 bars each way at bottom. ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet \q Date 3-2-98 JN. 298-8425 "THE PALISADES" / CANADAY & CO. La Quinta, CA PLAN 3 FOUNDATION ANALYSIS SOIL BEARING PRESSURE= 1000 psf EXPANSION INDEX = Grade accordingly to keep under 20. (Per Soils Report) By: Buena Engineers, Inc. Job No. 137-1965-P3 Dated : January 1979 3. Pads needed: Pad # 2 : P = R ( ) = 6494 lbs from BM #4 & 5 = 3634+2860 Area = 6494 ) / ( 1000 - 100 ) = 7.22 sq. ft., hence, L 2.69 ft. (minimum) *Use pad 36 " square x 12 " deep. with (3) #4 bars each way at bottom. FOUNDATION NOTES: 1. 17' WDE COMTWUDUS FOOIM6 GM 17' BELOW ACDM GRADE TIMAL WIESS NOTED OTIERMSE L ALL CERffMT S &L. BE 1PRE l 3. (+ H BAR TDR A: BOTTOM M ALL COMTOMOUS FOOTMCS MM NOTED s. A' MOI. CONCRETE SLAB W M APPROVED FIBER REMFORiIiM OVER 7' SAID OVER 6 IDL V60UEEN. TVPMAL AT ALL L%MLE AFMAe S TDP OF SLAB TO BE S MIMMU M ABOVE RMmIED COAX 6. SEE FRAAWO PLAN FOR POST 1DCATO6 TD RACE PAO& NOUDOMNE. COLLAM BASES AND SPECK ANOIOR BOLTS PADS LMLL BE CCWTERED UNDER POSTS MESS NOTED OMERMSE 7. -aAID EMBEDDED Y mu. M0 CONCRETE UNIESS RIOTED OTMER015L IAMMUN 7 BOLTS O EACH PIECE OF RATE- & MEND ALL iDORNc AND WORMItAL %ALL Sim :a' ROmANI Nm ADA%CENT OALL3 AND FOOTMcs. 0. SEE MONDUAL-EUVAT10NS FOR CONCRETE FOORWO DTIDGMUS AND AR04TECRRAL PROCCBOG 10.- CONCRETE COMRACTOR LIAR OBTMN FROM FRAMMC MinbkCTM PRECMM LOCATIONS Or ALL RODOMMS PRIOR TD POUiK Or COC lL 11. ALL MO )OMPS TO BE INSTALLED M ACCORDANCE RTTM 9MPSOKS SPECMATdtS OEFPDI FOOW= AS MEDUIEo 70 AUDM FOR MMRMIM 3' COIRCRRETE COVER O BOTTOM OF BOLTS. m ALL STRIA:NRAL HARDWARE TD RE YRMP3O/ STROMrTC. 13. SEE DETAL SHEET AND GENUAL NOTES FOR fURr ER R/OPWATO L 14. ALL IDLDOMM HARDWARE MST BE SECURED M RACE PRIOR TD FDUOATM MSPQTIOM. 15. PROADE 70' LONC 5/3'a ROMA CROWD ELECTRODE DOOM TD OAT AND WER UMES AS PER NEC ART. 750-61 (UFR DRDUMO). ANCHOR BOLT- AND HOLDOWN SCHEDULE ABM : 1/P CRA 110' AMCMOR DOLTS AT W OC 7-44 PROD( A TMk Or 7 M AT TOP AND DD AD 1/7' OK 3 tr AOOR DOLTS AT Sr OC OF rMC, r MST POSIM 7 M A COW om ME A : 1/7' OA S IC AMOH Dan AT M' Ds Y/A PRONR A TOtM Or 3 /P AT TOP AND NO A : 1/r OA i10' AOH IMTS Ai 40• of 3 IA AT CROW OF M) W. r PAST POSTS. AM 1/Y CRA i 10' ANCHOR DOLTS AT 3r ox H#A : IVa A TOM Or { fI AT TCR AND A024 : 1/Y DP. S +r AND" DOTS AT 7N' 0 C a N At LOOM or nwMr. Jr MST POSS. AD1S : 1/Y CRA i IC NOH DOLTS AT 15' DE ADE : 1/Y M i 10' ANCHOR Ban AT o- OL NOU (+) EIP30M 1102A PER POST. AAM : 1/r OM i Ir ANODR BOLTS r. 71. OE IOSN (1) pIP3DM IDM PER POST. a'"INNIM MOM NIU : 1/r ON i Ir ANCHOR BOLTS At li OLC NO" : (/) PER POST. AM : 1/r CRU 7 17• MOOR DOLTS At A' of IOM (1) SMFSCR NOM PER POST. Wpm -I )MB t a) 1/7' W I IC MOH DOLn Neta : (+) Nota PER POSE. 3AE t (7) 1/Y OA 7 10' ANCHOR DOTS NOQOA : (1) SDVSdr NQ70A PER POST. (2) 1/Y DIA i 17' AMM Dan. NOAM7 . (+) IRM om WAIOT�(-A) PPR POST. 3AB : p) 1/r DM i IY ANCHOR Da1S... LrM : (1) SMOSOM LTMD PPI PCM. IMM : M 3/P' DM i it MOOR Dar MTm : (1) Smow" UTA7 PER POST. H= : (1) SVSOM NMI PER FOSE. !W -c' FOUNDATION PLAN 3 c SCALE* I/A•.1'-D' i 0 N � V V) LL n J � J W zLL > 0'Q o N m ZfD n Z X^ 0 Lu M OJ 2 92 J as N DWG\CD3FOU10 Z Q a Z _0 r ® M ZZ m Q 0 LL a SHEET 3: 2 1998 • • • LATERAL SHEAR NOTES: KR1IG; 1. (2) LAYER£ S/P' B;oCKEG riWMA4L BASL LITER: 60 COOLER NAIL A: S' O.0 COCES/rIELD FACE LAYER: be COOLER MALS A. 7' 0.0 EDGES/rIEtD 1/2' DRYWAU WITH. 54 COOLER NAILS AT 7.0.0 EDGES AND FIELD (TABLE 25-1 UBC). 3• 5/8' DRYWALL WITH Ta COOLER NAILS AT 7' O.0 EDGES AND FIELD (TABLE 25-I UBC). 4• 1/2' DRYWALL WITH 54 COOLER HAILS AT 4' O.0 EOGES AND FIELD (TABLE 25-1 UBC). 5. s/6• DRYWALL WITH 6a COOLER /ALS AT 4' O.0 EDCES AND FIELD (TABLE 25-1 UBC). 6. 1/7' BLOCKED DRYWALL WITH 54 COOLER NAILS AT 4' OL; EDGES AND FIELD (TABLE 25-1 UBC) 7. 5/6' BLOCKED DRYWALL WISH 64 COOLER NAILS AT 4' O.0 EDGES AND FIELD (TABLE 25-1 USCI L 7/6' STUCCO OVER APPROVED LATH W/15 GAUGE STAPLES AT 6' 0.0 AT TOP AND BOTTOM PLATES. EDGES OF SHEAR WALL AND FfELD (TABLE 25-1 LBC) I. 7/6' STUCCO MR APPROVED LATH W/16 GAUGE STAPLES AT 3' O.0 AT TOP AND BOTTOM PLATES. LOGO OF SHEAR BALL AND 6' oL AT FIELD (coo 01254) 10. 3/6' WOW STRUCTURAL PANEL WITH Ba COAMON MAILS AT M.0 AT EDFiS AND 12-O.0 AT FIELD (TABLE 23-1-K-1 UBC) 11. 3/6' WOW STRUCTURAL PANEL WITH 64 COMMON NILS AT 4•o.0 AT EDCES AND 12 -MC AT FIELD (TABLE 23-1-K-1 UBC) 12. 3/6' WOOD SIRUMNIAL PANEL WITH E4 COMMON MAILS AT 3'O.0 A7 EDGES AND 12-O.0 AT FIELD (TABLE 23-1-K-1 UEC) /3. 3/6' moo STEMCIURAL PANEL wrrm Ba COMMON WAtL5 AT 211G ' AT EDGES AND 12-O.0 AX.JIE D (IABLF.23-"- 1 lIEC) -. 14. 1/2' WOOD STRUCTURAL PANEL WITH 104 COMMON MAILS AT 2-O.0 AI,ED4ES AND 12 -CLC AT FIELD (TABLE 23-h9-1 UBC) 15. 1/2' STRUCTURAL I WOOD PAIEIL WITH 104 COMMON NAILS AT 2'oJ: AT MGM AND 12 -MC AT FIELD (TABLE 23+K-1 UBC) Emus A WOOD SMUG URAL PANEL• MATERIAL APPROVED BY APA PFS/TECD OR PITTSBURGH TESTING LABORATORIES (THIS INCLUDES OSB). THESE VALUES ARE FOR DOUG -FIR LARCH OR SOUTHERN PINE OTHER LUMBER SPECIES MAY DIFFER IN SMEAR CAPACITIES. L PROVIDE 3. BLOCKING AT MORRONTAL PLYWOOD PANEL ANIS WITH EDGE MVLUHG Or 2. O.C. PROVIDE 2X BLOCKING OTHERWISE C WHERE PLYWOOD IS APPLIED ON BOTH FACES OF WALL AND MNL SPACING 5 LESS TARN 6' OZ_ PANEL JOINTS SMALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FILMING SMALL BE 3. OR WIDER AND WAILS STAGGERED ON EACH SOL D. WHERE MAILS ARE SPACED AT 2' O.L. THEY SMALL BE STAGGERED AND 3. OR WIDER FRAMING MEMBERS SMALL BE L6ED AT ADANNG PANEL EDGES (INCLUDING HORIZONTAL SOCKS). HORIZONTAL- ALL ROOF SHEATHING TD BE EXPOSURE 1 OR EXTDIOR (TABLES 23-1-J-1 AND 23-1-S-1 UBC). ROOF: AST SPACING S 24- 0.C_ 15/32' WOOD TMUCT. PANEL Pit 24/0. WISH ECS O 6 O.C. AT Ef- R BOUNDARIES. 12- ox- FIELD. FRAMING NOTES 1. ALL RESA'MII AND ROVGMSAWM BEAMS ARE TO BE FREE OF GRADDIC STAMP LABORS AND FREE OF HEART CENTER- 2. ENTER2. MULTIPLE 2X JOISM 3 OR MORE. SMALL BE FASTENED TOGETHER WTTH 1/2'DMM ACHNE BOLTS AT 16-O.0 AND STAGGERED. 2-2X JOISTS SMALL BE SPICED TOGETHER WRIT 164 NAILS AT 12* O.0 AND SIAGGOIED. 3. ALL METAL ANCHORS. FASTENERS. AND CONNECTORS Em SMALL BE FROM STEPSON COMPANY -DR AN APPROVED EQUAL M STRUCTURAL DESCH AND LOAD VALUES. 4. LUMBER WEST COST DOUGLAS FR LARCH. 19X MAXYW MOISTURE CONTENT. GRADES AS FOLLOWS - AST. PLATES .40.2 BEAMS AND HEADERS : 4X10 AND SMALLER - No.2 4X12 AND LARGER- WDA CLUE LAMINATED BFN6 TO BE WEST MAST DOUGLAS FIR TMX MAXAMORTRE CONSENT INCIMRAL APPROVED GRADE FW2400 TIAL fr 165 LWT. E.16D000D PA. • UNLESS NOTED OTHERWISE ON PLANS OR ENGINEER CALCS) 5. ALL MAILING TO COMPLY WITH UBC TABLE 23-1-0 S. ALL STUDS TO BE 2X4'. AT 16' O.0 UNLESS NOTED OTHERWISE. 7• ALL EXTERIOR WALLS TD BE SECURED WHIN I/21XAX 1o' ANCHOR -eft.. UNLESS NOTED OTHERWISE L PARALPROVIDE LEL D D BTLE FLOOR M£ BOOR CRMJOGBELOW ALL WEAR . BEARING OVALS S. PROVIDE SOLID BLOCKING BETWEEN JOISTS BELOW ALL S HFNL.BEARING WHICH ARE PERPENDICULAR 70 THE FLOOR JOISTS. f0. TRUSS MANUFACTURER To PROVIDE CALCULATIONS. SHOP ORAWIMOS. DETAILS. BRIDGENG AND ERECTION BRACING. 11. ALL JOTSr HANGERS TO BE SIMPSON V HHAWGDLS. UNLESS NOTED OTHERWISE. t2. PROVIDE FURRING As NEEDED TD AUGM NoN-SMEAR WALL WITH SHEAR WALL u. ALL TREMOR WALLS SINAL BE SECURED To THE FOUNDATION WISH SHOT PNS (RAMSES /3346 OR EWNALENT) USE 36. O.0 SPACING AT BEARING WALLS AND 46'Ot AT NON BRG.WALLS. 14. PHILLIPS 'REOMLAD' ANDIORS WS -1254 12 I/4' PENETRATION) MAY BE USED IN LEU Or 1/7' DAX to ANCHOR BOLTS (CBO /1372). 15. ROOF PLYWOOD SMALL RUM CONTINUOUS UNDER GWr. FRAMING. O WADERS AND BEAMS. REFER TO ENGNEERNC GLts. ® INDICATES INTERIOR BEARING MALLS ACCEPTABLE MALS: ROOT SMG: 64 GREEN SINKERS FRAMING � R5 (ABLE 23-I-O GREEN SINKERS SKEAR WAI$ :COMMON NAILS NUM :• • APRT PLYWOOD PRIOR TO rRANNC POP -OUTS M h q Q OA yO 4 ML2 O & 4.6 HDR. 4.10 MDR. 4x6 HDR. XB MDR. V � I V I I c II II FAMILY ii DINING 9' CL'C SLOP'C CL'G HIP I V I \ I ` 1 m F \ D2 ` DRAG TRUSS I 1 \ W/ROOF E.N. ` 1 DRAG LOAD -6050/ i) I m r.-.-.-.-.-.-. ..► til KITCHEN W 9' CL'G O Ili L-12' 13 140 NOOK 11 9' CL'G II MDR. -- 4X12 rr ti~ 12 4H �i .L'ti M+VE L 4_9• l +��0 3 CAR GARAGE TT -SPREAD TRUSSES � r )I h LADDER FRAME FOR 30 -SO. a4 *� F - _ 6' SETBACK MP/ 1 ELEV. B D2 DRAG TRlT55 �o W/ROOF EN. DRAG LOAD�13Q0/ 0 ELEV. B ONLY A .o L -S'-2' ELEV. A 02 Tpg'.T 10 .. 1 1* pC �H06' SETBACK HIP/ ej CHER TRUSS 1 O EIEV. A Optional ,! G ST ROOM 9' CL•C O SEE L�6''D R--71 SITE PLAN A I i \ T o;BA.3 g' DRAG TRUSS-� A OW T EN. D2 ELEV; A LP DRAG LO AD�1300/ O ELEV. B ONLY F 02 ELLV, B 0 FRAMING: 1. 2 -POINT BEARING DESIGNED WOOD TRUSSES 024'O/C 2. 3 -POOR BEARING DESIGNED WOOD TRUSSES 024'0/[ ENTRY l o I SLOP'G CL'G I � I J I I m I 4x6 NOR. 16e COMMON NAILS PER TOP 6 o e ] o 0 DZ a KLA L.7 C 7• -G c 12 4x12 MDR. 4.8 NOR. _ 4.12 HDR. - -- ---f' --- * --------4TH ti LIVING MASTER SLOP•C CL'G BEDROOM 9' CL'G 6'-0' HIP F ATTIC FAU PLENUM, T � SEES€CT10N SFFT. 4 = f� BATH 1 \ 9' 0.'G `\ SPREAD TRUSSES ` --�UK:-- t LADDER FRAME 024'O/C FOR 30'50. I I ATTIC ACCESS II LL= y DEN / II II BEDRM. 3 gl 9' CL'C II II o II otiM1 +I 7yS KBK' D2 11 C 7 ISI +,� +'QOOh 5 2 O • 1x122 BMKIM . 4 pSI' 02 • - - Tr 4X10 FL EIM.- 11 (SHORTEN TRUSSES 11 12 ryi I Try /ROOF E.N. TWD HANG TO II II LOAD FLUSH BEAM)t L-6 11 So UTILITY UTILITY �� BEDROOM 2 B' CL'G BA.2 ii 9' 0.'G A 9 CL'G I I D2 �y II �►+b I I L••B' {`- WOOF USS lti LN DRAG LOAD -5400/ I= )MP l+ - C • D2 L, J b" 10 Lia' -9' O Ili 140 L-12' tp L-12' �; t , 1J t1Y` n o ll =O u= 3 CAR GARAGE TT -SPREAD TRUSSES � r )I h LADDER FRAME FOR 30 -SO. *� ATTIC - _ 6' SETBACK MP/ 1 c Wt► 11 6' SETBACK NIP/ GIRDER TRUSS GIRDER TRUSS O ELEV. A f O ELEV. Ai 1� 1 '+ M�4x12 NOR. L�11'-4•I 4>_t4 NOR, L�19'-4' �> L-�-? L c2•_tp• BM+G (. DRAG TRUSS D2 ELEV. A W/ROOF E.N. Let• -10' L D2 DRAG LOAD -3100/ F ! O ELEV. B ONLY D2 02 ELEV. B 1 N 0 T E: 1. ALL EXTERIOR WALLS .SMALL BE 2X4 STUDS c OTR•1"y�. O 16'Mu U.N.O. • 2. HEAD ALL EXTERIOR DOORS AND WINDOWS'FRAMING PLAN 3 O +6'-6• U.N.O. SCALE: 1/4'.1.-0• WINDOWS ADJACENT TO A DOOR SMALL BE 1 ALIGNED WITH THEODOR MEMO. _ Q J CL CD Z M 2 Z Q Q J I. a 9 Certificate of Occupancy City of La Quinta Building and Safety Department This Certificate issued pursuant to the requirements of Section 109 of the Uniform Building Code, certifying that, at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: BUILDING ADDRESS: 78-895 VIA TRIESTE. Use Classification: SINGLE FAMILY DWELLING Bldg. Permit No.: 9807-014 Occupancy Group: R-3 Type of Construction: ' VN Owner of Building: CANADAY AND COMPANY Building Official Land Use Zone: RL Address: 17480 EAST 17TH ST. #106 City: TUSTIN, CA 92780 By: STEVE TRAXEL Date: 06-07-99 POST IN A CONSPICUOUS PLACE