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9807-019 (SFD)K 'LICENSED CONTRACTOR DECLARATION_ I hereby affirm under penalty, of perjury that I 'am licensed under provisions of Chapter.9 (commencing with Section 7000) of Division 3 of the Business and Professional's Code, and my License is in full force and effect. I License # Lic. Class Exp. Date FISP"a r4 i :.�`AbilCi Signature of Contractor OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt -from the Contractor's License Law for the following reason: ( ) I, as owneir of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business & Professionals Code). ( ) I, as owner of the property, am exclusively contracting with licensed contractors to. construct the project (Sec. 7044, Business & Professionals Code). I " () I am exempt under Section B&P.C. for this reason Date Signature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: (- ) I have and will maintain a certificate of consent tolself-insure for workers' compensation, as provided .for by Section 3700 of the Labor Code, for the performance of the work for which'this permit is issued. (A) I have and will maintain workers' compensation ,insurance, as required by Section 3700 of the Labor Code, for the performance of'the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are: Cartier Policy No. UN1CARS IINS CO SC5ti-1:197-141.79-t (This section need not be completed if the permit valuation is for $100.00 or less). () I certify that in the performance of the .work for which this permit is issued; I shall not employ any person. in any manner so as to become subject to the workers' compensation laws of California, and agree; that if I should become subject to the wo kers'.compensation pro sibs of S ctlon 3700 of the Labor ode, 1, ort h comply with those�rovlslon JDate: �� a Applicant O � . Warning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on_ his' application. o 1. Each person upon whose behalf this application is made & each person at ' Whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents. and employees. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days.will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all City, and State laws relating to the building construction, and hereby authorize repregentatives of this City to enter upon the above-mentioned property foumsAction pur os s. ,/ Signature (Owner/Agent),Y ' Date / r � f PERMIT # •_ CONTROL #, 'BUILDI:NG:PERMIT t DATE VALUATION LOT TRACT ,. �b1dde7q,2(3 JOB SITE APN ADDRESS 47 -MO VIA T RI:!?a.T.f R, Y. 643-•13411'059 OWNER • CONTRACTOR / DESIGNER / ENGINEER t *r"MI "D.M".f & COMPAN CANADAY 44,"O.M A:11 -01Y i aiU i :ri ,0€ itd�l;is+JW DMVED SIRF17,208 i570 BRZAWKHOLLGt ORIV'I~., SU -1113 108 Sti:NTA Pi iA _ (""A. 932,7(1, Sf iT1'A JVNA. GN 92705 - f 714;17 51 »9 i t. x',!31; O 14,P. USE OF PERMIT 4".(► yPi3 - PL/lW4j v r-01.Mi i T. Ot. 3'f40. T 17vut.iT.DE Ki W, OR W/V LS 0 T'C0L P1LA C14Q G 9:J*%� i243f LIC;.0:a,Lil"1S%t^0 k M.0 L P GE f88kJAKCET(Yr SA:'AMS r e kLAF! M'PG.. ; QAtWJA7>� Y)I,RP0,R�a 624,0181' °C.liACT CON &I'kUCr7ION 2,507.00 SF _. .1 J{:IS Fl Lv.1A%��,�D'J!J i+&Jhy,A. 0 'l.'6.I1rSTRU T10104 •��8 y R,,�t�I- 7 p't� a ,3 lC-B�.M�.iYf.A. /. ���}itl✓ �lf i�'.f.�i.R'B�l�� KE DliK)8111 101-000-439-7311+ 4250.E $ :t 1'T,.AN CHR 9;1>.{:X O t o/M-439-3318 $1:3.7: `+., �C7�t��1.�e't.it�'�'1-'�;n 4�1-0t3�-•�,t14-flt� .. ' Sais.Rff ` iV :k3A F31GF► l i 01.000421-4f o l LEX-I12TCAL FEE 101 -000 -420 -OW 3172, Y�t.v.lvi133nfrs r f F Wt -000-419-000 $1611, . S'RCINGN19C1C7N,1711si R1+311:1 101-000-241-M ()R/113010 PVL 101-000-423-00 Sas;.tiv S,1 .1rR_ ,9T1RU( J7.1.i23:i 1:EE..234 O-443-:a4Z 3,3'323: i'1 seRT:!'(d PUBLA"PLACES .-jM. r 701-000-�2553(? $127. !9 SUB -TOTAL (_Y_)M;rKUC.T1_0N AND PLA -9 CHECK .'',ESS PRE -PAID PITS '250.()t. .: ` O'o"..kt 1'ERMI'1. FRES DUENOW $4,64'2,.,:15 RECEIPT DATE - BYE, DATE FINALED ' INSPECTOR INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs A Underground Ducts Forms & Footings _L Ducts Slab Grade Hyll Return Air Steel Combustion Air Roof Deck Exhaust Fans O.K to Wrap _ 3 _ F.A.U. F fm _ Compressor T nsu ation Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Dgwall - Int. Lath _ Final _a 2 BLOCKWAL A PROVALS Final Steel POOLS -SPAS Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Pibg. Test Final Gas Piping PLUMBING APPROVALS Waste Lines Gas Test Electric Final Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral_ Pool Cover Sewer Connection 3f�� Encapsulation Gas Piping Gas Test Appliances Final Final _ Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power Final p tility Notice (Perm)/QQ COMMENTS:. O P.O. BOX 1504 APPLICATION ONLY Building "-016 78-495 CALLE TAMPICO Address via Trieste LA QUINTA, CALIFORNIA 92253 Canaday & Company/LLQ, LLC Mailing Address 1570 Brookhol.low Dr., 0208 City Zip Tel. Santa Ana 92705 714/751-9151 Contractor Canaday & Company Address 1570 Brookhollow Dr., 0208 CityZi Tel. Santa Ana X32705 714/751-9151 State Lic. City a Classif. 591561 Lic. # 4485 Arch., Engr., Designer Len Nobel Company Add ass BOX 16606 TN/559-4305 CityZ' State Irvine W2713 Lic. # LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. SIGNATURE DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5,Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to 'its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that. he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by 'any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). f; I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Buisness and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale.) 1 1 I, as owner of the property, am exclusively contracting with licensed contractors to con. struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) Cl I am exempt under Sec..B. B. & P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Cor�p�1)ga—tio�lrLsuya� ,ryrta gVified copy thereol4UL$:I1 g1;.� CW,,4abof ` gp.) Policy No. V 7/ Co iPialn�/ 7 i 4 1 n Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less.) I certify that in the performance of the work. for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT: If, after making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives sof this city to enter the above. mentioned property for inspection purposes. t Signature of a0plicant Date Mailing Address City, State, Zip BUILDING: TYPE'CONST. OCC. GRP. A.P. Number 643-130-059 Legal Description Tract 26152, Lot 100 Project Description Single Family Detached Residence ., . Sq. Ft. 2,507 No. 1 No. Dw. 9 Size Stories Units New ❑ Add ❑ Alter ❑ Repair ❑ Demolition ❑ Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure TOTAL REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: �I tl Validation: 8 WHITE = FINANCE YELLOW = APPLICANT PINK = BUILDING DIVISION °"' iT Y� t' L�� g S i 11 Desert Sands Unified School District 47-950 Dune Palms Road Notice: La Quinta, CA 92253 Document Carnot Be Duplicated 760-771-8515 CERTIFICATE OF COMPLIANCE Date 7/15/98 APN # 643-130-059 No. 17333 Jurisdiction La Quinta Owner NameCanaday & Company Permit # No. 47-880 Street Via Trieste Log # City La Quinta Tract # Lot # Type of Development Single Family Residence Comments Zip 92253 Study Area Square Footage 2,507 No. of Units 1 At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures or replacement mobilehomes. It has been determined the above-named owner is exempt from paying school fees at.this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Government Code 53080 �in)the`,aniount of 1.93 X 2,507 or $ 4,838.51 the property listed above and that building rY' f permits and/or Certificates of Occupancy for this square footage in this proposed project: may now be issued Fees Paid By City National Bank/Canaday & Company T,eE phone 7-714=151-9? 1 Name on the check . By Dr. Doris Wilson Superintendent Fee collected /exempted by Juanita Green Signature Payment Received $4,838.51 Check No. 01058491 NOTICE: PursuantJyAssembly Bill 3081 (CHAP 549, STATS. 1996) this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to n from the date on which the building or installation permit for this project is sssued or on which they are paid to the District(s) or to another public entity authorized to collect them on the Dislrict('s)(s') behalf, whichever is earlier. Collector: Attach a copy of county or city plan check application form to district copy for all waivers. Embossed Original- Building Dept./Applicant Copy - Applicant/Receipt Copy - Accounting r 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 4 Date: February 19, 1998 I Revisions : Shipped : CHAR .1 F 14QR' Client: CANADAY & COMPANY I Client Job No. Job No. 298-8425 1921 EAST CARNEG/E AVENUE, ST. 3J, SANTA ANA, CALIFORNIA 92705-0055 Ph: ( 714) 261-1811 ° Fax ( 714) 261-8506 ESI/FME, Inc. STRUCTURAL ENGINEERS LOAD CONDITIONS: ROOF: Wd.Shake Rock 1 Slope 0 4:12 03:12 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 - - - - 6.0 1.5 1.5 1.5 1.5 1.5 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 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 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 15.0 and reproductions are instruments of 1.5 service to be used only for the specific Floor Joists project covered by agreement and cover 3.0 sheet. Any other use is solely prohibited. 4. All changes made to the subject project Total D.L. shall be submitted to E S I / F M E, Inc. ' in writing for their review and comment. 52.0 psf These calculations are meant to be used LOAD CONDITIONS by a design professional, omissions are E 0 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. FLOOR: Sheet o2. DateFEB 2 7 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 Init..: E 0 0 PROJECT DESCRIPTION: P4: Plan 4 -"THE PALISADES" / CANADAY & CO. La Quinta, California. PROJECT ENGINEER: R.R.W 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: -A-�, SHTS: DATE: Init.: r�;: SHTS: DATE: Init.: C SHTS: DATE: X Init.: ZD SHTS: DATE: ZE Init.: `. SHTS: DATE: Init..: SHTS: DATE: ESI/FME, Inc. Structural Engineers (This signature is to be a wet signature not a copy.) APPROVED BY: DATE: pt _ WAR 1 61996, F M E S I ESI/EME, Inc. STRUCTURAL ENGINEERS DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION Sheet DaJEB 2 7 1998 JN. 8 425 CODE: 1994 UNIFORM BUILDING CODE (rev. 10/26/95) In all cases calculations will supersede this design criteria sheet. TIMBER Douglas Fir—Larch — 19% 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 4x10 : 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 sand. 2. All structural concrete..................................................f'c = 3000 psi All slab—on-grade/continuous footings/pads ...........f'c = 2500 psi All concrete shall reach minimum compressive strenath at 28 days. �mc:i im r V nya 1lru 0 1 GGL 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 drawinqs for finishes (Nelson studs 1/2' x 3" CPL may replace bolts). •MASONRY 1. Concrete block shall be of sizes shown on architectural drawings and/or called for in specifications and conform to ASTM C-90, 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. 11 • ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet DateFEB 2 7 `19, JN. 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 : 3/8"o x 6.5" Sole Plate Screws at 6 "o% 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 NOTES LEGEND MARK: DESCRIPTION MARK: DESCRIPTION AB64 : 1/2"o x 10" Anchor Bolts at 64"o/c 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. A616 : 1/2"o x 10" Anchor Bolts at 16"o% HD2A : (1) Simpson HD2A per post. ABS : 1/2"o x 10" Anchor bolts at 8"o/c HDSA : (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 160o/c HD8A : 1 Simpson HD8A per post. AB8X : 1/2"o x 12" Anchor bolts at 8"o/c 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 post. 2ABXX : 2 3/4"o z 12" Anchor Bolts MTT28B: 1 Simpson MTT286 per post. F ,M 'E S I. "THE PALISADES" i La Quinta, California ESI/FME, Inc. STRUCTURAL ENGINEERS ana PLAN 4 Sheet 5 Date JN. 298-842 OHeader @ Rear of Nook: Length = 6.25 ft. w: Roof = ( 34 psf ) ( 24.5/2 + 1) = 450.50 plf .......................... _ Wall ( 14 psf) ( 2.5 + 0 ) = 35.00 Floor = ( 52 psf ) ( 0 + 0) = 0.00 D. L. of Beam . . . . . . . . . . . . . . . = 15.00 w = 500.50 plf Fb = 1140 psi. M = 2443.8 ft -Ib = 29.33 in -k S = Moment 1.000 Fb = 25.7 in^3 Reactions: Fv = 95 psi d= 7.25 in *R = 1564 lbs V = w (L/2 - d) = 1261.7 lbs. A = 1.5 V / 1.000 Fv = 19.9 in^2 Reqd Sec Properties: ,Prov'd Allow defl = L / 360 = 0.21 in * S = 25.72 in^3 *A = 19.92 in^2 30.66 I 25.38 E= 1.6 x 10^6 psi * I = 51.55 in^4 111.15 1=5*w*L^4 / 384*E*d= 51.5 in^4 Estimated defl = 0.097 in. U S E 4 x 8 W. C. D. F. 2 OBeam @ Rear of Covered Patio: Length = 19.5 ft. w: Roof = ( 34 psf ) ( +6/2 + 1) = 136.00 plf ......................... Wall =( 10 'psf) ( 0 0) 0.00 Floor = ( 52 psf ) ( 0 + 0) = 0.00 D. L. of Beam . . . . . . . . . . . . . . = 20.00 w = 156.00 plf Fb = 1350 psi. M = 7414.9 ft -Ib = 88.98 in -k S = Moment 1.000 Fb = 65.9 in^3 Reactions: Fv = 85 psi d= 11.5 in *R = 1521 lbs V = w (L/2 - d) = 1371.5 lbs. A = 1.5 V / 1.000 Fv = 24.2 in ^2 Reqd Sec Properties: Prav'd * S = 65.91 in^3 Allow defl = L / 360 E = 1.6 x 10^6 = psi 0.65 in *A = 24.20 in^2 * I = 487.99 in^4 s3.2s 1=5*w*L^4 / 384*E*d= 488.0 in ^4 Estimated defl = 0.455 in. U S E 6 x 12 W.C.D.F. 1 file: 8425P4B1.WK4 "THE PALISADES" La Quinta, California ESI/FME, Inc. STRUCTURAL ENGINEERS av & uo. Sheet 2-19-98 Date JN. 298-842 OHeader @ Rear of Family: Length = 8.5 ft. w: Roof = ( 34 psf ) ( 44/2 + 0 ) = 748.00 plf Wall - ( 14 psf) ( 2.5 + 0) = 35.00 Floor = ( 52 psf ) ( 0 + 0) = 0.00 D. L. of Beam . . . . . . . . . . . . . = 20.00 w = 803.00 plf Fb = 1000 psi. M = 7252.1 ft -Ib = 87.03 in -k S = Moment 0.989 Fb = 88.0 in^3 Reactions: Fv = 95 psi d = 13.25 in *R = 3413 lbs V= w (L/2 - d) = 2526.1 lbs. A = 1.5 V / 0.989 Fv = 40.3 in^2 Reqd Sec Properties: !Prov'd Allow defl = L / 360 0.28 in * S = 87.99 in^3 1 102.41 *A = 40.33 in^2 i 46.38 E = 1.6 x 10^6 psi * I = 208.04 in ^4 ! 678.48 1=5*w*L^4 / 384*E*d= 208.0 in^4 Estimated defl = 0.087 in. U S E 4 x 14 W.C.D.F. 1 A L T 3.5 x 9.5 PARALLAM, PSL 2.0E OHeader @ Rear of M. Bdrm.: Length = 8.25 ft. w: Roof = ( 34 psf ) ( 44/2 + 1) = 782.00 plf Wall = ( 14 psf ) ( 2.5 + 0) 35.00 Floor = ( 52. psf ) ( 0 + 0) = 0.00 D. L. of Beam . . . . . . . . . . . . . ... = 20.00 w = 837.00 plf Fb = 1000 psi. M = 7121 ft -Ib = 85.45 in -k S = Moment 0.989 Fb = 86.4 in^3 Reactions: Fv = 95 psi d= 13.25 in *R = 3453 lbs V = w (L/2 - d) = 2528.4 lbs. A = 1.5 V / 0.989 Fv = 40.4 in^2 Reqd Sec Properties: IProv'd * S = 86.40 in^3 102.41 Allow deft = L / 360 = 0.28 in *A = 40.36 in^2 I 46.38 • E = 1.6 x 10^6 psi * I = 198.28 in^4 l 678.48 1=5*w*L^4 / 384*E*d= 198.3 in^4 Estimated defl = 0.080 in. U S E 4 x 14 W.C.D.F. 1 file: 8425P4B2.WK4 A L T 3.5 x 9.5 PARALLAM, PSL 2.0E "THE PALISADES" I La Quinta, California ESI/FME, Inc. STRUCTURAL ENGINEERS a PLAN 4 Sheet 2-19-98 Date JN. 298-842 OHeader @ Rear of Bath 2:. Length = 5.25 ft. W'. Roof = ( 34 psf ) ( 44/2 + 1) = 782.00 plf Wall =( 14 psf.) ( 2.5 0) 35.00 Floor = ( 52 psf ) ( 0 + 0) = 0.00 D. L. of Beam . . . . . . . . . . . . . . . = 15.00 w = 832.00 pIf Fb = 1050 psi. M = 2866.5 ft -Ib = 34.4 in -k S = Moment 1.000 Fb = 32.8 in^3 Reactions: Fv = 95 psi d = 9.25 in *R = 2184 lbs V = w (L/2 - d) = 1542.7 lbs. A = 1.5 V / 1.000 Fv = 24.4 in^2 Reqd Sec Properties- Prov'd . Allow defl = L / 360 = 0.18 in * S = 32.76 in^3 *A .= 24.36 in^2 I 49.91 I 32.38 E= 1.6 x 10^6 psi * I = 50.79 in^4 230.84 1=5*w*L^4 / 384*E*d= 50.8 in^4 Estimated defl = 0.039 in. U S E 4 x 10 W. C. D. F. 1 O2 -CAR GARAGE DOOR HEADER: Length = 16.5 ft. w: Roof = ( 34 psf ) ( +8/2 + 1 ) = 170.00 pIf Wall ( 14 psf ) ( 2.5 0) = 35.00 L, L Floor = ( 52 psf ) ( 0 + 0 ) = 0.00 D. L. of Beam . . . . . . . . . . . . . . = 15.00 w = 220.00 pIf Fb = 1000 psi. M = 7486.9 ft -Ib = 89.84 in -k S = Moment .0.989 Fb = 90.8 in^3 Reactions: Fv = 95 psi d= 13.25 in *R = 1815 lbs V = w (L/2 - d) = 1572.1 lbs. - A = 1.5 V / 0.989 Fv = 25.1 in^2 Reqd Sec Properties: Prov'd * S. = 90.84 in^3 102.41 Allow defl = L / 360 = 0.55 in *A = 25.10 in^2 1 46.38 • E = 1.6 x 10^6 1=5*w*L^4 / 384*E*d= psi 416.9 in^4 * I = 416.93 in^4 Estimated defl = 0.338 fi�a.4s in. U S E 4 x 14 W.C.D.F. 1 file : 8425P4B3.WK4 A L T 3.5 x 11.9 PARALLAM, PSL 2.0E F M: "THE PALISADES" I La Quinta, California ESI/FME, Inc. STRUCTURAL ENGINEERS PLAN 4 Sheet 2-19-98 Date JN. 298-842 O1 -CAR GARAGE DOOR HEADER: Length = 8.5 ft. w: Roof = ( 34 psf ) ( +8/2 + 1) = 170.00 plf ' ".. _ Wall ( 14 psf) ( 2.5 + 0 ) = 35.00 Floor = ( 52 psf ) ( 0 + 0) = 0.00 D. L. of Beam . . . . . . . . . . . . . . . = 15.00 w = 220.00 plf Fb = 1050 psi. M = 1986.9 ft -Ib = 23.84 in -k S = Moment 1.000 Fb = 22.7 in^3 Reactions: Fv = 95 psi d= 9.25 in *R = 935 lbs V = w (L/2 - d) = 765.4 lbs. A = 1.5 V / . 1.000 Fv = 12.1 in^2 Reqd Sec Properties: Prov'd Allow defl = L / 360• = 0.28 in * S = 22.71 in^3 *A = 12.09 in^2 49.91 32.38 E = 1.6 x 10^6 psi * I = 57.00 in^4 230.84 1=5*w*L^4 / 384*E*d= 57.0 in^4 Estimated defl = 0.070 in. U S E 4 x 10 W.C.D.F. 1 O8 Beam @ Front of Porch: Length = 15 ft. w: Roof = ( 34 psf) ( +5/2 + 1) = 119.00 plf Wall - ( 14 psf ) ( 0 0) 0.00, Floor = ( 52 psf ) ( 0 + 0) = 0.00 D. L. of Beam . . . . . . . . . . . . . . . = 15.00 w = 134.00 plf Fb = 1100 psi. M = 3768.8 ft -Ib = 45.23 in -k S = Moment 1.000 Fb = 41.1 in^3 Reactions: Fv = 95 psi d= 11.25 in *R = 1005 lbs V = w (L/2 - d) = 879.4 lbs. A = 1.5 V / 1.000 Fv = 13.9 in ^2 Reqd Sec Properties: Prov'd * S = 41.11 in^3 73.83 _ Allow defl = L / 360 = 0.50 in * A = 13.88 in ^2 1 39.38 E = 1.6 x 10^6 1=5*w*L^4 / 384*E*d= psi 190.8 in^4 * I = 190.79 in^4 Estimated defl = 0.230 I 415.28 in. U S E 4 x 12 W. C. D. F. 1 file: 8425P4B4.WK4 • F M E'S La Quinta, California ESI/FME, Inc. STRUCTURAL ENGINEERS PLAN 4 Sheet 2-19-98 Date JN. 298-842 OHeader @ Front of Living: Length = 8.25 ft. w: Roof = ( 34 psf ) ( 24.5/2 + 1) = 450.50 plf `<>>> _ Wall ( 14 psf) ( 2.5 + 0 = 35.00 ) U L Floor = ( 52 psf ) ( 0 + 0) = 0.00 D. L. of Beam . . . . . . . . . . . . . . . = 15.00 w = 500.50 plf Fb = 1050 psi. M = 4258.2 ft -Ib = 51.1 in -k S = Moment 1.000 Fb = 48.7 in^3 Reactions: Fv = 95 psi d= 9.25 in *R = 2065 lbs V = w (L/2 - d) = 1678.8 lbs. A = 1.5 V / 1.000 Fv = 26.5 in ^2 `Regd Sec Properties: ;Prov'd * S = 48.66 in^3 49.91 Allow defl = L / 360 = 0.28 in *A = 26.51 in^2 32.38 E = 1.6 x 10^6 psi * I = 118.56 in^4 z3o.sa 1=5*w*L^4 / 384*E*d= 118.6 in^4 Estimated defl = 0.141 in. U S E 4 x 10 W. C. D. F. 1 rile: 8425P485.WK4 F M E S I La Quinta, California ESI/FME, Inc. STRUCTURAL ENGINEERS PLAN 4 LATERAL ANALYSIS Wind Load. = 70 mph/ Exp. C ) = 1.13 x Seismic: v = Z * I * C / Rw = 0.40 * 1.0 * 2.75 / 6 = LONGITUDINAL: @ House Sheet Q Date 298-842 JN. 1.3 x 12.6 = 18.5 psf 0.1833 UBC 1628.2.1 Wind: . . . . = 18.5 psf)( 18 - 4.5) = 250 plf for Wind Loads. Seismic: Roof = 18 -psf)( 49+2 ) = 918 Parallel Wall = ( 14 psf)( 14-4.5 * .93 / 58 ) = 213 _ ( 10 psf)( 9-4.5 * 44*3 / 58 ) = 102 Perpen Wall = ( 14 psf)( 9 - 4.5. )( 2) = 126 _ ( 10 psf)( 9 - 4.5 )( 2) = 90 ----> Floor— ( 12 psf)( 0) = 0 1450 x( 0.1833 )= 266 plf ...Controlling Lateral Force: Lateral Force: 266 plf (S ) TRANSVERSE: @ House Wind: . . . . = 18.5 psf)( ' 15 - 4.5) = 194 plf for Wind Loads. Seismic: Roof = 18 psf)( 58+2 ) = 1080 Parallel Wall = ( 14 psf)( 9-4.5 * 85.5 / 49 ) = 110 _ ( 10 psf)( 9-4.5 * 58*2 / 49 ) = 107 Perpen Wall = ( 14 psf)( 14 - 4.5 )( 2) = 266 _ ( 10 psf)(. 9 - 4.5 )( 3) = 135 ----> Floor— ( 12 psf)( - 0) = 0 1697 x( 0.1833 )_ ... Controlling Lateral Force: 311 plf (S ) 311 plf • • La Quinta, California ESI/FME, Inc. STRUCTURAL ENGINEERS Canaday & Co. PLAN 4 LATERAL ANALYSIS Wind Load. = 70 mph/ Exp. C ) = 1.13 x Seismic: v = Z* I * C / Rw = 0.40* 1.0 * 2.75 / 6 = LONGITUDINAL: @ Garage Sheet Date 298-842. JN. 1.3 x 12.6 = 18.5 psf 0.1833 UBC 1628.2.1 Wind: . . . . = 18.5 psf)( 18 - 4.5) = N / A plf for Wind Loads. Seismic: Roof = 18 psf)( 15.5+1 ) 30.5+2) = 297 Parallel Wall = ( 14 psf)( +9/2 * 15.5* / 30) = 65 _ ( 10 psf)( 9-4.5 o / 310 = 0 Perpen Wall = ( 14 psf)( 9 - 4.5 )( 1) = 63 _ ( 10 psf)( 9 - 4.5 )( 1) = 45 ----> Floor— ( 12 psf)( 0) 0 ) = 0 470 x( 0.1833 )= 86 plf ...Controlling Lateral Force: 86 plf (S ) TRANSVERSE: @ Garage Wind: . . . . = 18.5 psf)( 12 - 4.5) _ Seismic: Roof = 18 psf)( 30.5+2) _ Parallel Wall = ( 14 psf)( 9-4.5 * 30.5 / 15.5 ) _ _ ( 10 psf)( 9-4.5 * 30.5 / 15.5 ) _ Perpen Wall = ( 14 psf)( 9 - 4.5 )( 2) _ ( 10 psf)( 9 - 4.5 )( 0) _ ----> Floo— 12 psf)( 0 ) _ ...Controlling Lateral Force: 139 plf for Wind Loads. 585 124 89 126 0 0 924 x( 0.1833 )= 169 plf 169 plf ( S ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet 2. Date` ' 1,990 JN. 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 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. d. Where nails are spaced at 2" o.c., they shall be staggered and 3x or wider framing members shall be used at adjoining panel edges ( including horizontal blocks) . H OR I Z O NTA L: All roof and floor sheathing to be Exposure I or Exterior (Tables 234-J-1 and 234-S-1 UBC). ROOF: JOIST SPACING < 24" o.c.: 15/32" Wood Struct. Panel PII 24/0, with 8d's @ 6" o.c. at edges & boundaries, 12" o.c. field. FLOOR: Joist Spacing < 16" o.c.: 19/37' Wood Struct. Panel T&G', PI 32/16, w/10d's @ 6" o.c. at edges & boundaries, 10" o.c. field. Joist Spacing < 20" o.c.: 19/37Wood Struct. Panel T&G', PI 40/20, w/10d's @ 6" o.c. at edges & boundaries, l0' o.c. field. Joist Spacing <24" o.c.: 23/32" Wood Panel T&G' shtg, PI 4824, w/10d's @ 5' o.c. at edges & boundaries, 17' 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 97LA'TSHR LATERAL SHEAR NOTES ( rev. 6/97 ) (1994 UBC; SEISMIC ZONES 3 &4) Q V E FRAMING MEMBERS 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 c000ler nails @ T' o.c. at edges & field at face layer......................................................... 125 plf 2 —1/2" Drywall with 5d cooler nails @ 7" o.c at edges and field. (Table 254 UBC) ....................................... ................. Of 3 — 5/8" Drywall with 6d cooler nails @ 7" o.c at edges and field. (Table 25-1 UBC) ........................................................ 58 Of 4 —12" Drywall with 5d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC) ........................................................ 63 Of 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 Of 8 — 7/8" Stucco over approved lath with 16 gauge staples @ ti' o.c. at top and bottom plates, edges.of shear wall, and field. (Table 25.4 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. (ICBO report No. 1254, or equal) .............................. 260 plf 10 — 3/8" Wood Structural Panel w. 8d common nails @ 6" o.c @ edges & 17'o.c. @ field. (Table 23 -I -K-1 UBC)........ 260 plf 11 — 3/8" Wood Structural Panel w. 8d common nails @ 4" o.c @ edges & 17'o.c. @ field. (Table 234-K-1 UBC)........ 380 plf 12 — 3/8" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 17o.c. @ field. (Table 234-K-1 UBC)........ 490 plf 13 — 3/8" Wood Structural Panel w. 8d common nails @ 2" o.c @ edges & 17'o.c. @ field. (Table 23-1-K-1 UBC)........ 640 ptf 14 -12" (or 15/37') Wood Structural Panel with 10d common nails @ 7o.c at edges and 12" 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 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. 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 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. d. Where nails are spaced at 2" o.c., they shall be staggered and 3x or wider framing members shall be used at adjoining panel edges ( including horizontal blocks) . H OR I Z O NTA L: All roof and floor sheathing to be Exposure I or Exterior (Tables 234-J-1 and 234-S-1 UBC). ROOF: JOIST SPACING < 24" o.c.: 15/32" Wood Struct. Panel PII 24/0, with 8d's @ 6" o.c. at edges & boundaries, 12" o.c. field. FLOOR: Joist Spacing < 16" o.c.: 19/37' Wood Struct. Panel T&G', PI 32/16, w/10d's @ 6" o.c. at edges & boundaries, 10" o.c. field. Joist Spacing < 20" o.c.: 19/37Wood Struct. Panel T&G', PI 40/20, w/10d's @ 6" o.c. at edges & boundaries, l0' o.c. field. Joist Spacing <24" o.c.: 23/32" Wood Panel T&G' shtg, PI 4824, w/10d's @ 5' o.c. at edges & boundaries, 17' 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 97LA'TSHR F M E S '<I ESI/FME, Inc. STRUCTURAL ENGINEERS "THE PALISADES" / Canaday & Co. La Quinta, CA PLAN 4 JJ Wall (s) @ Left of House L = 8+8 LOAD ( 266 lbs / ft )( 58.0 ft / 2 + 0) _ SHEAR= LOAD / L = 7714.00 lbs / 16.0 ft. _ U S E 12 w. '/2 " dia. x 10" A.B.'s 16 "o/c D.L. = 8*(14*11+18'`(2/2+1)) = 1520 lbs 11' pl uplift = (482.1 *8*11-0.85*1520*8/2)/8 = 4657 lbs Use Simpson HD6A per post. C2) Wall (s) @ Left of Garage L= LOAD = ( 86 lbs /ft)( 30.5 ft/ 2 + 0 ) SHEAR = LOAD/ L = 1311.50 lbs / .8. 0 ft. U S E 10 W. '/2 " dia. x 10" A.B.'s 56 "o/c D.L. = 8*(14*9+18*(2/2+1)) = 1296 lbs 9' pl uplift = (1311.5*9-0.85*1296*8/2)/8 = 925 lbs Uplift < 1000lbs ... No Holdowns Required. C% Wall (s) @ Right of House & Garage L= 8+8 LOAD = ( 266 lbs /ft)( 58.0 ft/ 2 + 0) _ LOAD = ( 86 lbs /ft)( 30.5 ft/ 2 + 0) _ SHEAR = LOAD //L�= 9025.5 lbs / 16.0 ft. _ U S E / 13 \. 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 = (564.1 *8*9-0.85*1296*8/2)/8 = 4526 lbs Use Simpson HTT22 per post. E.S.I. file: 8425P4W1.WK4 Sheet \ Date 2-20-98 JN. 298-8425 = 16 ft. 7714.00 lbs. 482.1 lbs /ft AB16 8 = 8 ft. 1311.50 lbs. 163.9 lbs /ft AB56 .16 ft. 7714.00 lbs. 1311.50 lbs. 564.1 lbs /ft AB16 ESI/FME, Inc. STRUCTURAL ENGINEERS "THE PALISADES" / Canaday & Co. La Quinta, CA PLAN 4 Sheet Date 2-20-98 JN. 298-8425 4) Wall (s) @ Rear of House L = 3.75+8 = 11.8 ft. LOAD = ( 311 lbs / ft )( 44.0 ft/ 2 + 0) = 6842.00 lbs. SHEAR = LOAD/ L = 6842.00 lbs / 11.8 ft. = 582.3 lbs /ft U S E ZL w. '/2 " dia. x 10" A.B.'s 16 "o/c AB16 D.L. = 3.75*(14*9+18*(24.5/2+1)) = 1367 lbs 9' PI Uplift = (582.3'3.75'9-0.85*1367'3.75/2)/3.75 = 4660 lbs Use Simpson HD6A per post. (5) Wall (s) @ Rear of Garage L= 16 = 16 ft. LOAD LOAD = ( 311 = ( 27.5/58*311 lbs / ft)( lbs / ft)( 44.0 ft / 2 + 0.0 ft / 2 + 0) = 5) = 6842.00 737.28 lbs. lbs. LOAD = ( 169 lbs / ft)( 20.5 ft/2+ 0) _ 1732.25 lbs. SHEAR = LOAD/ L = 9311.53 lbs / 16.0 ft. = 582.0 lbs /ft U S E 13 w. '/2 " dia. x 10" A.B.'s 16 "o/c A616 • C�) Wall (s) @ Front, of Garage L= 2.5+2.5 = 5 ft. LOAD = ( 169 lbs /ft)( 20.5 ft/ 2 + 0) = 1732.25 lbs. SHEAR = LOAD/ L = 1732.3 lbs / 5.0 ft. = 346.5 lbs /ft U S E 11 w. '/2 " dia. x 10" A.B.'s 24 "o/c 2A6 D.L. _ . 2.5*(14*6.67+18*(8/2+1= 458.5 lbs 6.67' pl Uplift (346:5*2.5*6.67-0.85*458.5*2.5/2)/2= 2116 lbs Use Simpson HTT22 per post. 8425P4W2.WK4 0 ESI/FME, Inc. STRUCTURAL ENGINEERS DESIGN OF EMBEDDED POLE FOOTINGS THE PALISADES' / CAN40AY i COMPANY POLE FOUNDATION ANALYSIS DESIGN DATA 1 Allow Passive 260.0 psf Max Passive 1000.0 psf Load Ouration Factor 1.330 Point Load 0.0 6 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 SUMMARY Manents @ Surface... 1 Point Load 0.0 ft•# Uniform Load 800.0 ft-# Total Manent 800.0 ft -0 Total Lateral Load 400.0 # - NON -RESTRAINED RESULTS - Min. Req'd Embednent A(1+(1+/A)'.5)/2 /(S 1 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 # Sheet Date ' 2 JN.9)Yk i F M ESI/FME, Inc. STRUCTURAL 'ENGINEERS Sheet Date 2-23-98 JN. 298-8425 "THE PALISADES" / CANADAY & GU. La Quinta, CA PLAN 4 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) ( 44/2+1 ) = 782 plf Wall : ( 14) ( 9 ) = 126 Floor: ( 52) ( 0 ) = 0 Deck : ( 72) ( 0 ) = 0 908 plf " 50) = 0.96 ft. Width Required = ( 908 ) / ( 1000 - 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 Pmax=S.B.P.*S*W/144 4x post (minimum) Pmax ( Exterior) = 3333 lbs. SLAB Pmax ( Interior) = 3333 lbs. CONT. FTG:-' :Q 45 -deg. S -Bearing Area 3. Pads needed Pad # 1 : P= R( ) = 6826 lbs from reaction of BM#3 (@ 44 post in center) - Area = 6826 ) / ( 1000 - 100 ) = 7.58 sq. ft., hence, L 2.75 ft. (minimum) * Use pad 36 " square x 12 " deep. with (3) #4 bars each way at bottom. • • ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet 16 Date 2-23-98 JN. 298-8425 "THE PALISADES" / CANADAY & CO. La Quinta, CA PLAN 4 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 3. Pads needed: Pad # 2 : P = R ( ) = 3413 lbs from reaction of BM#3 (@ ends) Area = 3413 ) / ( 1000 - 100 ) 3.79 sq. ft., hence, L 1.95 ft. ( minimum) * Use pad 24 " square x 12 " deep. Pad # 3 : P = R ( , ) = 3453 lbs from reaction of BM #4 Area = 3453 ) / ( 1000 - 100 ) = 3.84 sq. ft., hence, L 1.96 ft. ( minimum) *Use pad 24 " square x 12 " deep. FOUNDATION NOTES: 1. 17' TROE CONTNUmz FOOTINGS 12' BEEDM ApMCENT GRADE 11PGAL UNLESS NOTED OTERMSE. 2. ALL CE ENT SMALL BE TIPE A 3. I= TOP ! BOTTOM M ALL CONTINUOUS FOOT*= UNLESS NOTED 4. A' NOK CONCRETE SUB IIOM APPROVED rM IOROIIRIRNT *AM 2' 500 OVER a MIL VSMAMN. TVICAL Al ALL WABIE AREAS S TDP OF SUB TD BE S 1NNMw ABOVE FINISHED GRADE. A SEE FRAYING PLAN FDR POST LD00IO09 TO RACE IMUS. IOLOONAM. eaAMMN BASM AND WEEVIL ANCHOR BODS PADS RALL BE CENT9ED UDDER POSTS UNLESS NOTED OTHERWISE. 7. 1/r.11C ANCHOR BOLTS D LDC. 12' AAI FROM GIDS AND EMBEDDED Y I.AIAAN INTO CONCRETE UNLESS NO,— OTHERWISE. 2 BOLTS O EACH PIDCE OF RATE. 6 EXTEND ALL FOOTING AND MORGMMAL WALL STEEL 24' MINIMUM INTO ADMC[Mi WALLS AND Founm . A SEE INDIVIDUAL ELEVATIONS FOR CONCRETE FOOIIMC EXTD6DN 5 AND ARCHITECTURAL PRO/ECTp16 10. CONCRETE CONTRACTOR SMALL OBTNM FROM FRYRNC CONTRACTOR PRECfE LOCATIONS Or ALL MOLDOWNS PRIOR TO MIRING OF CONICKM 11. ALL HOLDONNS TO BE INSTALLED IN AC ORMMCE MIM SIMPSON S SFECPIGiDMi DEEPEN FOOTINGS AS REOIRCD TO ALEDN FOR MINIMUM 2r wNtRnE COWER O BOTTOM OF BOLTS. 12. ALL STRUCTURAL NAROWARE TO BE 'fYPiON STROIf TC. u SQ O[7AL SHEET AND cEmm4L NOTEX FOR RRII[R BPORMATIOL U ALL HOLDOATR HARO"RE MUST BE SECURTD IN RACE PAM TO FOUNDATION N6PEZIIOM. M P'ROMDE 20' LONG S/S'P REB. GROUND ELECTROOE BONDED TO GAS AND WATER LINES AS PER MEC ARC. 2D0 -BI (WER GROUND). ANCHOR BOLT -AND HOLDOWN SCHEDULE AOM 1/r ON, 1 tD' ATOM BOTS AT W OE. 244 FROAX A TOTAL OF 2 H AT IOP YID Atte : 1/r ON, I /0' ANDIM 2 e' 0 0.IS AT DG 2 H AT BOTTOM OF FOOTING 3' MST POM ABCB t 1/Y DIA 11T AOM RCA AT 4e' OE rlA PROVOE A TOM" V 3 N AT TOP AND Am : r OK 110' MOM SCIS AT AO. OL ,/ 3 14 AT IIOM O FOOIO, Y rim Pam OO .PBD 1/r M 2 1? AMD. RCTs AT 37' DS 4-#4 PROM A TOM N AM #4 AT TOP A Apo //r DK 110' YOGI POLA N AT ' OJ: 4 /4 AT OM M Or FWF*r. 7 PAST POSTS ASI{: 1/r DA S IE ANCHOR SCIS AT le' 0E. wyI : (1) WMI'EDN NQ7A PER POST. ASO 1/r OM 110' AOM QIS O e'01 AB74A : 1/7' ON f tr AIOq OCA AT N• O.c (1) INOWN NMA PER POET. ABIs : 1/r OK O I Ir AM MOLTS AT 1C o.E I10L4 (1) S1mSON IOM PDR POST. Am : 1/2' OK I Ir Mom ROTS A, e• GSC aid IOM 191 POST. 1/7' OR 1 1C ANNC/M OOL7S lerOLINMIL .DIM (1) SIMPSOM NOIM P91 POST. 3a t Dy 1/r OR I YOOM 34 NMI, : (1) sMVIV. AOM PO POST. t D) 1/r DIA I ,r ANCAOR BOLTS. wgw), (1) WAWNl NPY�(-2P) PU POif. JIM w 1/r DA I ,r MINOR DCIS. "URD : (1) supsSUMM",TED PER IQSI. : (1) Mm) PD1 TO9, um t P) 3/r ON, I tr ANOM RCA HI72 Nr,u : (q a4msd MBR: PER rvs1. SAMSON _ I � _n• 6•_4• r 311e 01 AR1E 01 .• •_c• 'e -(:a D3._0. A. ._D. I 24-SO..12' DD. ( 2-/e D3 CONC. PAD O O� ®r OPT — J :....s: s s All -�-----______---- r- — — _ 6 B.f 1 I CONC. PORCH. 1 CONC. STEP I /x\ I If ° Dl m� D1 1¢ SLOPE TO DRAIN „ r III DPN — J _ _ _r OP. 2CONC PAD CONC. ` o CONC. PAD 01 Is ---L r---zl III D3 i FOOT III VENT, 1 t (I SEE 2/DI ,COW— 1 OP. CONC. 1 � PAD / e T 4 BARS II EEA,/WAY 0 BOTTOM I I I \v I Ii l II - I I I [C7� o, r" LOW- sue. sEF I II SEE SITE PLAN 15'-0' .FOUND. DETAILS � I II 2-14 I . II U i Y�7 f I �. NN, �_ 01-------- --- O I/ ♦I I Ra= r-----, 3 I Dl L T AyAB16 r— 2r-4' -7) I I 42'.16' CONC. 17-6' - 14'-6' I I 4I - I ( srooP i 0cl ISI I W D1 D3 I I 2AB 2AB II rNo N7, P P . O ry C a cE "V N „ r 00 ; m _ $o M V IN Q a Z _0 4e M 0 J U. a st+eeT 4: 2 2 -►4 2-14 I U 6 Y�7 �. NN, �_ 01-------- --- 36' 2FIDE TW. CONC wAU( L T 2r-4' `70'-8 FOUNDATION PLAN 4 SCALE: 1 /4'.1'-0' 1 rNo N7, P P . O ry C a cE "V N „ r 00 ; m _ $o M V IN Q a Z _0 4e M 0 J U. a st+eeT 4: 2 • -LATERAL SHEAR NOTES- QVFRick LAYERS 5/F' BLDCKCD ORYWAL LAS LLAYER. be. COOJK NAILS AT F' O.0 COCES/FIELD FACE IAYER: be COCUR NAILS A: 7' D.0 EDGES/MELD LL 2. 1/2• DRYWAWRN 50 COOLER NAR$ AT 7'0.0 EDGES AND FIELD (TABLE 25-1 UBC). Z. 5/9' DRYWALL WITH 6o COOLER MAKS AT T ox EDGES • AND FIELD (TABLE 25-1 UBC). I 4. 1/2' DRYWALL WITH 50 CDOLER HAILS AT 4. O.0 EDGES AND FIELD (TABLE 25-I UBC). 5. 5/5' DRYWALL WITH 60 COOLER NMS AT 4' O.0 EDGES AND FIELD (TABLE 25-1 UDC). 6. 1/2• BLOCKED DRYWALL WITH 3a COOLER HAILS AT 4. Od EDGES AND FIELD (TABU: 25-I UBC) 7. 5/6' BLOCKED DRYWALL WITH 60 COOLER HAILS AT 4' O.0 EDGES AND FIELD (TABLE 25-1 UEC) 6. 7/6• STUCCO OVER APPROVED LATH W/16 GAUGE STAPLES AT 6. O.0 AT TOP AND BOTTOM PLATES. EDCES OF SNEAK WALL AND FIELD (TABLE 25-1 UBC) 9. 7/8• STUCCO OVER APPRMM LATH W/16 GAUCE STAPLES AT 3 O.0 AT TOP AND BOTTOM PLATES. EDGES OF SMEAR HALL AND 6. O.0 AT FIELD (ICBG /1254) 10. 3/6• WOOD STRUCTURAL PANEL WITH M COMMON AWLS. AT 6TOL AT EDGES AND 12 -MC AT FIELD (TABU 23 -I -K-1 UBC) IT. 3/6' WOOD STRUCTURAL PANEL WITH B0 COMMON MMIS AT 41o.0 AT EDGES AND i2 -11C AT FIELD (TABLE 23-1-K-1 UBC) 12-. 3/8• WOOD STRUCTURAL PANEL WITH BO COMMON NAILS AT 3bL AT EDGES AND 12b.0 AT FIELD (TABLE 23 -I -K-1 UBC) 73, T EDGES AN- WOOD D R12 -MC AT�E1D (TABLE 23 K -EL WITH bd NAIL; AT'2.Ot 14. 1/2• WOOD STRUCTURAL PANEL WITH 100 COMMON NAILS AT 2•D.0 •' AT EDGES AND 12.MC AT FIELD (TABLE 23-1..K-1 UBC) 15. 1/2• STRUCTURAL I WOOD PANEL WITH 100 COMMON NAILS AT 2•D.0 AT EDGES AND 12'O.0 AT FIELD (TABLE 23 -IK -I UBC) tlIIffS. A WOOD STRUCTURAL PANEL MATERIAL APPROVED BY APA PFS/TECO OR PT75BUIGH TIMING LABORATORIES MCS INCLUDES OSB). TNESF VALUES ARE FOR DOUG -F61 LARCH OR SOUTNEFN PDIL ODER . LUMBER SPECIES MAY DIFFER N SHEAR GAPACPTIFS. B. PROVIDE 3X BLOCKING AT HORIZONTAL PLYWOOD PANEL ,plum WITH EDGE MALBNG OF 2' O.C. PROVIDE 3 BLOCKING OTHERWISE. C WHERE PLYWOOD IS APPLIED ON BOTH FACES OF WALL AND MAUL SPACING 5 LESS THAN 6' OJ:- PANEL JONTS SHINE BE OFFSET TD FALL ON DIFFERENT FRAMPNG MEMBERS OR FRAYING SMALL BE 3s OR WIDER AND NAILS SIAGCERED ON EACH SDE . D. WHERE HAILS ARE SPACED AT 2' O.G. THEY SHALL BE STAGGERED AND 3. OR WIDER FRAMING MEMBERS SWILL BE USED AT ADJOINING PANEL EDGES (INCLUDING HORIZONTAL BLDCKS). HORMDNGL. ALL ROOF SHEATH IM TO BE EXPOSURE T OR EXTERIOR (TABLES 23-1-.N-1 AND 23 -I -S-1 UBC). ROOF: JOIST SPACING S 24' O.C.: 15/32• WOOD STRUCT. PANEL PIT 24/94 WITH BO'S O 6 O.C. AT EDGES & BOUNDARIES. 12' O.C. I=. FRAMING NOTES 1. ALL RE5AWN AND ROUCHSAWN BEANS ARE To BE FREE OF GRADING STAMP LABELS AND FREE OF HEART CENTER. 2. MULTIPLE 2x JOISTS, 3 OR MORE SMALL BE FASTENED TOGETHER WITH +/2'pAMAPNNE BOLTS AT 18.O.0 AND STAGGERED. 2-2X JOISTS SHALL BE SPIKED TOGETHER WITH 160 MAKS AT 12. LC AND STAGGERED. 3 ALL METAL ANGORS. FASTENERS. AND CONNECTORS ETC. SMALL TE FROM *3 MPSDW COMPANY -OR AN APPROVED EOUAL N STRUCTURAL DESIGN AND LOAD VALUES. 4. LACIER WEST COAST DOUGLAS FR LARCH. 19X MAXIMUM MOSTM COHENT. GRADES AS FOLLOWS: JOIST, PLATES .NO2 BEAMS AND HEADERS :4XIDAND SMALLER - NO2 4%12 AND LARGER- NOA CLUE LA~TED BEAMS To BE WEST COAST DOUGLAS FIR I9Z MKJOSTURE CONTENT NDUSTRAL APPROVED GRACE FW24OD psi. F-155 PXL E-iBOODDD P.L UNLESS NOTED OTHERWISE ON PLANS OR ENGINEER GLlS) 5.-• ALL NAILING To COMPLY WITH UBC TABLE 23-1-0 6. ALL STUDS 70 BE 2X4. AT 16' DLC UNLESS FIORD OTHERWISE. 7. ALL EXTERIOR WALLS To BE SECURED WITH 1/2-1314.3t 1D• ANGOR BOLTS. UNLESS NOTED UTHERW6L 6. PROVIDE DOUBLE FLOOR JOISTS BELOW ALL SMEAR - BEARING WALLS PARALLEL TD THE FLOOR JOISTS. R. PROVIDE SOLD BLOCKING BETWEEN JOISTS BELOW ALL SNEAR+8UNNNG wHIcH ARE PERPENDICULAR TO THE FLOOR JOISTS. 194 TRUSS MAMUFACTURER TO PROVIDE GALLULAT10H5. SHOP DRAWINGS. DETAILS. BRIDCENC AND ERECTION BRAGNG. 11. ALL JOIST HANGERS TD BE SIAPSON V HANGERS. UNLESS NOTED OTHERWISE. 12. PROVIDE FURRING AS NEEDED TD AL10N NDN -SEAR WALL WITH SMEAR WALL 13. ALL INTERIOR WALLS SHAM BE SECURED To THE FOUNDATION WITH 1' SHOT PINS (RAMSCT X3348 OR EOUIVALENT) USE 36- O.0 SPACING AT BFARINC WALLS AND 46b.0 AT NON BRG.wALLs- 14. PHILIPS -REDHEAD- ANCHORS WS -1254 12 1/4• PENETRATION) MAY BE USED IN UEU Or 1/2• DA.X To ANDOR BOLTS (CBO (11377). 15. ROOF PLVWDGD SPILL RUN CONTINUOUS UNDER CALIF. FRAMING. O HEADERS AND BEAMS. REFER TD ENCINEERNC CALCIS ® INDICATES INTERIOR BARING WALLS ACCEPTABLE NAILS: ROOF SMG: EO GREEN SINKERS FRAMNC (TABLE 23-1-p): GREEN SINKERS MANGERS : GREEN SINKERS SHEAR WALLS : COMMON NAILS Nam: • APPLY PLYWOOD PRIOR ID FRANNC POP -OUTS U sn I %+7* v SLOP'G CL'G I I F------------------------ �.l F MILY n • a'c I fN� u I 15' NIG I I WALL I ENTRY sLOP•c cL'c LIVING STDP•c CL'G 4.10 HDR. L-13* L-• • 9 PORCH LtO2 IOM 04.12 BM. +1I�� ------ D2 a4 MASTER BEDROOM. BATH 1 II I I 9' CL'C ILLE�I aPLM. SHELF -1 if O +5'_6.. SEE;** P D. II INTERIORS ' u'G =___= II �� IG-- ---- ----- --�+ ii BEDR FGM 2 I ♦ IsP I I I ,y ♦ Lt-__---_-_�_ _-__y ♦ I.r 9' CL•G PLENUM FOR ATTIC FAU, I I SEE SECTION SHY. 4 If 01 TVP. _ R T I ♦ i I -- - _ SPREAD TRUSSES & LADDER FRAME � 1 024.0/C FOR 30'50.11 II Amc ACCESS == BA.2 11 L:== CL'G DEN or B DROOM 4 s 9• u'c UTILITY 24 TYP. D1 EA/SIDE 4.6 NI Cl 2K6 STUD PORTAL. SEE WALL GARDEN ELEVATION El FRAMING: 1. 2-PON7 BEARING D;SXWED WOOD TRUSSES 024 O/C 2' w00POINT SSES 024ES'0/CN� 3. A -PORT BEARING 0(MSIGNED WOOD TRUSSES 024 0/C 0 HDR B• CL'G 41NB HDR. DRAG TRUSSW/E.N. O DRAG LOAW340D/ D2 r� /^DRAG TRUSS W/ROOF E.N. _ \ DRAGLOAD-16501 _ _ I BEDROOM 3 g 9 CL'G I� I X.16 H - II \ 9' US! (17) 1g0 CDMMDANAPS .EF TDe PLAT-_ S -LICE A a a , a �a E ENTIRE c WAX. Sp Oj�r. 13 O1 02 O 1' 'SC13 Dz Leg. ,`' •r N h INING m;I Ya� n• We P 4.14 MDR_ -(AL1. tDC2 3%-X9)6PARALLAY, PSL 2.OE)� NOOK S12 ie COVERE PORCHci 8 9• CL•G : 4x14 HDR. L=17' (ALT. W309WPARALLAM. PSL 2.OE) n; I %+7* v SLOP'G CL'G I I F------------------------ �.l F MILY n • a'c I fN� u I 15' NIG I I WALL I ENTRY sLOP•c cL'c LIVING STDP•c CL'G 4.10 HDR. L-13* L-• • 9 PORCH LtO2 IOM 04.12 BM. +1I�� ------ D2 a4 MASTER BEDROOM. BATH 1 II I I 9' CL'C ILLE�I aPLM. SHELF -1 if O +5'_6.. SEE;** P D. II INTERIORS ' u'G =___= II �� IG-- ---- ----- --�+ ii BEDR FGM 2 I ♦ IsP I I I ,y ♦ Lt-__---_-_�_ _-__y ♦ I.r 9' CL•G PLENUM FOR ATTIC FAU, I I SEE SECTION SHY. 4 If 01 TVP. _ R T I ♦ i I -- - _ SPREAD TRUSSES & LADDER FRAME � 1 024.0/C FOR 30'50.11 II Amc ACCESS == BA.2 11 L:== CL'G DEN or B DROOM 4 s 9• u'c UTILITY 24 TYP. D1 EA/SIDE 4.6 NI Cl 2K6 STUD PORTAL. SEE WALL GARDEN ELEVATION El FRAMING: 1. 2-PON7 BEARING D;SXWED WOOD TRUSSES 024 O/C 2' w00POINT SSES 024ES'0/CN� 3. A -PORT BEARING 0(MSIGNED WOOD TRUSSES 024 0/C 0 HDR B• CL'G 41NB HDR. DRAG TRUSSW/E.N. O DRAG LOAW340D/ D2 r� /^DRAG TRUSS W/ROOF E.N. _ \ DRAGLOAD-16501 _ _ I BEDROOM 3 g 9 CL'G I� I X.16 H - II \ 9' CL•G ♦:B HDR i i O5 01 N o I INING m;I Ya� n• We I %+7* v SLOP'G CL'G I I F------------------------ �.l F MILY n • a'c I fN� u I 15' NIG I I WALL I ENTRY sLOP•c cL'c LIVING STDP•c CL'G 4.10 HDR. L-13* L-• • 9 PORCH LtO2 IOM 04.12 BM. +1I�� ------ D2 a4 MASTER BEDROOM. BATH 1 II I I 9' CL'C ILLE�I aPLM. SHELF -1 if O +5'_6.. SEE;** P D. II INTERIORS ' u'G =___= II �� IG-- ---- ----- --�+ ii BEDR FGM 2 I ♦ IsP I I I ,y ♦ Lt-__---_-_�_ _-__y ♦ I.r 9' CL•G PLENUM FOR ATTIC FAU, I I SEE SECTION SHY. 4 If 01 TVP. _ R T I ♦ i I -- - _ SPREAD TRUSSES & LADDER FRAME � 1 024.0/C FOR 30'50.11 II Amc ACCESS == BA.2 11 L:== CL'G DEN or B DROOM 4 s 9• u'c UTILITY 24 TYP. D1 EA/SIDE 4.6 NI Cl 2K6 STUD PORTAL. SEE WALL GARDEN ELEVATION El FRAMING: 1. 2-PON7 BEARING D;SXWED WOOD TRUSSES 024 O/C 2' w00POINT SSES 024ES'0/CN� 3. A -PORT BEARING 0(MSIGNED WOOD TRUSSES 024 0/C 0 HDR B• CL'G 41NB HDR. DRAG TRUSSW/E.N. O DRAG LOAW340D/ D2 r� /^DRAG TRUSS W/ROOF E.N. _ \ DRAGLOAD-16501 _ _ I BEDROOM 3 g 9 CL'G I� I X.16 H - II O5 4 L N 3JL-B' ca N y, P 24 TYP. D1 EA/SIDE 4.6 NI Cl 2K6 STUD PORTAL. SEE WALL GARDEN ELEVATION El FRAMING: 1. 2-PON7 BEARING D;SXWED WOOD TRUSSES 024 O/C 2' w00POINT SSES 024ES'0/CN� 3. A -PORT BEARING 0(MSIGNED WOOD TRUSSES 024 0/C 0 HDR B• CL'G 41NB HDR. DRAG TRUSSW/E.N. O DRAG LOAW340D/ D2 r� /^DRAG TRUSS W/ROOF E.N. _ \ DRAGLOAD-16501 _ _ I BEDROOM 3 g 9 CL'G I� I X.16 H - II D2 3 CAR G�RAGE v D `/ti4► B• SETBACK HIP/ 1 .� 'GIRDER TRUSS O ELEV. A L-8' 10 r • W 13 L -B' • hh 1 7 W 1 4•rK 4•'► F4 I _ MDR. � 4X14 MD --� it_y_ l 19-2- -_-- ? EXTEND PLYWD. 4• OVER HDR. NOTE: 1. ALL EXTERIOR WALLS SHALL BE 2X4 STUDS O 16'M0 U.N.O. 2. HEAD ALL EXTERIOR DOORS AND WINDOWS O *6•-B• U.N.C.IN WINDOWS ADJACENT TO A DOOR SMALL BE ALIGNED WITH THE DOOR MEAD. (ALT. 3)6'X11 -7/B• PARALLAM. PSL 2.OE) 11 ELEV.A L-2 -7• a ELEV. B EXTEND DRAG TRUSS W/E.N. PLYWD. 4' O ELEV. B ONLY OVER NOR. DRAG LOAD -1750/ a� U IN Q J a Z 11T 2Z 4c cc J LL m SHEET 4: 3 O5 4 L N 3JL-B' ca N y, P 6' W 8 ci n; D2 3 CAR G�RAGE v D `/ti4► B• SETBACK HIP/ 1 .� 'GIRDER TRUSS O ELEV. A L-8' 10 r • W 13 L -B' • hh 1 7 W 1 4•rK 4•'► F4 I _ MDR. � 4X14 MD --� it_y_ l 19-2- -_-- ? EXTEND PLYWD. 4• OVER HDR. NOTE: 1. ALL EXTERIOR WALLS SHALL BE 2X4 STUDS O 16'M0 U.N.O. 2. HEAD ALL EXTERIOR DOORS AND WINDOWS O *6•-B• U.N.C.IN WINDOWS ADJACENT TO A DOOR SMALL BE ALIGNED WITH THE DOOR MEAD. (ALT. 3)6'X11 -7/B• PARALLAM. PSL 2.OE) 11 ELEV.A L-2 -7• a ELEV. B EXTEND DRAG TRUSS W/E.N. PLYWD. 4' O ELEV. B ONLY OVER NOR. DRAG LOAD -1750/ a� U IN Q J a Z 11T 2Z 4c cc J LL m SHEET 4: 3 U IN Q J a Z 11T 2Z 4c cc J LL m SHEET 4: 3 Certificate of Occupancy City of La Quinta =� Building and Safety Department OFTM 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: 47-880 VIA TRIESTE Use Classification: SINGLE FAMILY DWELLING Bldg. Permit No.: 9807-019 Occupancy Group: R-3 Type of Construction: VN Land Use Zone: RL Owner of Building: CANADAY AND COMPANY Address: 17480 EAST 17T" ST. #106 City: TUSTIN, CA 92780 By: STEVE TRAXEL l ^dam Date: 09-27-99 Building Official POST' IN A CONSPICUOUS PLACE