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9807-181 (SFD)LICENSEDZONTRACTOR 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 Professinnals.C`ooe, and my License is in full force and effect. License # Lic. Class _ Exp: Date f �fsf(iti Date =`'/� Signature of Contractor ( E I„ /' •sv" 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 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 orsale (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). t () 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: have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of.the Labor Code, for the perform nce of the work for which this permit is issued. (ave 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: Carrier. Policy No. "UNWARL"11421 col. 14 179 (This section need not be completed if the permit valuation is for $100.00 or less). O 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 totheworkers' compensation provisionsso. Section 3700 of the Labor Code, -1 shall fort6ith,comply with those,provlsion Date:- �t 121"K�Applicant Warning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of 'compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit, subject to the conditions- and restrictions set forth on his application. 1. Each person upon whose behalf this application is made & each person at Whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days.from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation.. I certify that I have read this application and state that the above information is correct. I agree to comply with all City, and. State laws relating to the building construction, and hereby authorize representatives of this City to enter upon the above-mentioned property for inspection purposes. �. n ,7 T Signature (Owner/Agent) `���_-�. Date('I �t1/1• �`' PERMIT# T CONTROL# BUILDING PERMITt7_�.$ DATEVALUATION $1,5 &7() LOT •.; TRACT 27-117 JOB SITE''•� t ADDRESS- DDRESS APN OWNER OWNER ` CONTRACTOR/DESIGNER/ENGINEER C:NNADAY & COMPANY .. CANIADAY &- COMPANY . 15 /0 8f',6oictio m am, siln'L: 2,w 1570 13ROOKHC1,LQW DRIVE, SUITE.= SANTA ANA . CA. 92705 SANTA AI NA. CA 92705 1 CUP t4,95 USE OF PERMIT, SFU - PLAN iD is - .M.N. T DOES, NUT 114CLUIIDt ALOC) WALL QR i Sh1'iNA. PLANNYPE, - MAXT CO1JSTWGLLCITDI� ;. .? A.i30 %W . { PORCMIAT10 483 00 aF GARAGM:ARPORr - 610,00 IF �. ST' IQ��VFIE�� COST OFC1NST, WICT160N, p-3,2��,70 . c:s.;+N&,V �ut� € ON 1 .. 10i.-0004-I&.0i 5o ALAN CKCK :M1 i.01-0001.439,-11$ $174,40.. ��^D'I�•���:�1'1' X411.-i7S34-4;�5.,•�1�3-��Sv�t3a� MLCF1A1T0A F=, $85.50 . .. E'#��.�'`" 7H]C'AL 101-000-420-000 $175.39 'P:I,100(40FEB 10I: -M-41940 $:4e .00 S'�Th.�lyIilti.11pt.;C+iC3ty F"43 - fii?.CS) !(S1.�fXifS a`4t :10ft 8215,331 ] t„fi4/).W140..t A - 101-000-423-M) iNfi'FRi�S'P.R#;f " i!id 'F % 225-000-443-342'. A9% INPLfBL iC f??1s�f CSS a 1dsT.0 701 •C -y$5-fit) ` $a: l3.til SWO-°T'(WAI, CONS£ UCTTO .tIND P1..,AK CIlEC .LES.8 .PrU PA1r, I EFS' -$25fl:C OTAL t &:i'T#; FEES DJ'T+�W 5;4;770:ki9 A- 4- . RECEIPT DATE BY ` 4 ` gF�EL INSPECTOR INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings /yam( ( Ducts Slab Grade 9-a-7- qt Return Air Steel Combustion Air ' Roof Deck. Q Q 71, Exhaust Fans O.K to Wrap Framing F.A.U. Compressor Insulation (_5 y </ Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation - Condensate Lines Party Wall Firewall Exterior Lath -ys- - Drywall - Int. Lath (- (2 - 57 Final Final POOLS - SPAS BLOCKWALL APPROVALS steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines Water Piping Heater Final Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K for Finish Plaster Sewer Lateral Pool Cover Sewer Connection m 7- Encapsulation Gas Piping Gas Test _& Appliances Final COMMENTS: Final pa 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 l i. Final Utility Notice (Perm) z Desert Sands Unified School,District 47-950 Dune Palms Road Notice: La Quinta, CA 92253 Document Cannot Be Duplicated 760-771-8515 CERTIFICATE OF COMPLIANCE Date 6/28/99 APN # 643-140-037 No. 18953 Jurisdiction 643-140-004 Owner NameCanaday & Company Permit # No. 47-815 Street Via Opera Log # City La.Quinta Zip 92253 Study Area Tract # 26152 Lot # 93 Square -Footage 2,591 Type of Development Single Family Residence No. of Units 1 Comments Lake La Quinta ract 26152). 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 s This certifies that school facility fees imposed pursuant to Government Code 53080 inthe amount of e. 1.93 X 2,591 or $ 5,000.63 the property listed above and that �build `ing ` permits and/or Certificates of Occupancy for this square footage in this proposed project i 5y now be•issue2 1 W Fees Paid B cc/CA State Bank/Lake La uinta Communities � 0 a,77 �3 By Q TelephonQ- �.�,i �!`�9636 Name on the check r •z i.,,. ��t tom_. By Dr. Doris Wilson Superintendent Fee collected /exempted by Juanita Green Payment Received $5,000.63 Check No. 51152 Signature F OTICE: Pursuant of As mbly 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 ovewill begin to run from the date on which the building or installation permit for this project is sssued or on which they are paid to the Dislrict(s) or to another public entity authorized to llect them on the District('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 City of La Quinta Department of Building and Safety 78495 Calle Tampico La Quinta, CA. 92253 . RE: Lake La Quinta Tract 26152, Phase 3 Lot 93: Plan 3G, 47-815 Via Opera To Whom It May Concern We have reviewed the truss drawings and calculations by Truss Works for the above reference project and find them in substantial conformance with the structural framing plans prepared for submittal to the City Of La Quinta . Truss Works P. O. Box 626 Thousand -Palms, CA. 92276 Ph. (760) 343-3461 Ph. (760) 343-3491 QROFESS/pw c. c.: Steve Sante 78-995 Via Trieste La Quinta, CA. 92253 L No. S2345 m Exp. 12-31-01 a 9� cTU�o NRI 'A1� Ph: (760) 771-9636 Fax (760) 771-0564 ESI/FWE, Inc. structural EngineersDate: Oct. 15th, '99 By : R.R.W. - 1921 East Carnegie Ave., St. 3 J _ Santa Ana, California. 92705 Company: CANADAY AND CO. Arch't / Designer: Len Nobel Address : 17480 E. 17th Street, St. 106 Project Name: " THE PALISADES " Tustin, California 92780 E S I / F WE Job No.: 298-8425-7 Contact : Chris ' Canaday & Roger Moore ; Project Eng.: R.R.W. Phone : (714) 508-4440 FAX: (714) 508-4441 PH.: (949) 261-1819 i Fax 26143506 Phone Conversation , aField Meetg [=Meetg @ Clients =In -House Meeting M E S Job Site City of La Quinta Attn: Roger Moore Department of Building and Safety 47-650 Via Antibes 78495 Calle Tampico La . Quinta, CA. 92253 La Quinta, CA. 92253 ph: (760) 771-9636 fax (760) 771-0564 RE: Lake La Quinta Tract 26152, Phase 48 On, October 9th we conducted a -field visit with, the Ed the framing contractor and proceeded, to point out areas that needed his attention. Upon completion of these items the homes will be in compliance with the approved set of construction documents Field observation on the following lots Lot 60, Plan 38G, 78-925. Via . Trieste: Lot '89, Plan 3ARG, 47-940 Via Opera Lot 61, Plan 4AR, 78-935 Via Trieste: Lot 90, Plan 4A, 47-941 Via Opera -Lot 62, Plan 3AG, 78-945 Via Trieste: Lot 91, Plan 2B, 47-880 Via Opera Lot 63, Plan 4BR, 78-955 Via Trieste: Lot 92, Plan 4A, 47-850 Via Opera Lot 64, Plan 3B, 78-965 Via Trieste: Lot 93, Plan_3BG, 47-815 Via Opera Lot 94, Plan 3A, 47-845 Via Opera PrjFFSSipN Lot 95, Plan 4BR, 47-875 Via Opera Lot 96, Plan 3BRG, 47-905 Via Opera Lot 97, Plan 4A, 47-935 Via Opera Ramon R. Wong, II, S.E.2345 c.c.: Roger Moore _ JJ E,S::L/ F M E,.-.. Inc.. _ Structural Engineers 1921 East Carnegie Ave., St: 3 J Santa Ana, California 92705 Company: CANADAY AND CO. Address : 1570 Brookhollow Drive, St. 208 Santa Ana, CA. 92705 Cohfact : Bob W. Date: Oct, 12, 1999 By: R.R.W. Sheeet 1 of .2 Arch't / Designer: Len Nobel Project Name: THE PALISADES E S I/ F M E Job No.: 8425-07 Project Eng.: R.R.W. Phone : (714) 751-9151 FAX.: (714) 751-9152 _ PH.: (71 a) 261-1811 /Fax 261-506 Phone Conversation Field Meetg =Meetg @ Clients In -House Meeting 1. MEMO Field meeting on October 10th, 1999. Page 1 of 2 PLAN 3GR/ LOT 89: TYPICAL COMMENTS FOR ALL PLAN 3. Dining Room: ADD holdown retrofit for missing HPAHD22 . Guest Room: ADD 2x4 choakers at apex of hips ( two locations ) Kitchen/Bath 1: ADD 2x4 choakers at apex of hips. GARAGE: ADD 2x4 choakers at. hip/apex and shim top of 4x4 garage door posts. PLAN 4A/ LOT 90: TYPICAL COMMENTS FOR. ALL PLAN 4. Dining Room: ADD 2x at rear of Dining Room for full bearing. Kitchen/Bath 1: ADD 2x4 choakers at apex of hips - Den/Bedroom4 & BED3/Garage: ADD (2) 2x4 'diag. BED4 and (5) 2x4 diag. @ BED3. PLAN 2B/ LOT 91: Kitchen & Bath2 : ADD 2x4 choakers at 'apex of 'hips. Garage: ADD (2) 2x4 full height at front of garage. Garage: Extend plywood_to 1'-11". Also, shim. top of post. PLAN 4A/ LOT 92: ( see comments of Lot 90 ) Kitchen: ADD 2x4 blk for brg (1 bay) Den/Bedroom4 & BED3/Garage: ADD, (2) 2x4 diag. BED4 and (5) 2x4 diag. @ BED3. Garage: ADD shim at top of plate. PLAN 3BG/ LOT 93: ( see comments of Lot 89 ) BED2: Add '/2' plywood lid with 8d's 3:12 to transfer shear from near truss to shear wall. GARAGE: Prevent front fascia from rotating forward w. 2x4 at front shelf. ADD shims at top of 4x4 posts supporting 4x garage door header. . PLAN 3A/ LOT 94: ( see comments of Lot 89 ) Garage: ADD edge nailing to bottom of header at detail UD2 at both ends of garage door header. J, 4j , vnt;f�, 41 ; PROJECT: Structural Calculations for CANADAY...& COMPANY on "THE PALISADES" to 'be built at La Quinta, California.. PLAN. 3 Date: February 199- 1998 Revisions Client: CANADAY & COMPANY Client Job No. Shipped JUL 11998 Job No. 298-8425 1921 EAST CARNEGIE AVENUE, ST. 3J, SANTA ANA, CALIFORNIA 92705-0055 Ph: (714) 261-1811 Fax (714).261-8506 LOAD CONDITIONS ROOF : Wd.Shake Slope 0 4:12 Live Load Roof Mt'I Built -Up Sheathing Roof Rafters Ceiling Joist Drywall Miscellaneous Total D. L. Total LOAD 16.0 psf 4.0 1.5 1.5 1.5 2.5 1.0 12.0 psf ESI/FME, Inc. STRUCTURAL ENGINEERS Rock 0 0 3:12 20.0 psf- 6.0- 1.5 sf 6.01.5 1.5 1.5 -2.5 1.0 14.0 psf 28.0 psf 34.0 psf STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS Tile 0 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 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 ME, Inc. in writing for their review and comment. These calculations are meant to be used by a design professional, omissions are intended. 5. Copyright © - 1994 by E S I / F M E, Inc. Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission of ESI/FME, Inc. FLOOR: DATE 2-19-98 ASSOC. CHECK: DATE: BACK CHECK: w/o Conc. Live Load 40.0 'psf D. L. of F. F. 5.0 Sheathing 1.5 Floor Joists 3.0 Drywall 2.5 Total D.L. 12.0 psf Sheet IL Date MAR 0 5 I JN. . 842 0 w/ Conc. 40.0 psf 15.0 1.5 3.0 2.5 22.0 psf Total. Load 52.0 psf 62.0 psf LOAD CONDITIONS: 7 PROJECT DESCRIPTION: P3: Plan 3 -"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: OA SHTS: DATE: Init.. SHTS: DATE: Init.: OSHTS: DATE: Init.: DD SHTS: DATE: Init.: < E > SHTS: DATE: Init.: < F > SHTS: DATE: [nit.: ESI,/ F M E, Inc. Structural Engineers (This signature is to be a wet signature not a copy.) APPROVED BY: DATE: JUL .1 ft 0 ESI/FE, 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 desian criteria sheet. Sheet Date MAR U 5 1996 JN. 8425 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 riot more than three parts se 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 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" i. rapncation 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). 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. • ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet 'A Date MAR 0 5 19% JN. 9425 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/c SPN8 : 16d Sole Plate Nailing at 8"o/c SPN6 : 16d Sole Plate Nailing at 6"o% SPN4 : 16d Sole Plate Nailing at 411o% ` SPN3 : 16d Sole Plate Nailing at 3"o/c SPN2 : 16d Sole Plate Nailing at 2"o% FOUNDATION NOTES LEGEND MARK: DESCRIPTION MARK: DESCRIPTION AB64 : 1/2"o x 10" Anchor Bolts at 64"% 2—#4 : Provide a total of 2—#4 at top & 2—#4 at AB56 : 1/2"o x 10" Anchor Bolts at 56"o% bottom of footing, 3' past posts. AB48 : 1/2"o x 10" Anchor Bolts at 48"o% 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 : 1/20o x 10" Anchor Bolts at 32"% 4—#4 : Provide a total of 4—#4 at top & 4—#4 at AB24 : 1/2"o x 10" Anchor Bolts at 24"% bottom of footing, 3' past posts. AB16 : 1/2"o x 10" Anchor Bolts at 16"% HD2A : 1 Simpson HD2A per post. AB8 : 1/2"o x 10" Anchor bolts at 8"o% HD5A : (1) Simpson HD5A per post. AB24X: 1/20o x 12" Anchor Bolts at 24"% HD6A : (1) Simpson HD6A per post. AB16X: 1/20o 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 post. 2ABXX : 2 3/4"o x 12" Anchor Bolts MTT28B: 1 Simpson MTT286 per post. • • ESIIFME, Inc. STRUCTURAL ENGINEERS Sheet j Date 3-2-98 JN. 298 - "THE PALISADES" -4 Canaday & Co: La Quinta, California PLAN 3 1O Header @ 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 = 13273.9 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 .,Regd Sec Properties. Prod Allow defl ` L / y360 = 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 A Floor = ( 52 psf) ( G_+ 0) _ 0.00 ' D. L. of Beam : °. . . . . .. = 15.00 w = 670.50 plf Fb = 11.00 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) _ 21.37.2 lbs. A = 1.5 V / 1.000 FV- = 33.7 in^2 Reqd Sec Properties: Prov'd * S = 62.23 in^3 Allow defl = L / 360 _ 0.28'in * A = 33.75 in^2 i73.83 39.38 E = 1:6 x 10^6 psi * I = 158.83 in^4 4,s.zs 1=5*w*L^4 / 384*E*d= 158.8. in^4 Estimated defl = 0.105 in. USE 4 x 12 W.C.D. F. 1 file: 8425P3B1.WK4 µMr. E:} S..: I: ESIL.FME, 'In C. STRUCTURAL ENGINEERS. Sheet Date 3-2-98 JN. 298-842 "THE 'PALISADES" / Canaday & Co. ; La Quinta, California PLAN 3 O Beam @ Left of Utility: > Length = 13 ft. w: Roof = ( 34 psf) ( 30.5/2 + 1.5) = 569.50 plf Wall = (`. 14 psf).( . 0 + 0) = 0.00 Floor = ( 52 psf) ( 0 + 0) = 0.00. D. L. of Beam = 20.00 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 Regd Sec Properties- Prov'd * S =1 10.70 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 j 697.07 '1=5*w*L^4 / 384*E*d= 546.4 in^4.. Estimated deft = 0.340 in. U S E 6 x 12 W.C.D. F. 1 O4 Header @ Front of Den / Bdrm. 3:1 Length = 4 ft;,L1 1.5 ft; L2 = 2.5 ft. P P = 3832 lbs from BM #3R - t� Ll L2 w: Roof = ( 34 psf) ( 33:5/2 + 0) = 569.50 plf Wall - ( 14. , psf) (° 2.5 + 0) - 35.00 U Floor = ( 52 .psf) ( *0 + 0) _ 0.00 D. L. of Beam . = 15.00 w = 619.50 plf Fb = 2900 psi. M, _ 4832 ft -1b= 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 Fy. = 16.3 in^2 Req'd Sec. Properties: Prod *S = 20.0 in^3 52.65 Allow defl =,L / 360 = 0.13 in * A 16.3 inA2 I 33.25 E = 2 x 10^6 psi 1 = 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/.F.M.E Inc STRUCTURAL ENGINEERS Sheet 7 Date 3-2-98 JN. 298-842 "THE PALISADES" / Canaday' & Co. La Quinta, California PLAN 3 O Beam Over Porch: Length = 9 ft. w: Roof = ( 34 psf ) ( 33.5/2 + 1.5 ) = 620.50 plf ' Wall.._ ( 14 psf ) ( 0.+ 0 ) = 0.00 Floor - ( 52 psf) ( 0 + 0) - 0.00 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 (U2 --d) _ .2264.0 lbs. A = 1.5 V / 1.000 Fv = 35.7' in^2 - Regd Sec Properties: Prodd * 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 L1 L2 w: Roof = ( 34 psf) ( 15.5/2 + 1.5 ) = 314.50 plf Wall = ( 1`4 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 .A Req'd Sec. Properties:!P,odd * S = 28.0 in^3 1 73.83 Allow defl = L / 360 ' = 0.21 in *A = 22.6 in^2 i 39.38 E= 1.6 x 10^6 psi * 1 = 54.2 in^4 415.28 I=5*M*L^2 / 48*E*d= 54 in^4 Estimated deft = 0.027 in. U S E 4 x 12 W. C. D. F. 1 file: 8425P3B3.wk4 x. ESI/FME, Inc. STRUCTURAL ENGINEERS THE PPk EF ell 4 74 wp_ OM La Quinta, California PLAN 3 LATERAL ANALYSIS 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 r .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" _ ( 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\ Floor--'( 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) _ ( 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 ) 3-2-98 Date La Quinta, California PLAN 3 - LATERAL ANALYSIS 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.-1 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 /1\ Floor— ( 12. psf)( 0) — 0 1 966 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 Perp -en Wall = ( 14 psf)( 9 - 4.5 )( 2) = ..126 _ ( 10 psf)( 9 - 4.5.)( 1 1) _: 45 ----> Floor— ( 12 psf)( 0) = 0 915 x( 0.1833 )_ 168 plf ...Controlling Lateral Force: 185 plf (W) Sheet 3-o2-98 Date 298-842 JN. La Quinta, California PLAN 3 LATERAL ANALYSIS Wind Load . = 70 mph/ Exp. C ) _ 1.06 x 1.3 x 12.6 = 17.4 psf Seismic: v = Z * I * C / Rw = 0.40 * 1.0 * 2.75 / 6 0.1833 UBC -1628.2.1 LONGITUDINAL: @ Opt. Guest Room Wind: = 17.4 psf)( 11 - • 4.5) _ 113 plf for Wind Loads. Seismic: Roof = 18 psf)( 19.5+3) = 405 Parallel Wall _ ( 14 psf)( +9/2 * 19.5* - / , 1.5.5) _ 159 ( 10 psf)( 9-45 5.5 ./ 15.5) _ 16 Perpen Wall = ( 14 psf)( 9— 4.5 )( 2) _ 126 _ ( 10. psf)( 9 - 4.5 )( 1) = 45 /I\ Floor— ( 12 Psf)( 0) = 0 750 x( 0.,1 833 )= 138 plf Controlling Lateral Force: 138 plf (S ) TRANSVERSE: @ Opt. Guest Room Wind: _ 17.4, psf)( 12 - 4.5) _ 130 plf for Wind Loads. Seismic: Roof = . 18 psf)( 15.5+3) 333 Parallel Wall = ( 14 psf)( 9-4.5 * 31.0 / 19) = 103 . _ ( 10 psf)( 9-4.5, ' * 15.5 / . , 19) = 37 " Perpen Wall = ( 14 psf)( 9 = 4.5 )( 2) _ 126 _ ( 10 psf)( 9 - 4.5 )( 1 ') = 45 ----> Floo— 12 psf)( 0) _ 0 644.x( 0.1833 )_ 118 plf ...Controlling Lateral Force:.. 130 plf (W) t QVERTICAL: ESI/FME, Inc. STRUCTURAL ENGINEERS LATERAL SHEAR NOTES ( rev. 6197) (1994 UBC; SEISMIC ZONES 3.&14) 1 - (2) LAYERS 5B" Blocked Drywall with 6d'cooler.nails @ 9" o.c. at edges Sheet 1 Date' AR 0 5 1900 JN. r 8 4 FRAMING MEMBERS DOUG FIR -LARCH @ 16" o.c. ROOF: JOIST SPACING < 24" o.c.: 15!32" Wood Structs Panel PII 2410, with 8d's @ 6" o.c. at edges & boundaries, l2" o.c. field. FLOOR: Joist Spacing < 15' o.c.: 19/32" Wood Struct. Panel T&G*, PI 32/16, w/10d's @ e' o.c. at edges & boundaries, 10" o.c. field. Joist Spacing < 20" o.c.:19/32" Wood Struct. Panel T&G*, PI 40/20, w/10d's @ 6" o.c. at edges & boundaries, 10" o.c. field. Joist Spacing <24" o.c.: 23/32" Wood Panel T&G* shtg, PI 4824, w/10d's @ 6" o.c. at edges & boundaries, 10" o.c. field. *Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. FILE H 97LAMIRR & 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 25-1 UBC) ......................... :.............................. 50 plf 3 — 5/8" Drywall with 6d cooler nails @ T' o.c at edges and field. (Table 254 UBC) ........................................................ 58 ptf 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 254 UBC) .......................................... 88 plf 8 — 7B" Stucco over approved lath with 16 gauge staples @ 5' o.c. at top and bottom plates, edges of shear wall, and field. (Table 25-1 UBC)...................................................................... 180 plf 9 — 718" 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) .............................. P 9 260 plf 10 — 3/8Wood Structural Panel w. 8d common nails @ 6 o.c @ edges & 12"o.c. @ field. (Table 23-1-K-1 UBC)........ 260 plf 11 — 3/8" Wood Structural Panel w, 8d common nails @ 4" o.c @ edges.& .1 Z'o.c. @ field. (Table 23-1-K-1 UBC)........ 380 plf 12 — 3/8" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. (Table 23-1-K-1 UBC)..:..... 490 plf 13 — 318" Wood Structural Panel w. 8d common nails @ 2" o.c @ edges & 12"o.c. @ field. (Table 234-K-1 UBC)........ 640 plf ` .14 X12" (or 15/32") Wood Structural Panel with 10d common nails @ 2" o.c at edges and 12" o.c. at field (Table 23-1-K-1 UBC).......................................................................................:......................................................... 770 plf 15 —12" (or 15/32") Structural I Wood Panel with 10d common nails @ 2'' o.c at edges and 12" o.c. at field (Table 23-1-K-1 UBC)............................................................................................................................................. 870-p1f NOTES: a. Wood Structural Panel: Material approved by APA, PFS1TEC0 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 7' 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 ON T A L: All roof and floor sheathing to be Exposure I or Exterior (Tables 23-1-J-1 and 234-S-1 UBC). ROOF: JOIST SPACING < 24" o.c.: 15!32" Wood Structs Panel PII 2410, with 8d's @ 6" o.c. at edges & boundaries, l2" o.c. field. FLOOR: Joist Spacing < 15' o.c.: 19/32" Wood Struct. Panel T&G*, PI 32/16, w/10d's @ e' o.c. at edges & boundaries, 10" o.c. field. Joist Spacing < 20" o.c.:19/32" Wood Struct. Panel T&G*, PI 40/20, w/10d's @ 6" o.c. at edges & boundaries, 10" o.c. field. Joist Spacing <24" o.c.: 23/32" Wood Panel T&G* shtg, PI 4824, w/10d's @ 6" o.c. at edges & boundaries, 10" o.c. field. *Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. FILE H 97LAMIRR ESI/FME, Inc. STRUCTURAL ENGINEERS "THE. PALISADES" / Canaday & Co. La Quinta, CA PLAN, 3 1� 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 ZL 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. 2� 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, C3) 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 .. 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 = (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 A616 12 = 12 ft. 2699.25 lbs. 224:9 lbs / ft A640 = 16 ft. 5369.00 lbs. 2699.25 lbs. 504.3 lbs /ft A616 F. _ S I' ESI/TME, Inc. STRUCTURAL ENGINEERS Sheet \3 Date 3-2-98 [J -N. 298-8425 "THE PALISADES" / Canaday & Co. La Quinta, CA PLAN 3 U. 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 12 w. %2 " dia: x 10" A.B.'s 24 "o/c A624 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. 0,�5 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 ZL w. Y2 " 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 L=. 2.75+2.75 = 5.5 ft LOAD = ( 185 lbs / ft,)( 33.0 ft / 2 + .0 _ 3052.50 lbs. SHEAR LOAD/ L _ 3052.5 lbs / 5.5 ft. = 555.0 lbs / ft U S E 13 w. Y " dia. x 10" A. B.'s -16 "o/c 2A6 D.L. = 2.75*(14*6.67+18*(2/2+1.5)) = 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 "THE PALISADES" / Canaday & Co, La Quinta, CA PLAN 3, Sheet I Date 3-2-98 JN. 298-8425 7O Wall (s) @ Left of Opt. Guest Room L = 8 = .8 ft. LOAD =` ( 138 lbs /ft)( 15.5 ft/ 2+ 0) = 1069.50 lbs. SHEAR = LOAD/ L = 1069.50 lbs / 8.0 ft. = 133.7 lbs /ft U S E 10 w. % " 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. Wall (s) @ Right .of Opt. Guest Room L= 5 = 5 ft. LOAD ( 138 lbs / ft)( 15.5 ft/ 2 + 0) = 1069.50 lbs. SHEAR = LOAD / L = 1069.50 lbs / 5.0 ft. 213.9 lbs/ft 'U S E Z10 W. % dia. x 10" A.B.'s 40 "o/c 2A6 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. O9 Wall (s) @ Rear of Opt. Guest Room L= 5.25 = 5.25 ft. LOAD ( 130 lbs /ft)( 19.5 ft/ 2 + ,0) = 1267.50. lbs. SHEAR LOAD / L = 1267.5. lbs / 5.3 ft. ' _ 241.4 lbs /ft U S E 4S w. '/2 dia. x 10" A.B.'s 40 "o/c 2AB Sheet 5 Date 3-2-98 JN. 298-8425 "THE PALISADES" / Canaday & Co. La Quinta, CA PLAN 3 10 Wall (s)' @ Front of Opt. Guest Room L= 8 = 8 ft. LOAD = (. 130 Ibs / ft)( 19.5 ft/ 2'+ 0) = 1267.50 lbs. SHEAR = LOAD 7 L = 1267.50 lbs / 8.0 ft. = 158.4 lbs/ft U S E Z10 w. %2 " dia. x 10" A.B.'s 64 "o/c a6 sa ESI/FME, Inc. Sheet ILp STRUCTURAL ENGINEERS . Date MAR 0 5 1999 JN. DESIGN OF EMBEDDED POLE FOOTINGS THE PALISADES' / CANADAY 8 COMPANY POLE FOUNDATION ANALYSIS DESIGN 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 SMMtiARY . Moments -61 Surface... 1 Point Load 0.0 ft-# Uniform Load 800.0 ft-# . Total Moment 800.0 ft-# Total Lateral Load 400.0.# - NON -RESTRAINED RESULTS'. Min. Req'd Enbednent A(1+(1+4.36h /A)-.5)/2 A-2.34P/(S 1 b) 1 Press @ 1/3 Embed Actual Allowable RESTRAINED RESULTS t Min. Req'd Embedment (4.25*P*h/S3*b)'.5 2.14 ft ` Pressure @ Bottom Actual 140.8 psf Allowable '740.8 psf - Surface Restraint Force 1031.9 # } Sheet Date 3-2-98 JN. 298-8425 - "THE PALISADES" / CANA'DAY & CO. La Quinta, CA P LA N 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 r 1. Continuous Footing Design: Roof : ( 34) ( 33.5/2+1.5 ) _ 620.5 plf Wall : ( 14,)(. _9 ) _ 126 Floor: ( 52) ( 0 ) _ - ° 0 Deck : ( 72) ( 0 746.5 plf 4 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 - #4 T / 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 ( ) = 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. Sheet ``75 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. D Z 2 U ????PPPP'PPPPPPP O O 4 N M M M M M n K M M M T i""t K'i4499444fg4 rr�V/ ��g9u�9gi»9qp9 �gy�axfgs,s�;x O RRRRRRRRRRR 2 3 O al $ n = o zv -♦ 08.-5. a9'-9' FOUNDATION PLAN= iv w m a L E N NOBEL C O Canaday & Company 0 P•O. BOX 16606, IRVINE, CALIF. 92623 15708toohhoUawDdve,Sulte208.Santa Am,CA9274S PN ' PLAN 3 E. (714) 559-4305 FAX. (714) 63970571 Main office: (714)751-9151, Mt. 100 Fac(714)751.9152 ` USE (10) 160 COMMON NAILS PER TOP PLATE SPLICE 20 LATERAL SHEAR NOTES: AVERY. it 0 - 05 1. (2) LAYERS 5/e' COOLER BLOCKED DR•WALL < h1--u-1-1- c� h BASE LAYER: 6tl COOLER NAILS Ai 9' O.0 EDCESMEID p(`1^7NFACE LAYER: 60 COOLER NAILS AT 7' O.0 MCES/FIELD 4 4 e \ / a2. 1/2' DRYWALL WITH1 50 COOLER NMS AT 7-O.0 EDGES 'D2 4 Lv7'-0-SAlm FIELD (TABLE 25-1 UBC)• . 3 12 1; 3\ 12 \ 4X6 HDR. 4-10 HDR 4x6 HDR. MDR. 4K12 HDR4a6 HDR. I 4:12 HDR3. 5/8•. DRYWALL VAIN EN COOLER MAILS AT 7' O.0 MCES - ------ - - --- _ h AND'FIELD (TABLE 8-1 UBC). +., 4. 1/2' DRYWALL WITH 50 COOLER NMS AT 4'. O.0 EDGES i J M1/ + AND FIELD (TABLE 25-1 UBC)- S. 5/e' DRYWALL WITH Ea L90LER was AT 4" O.0 MCFS AND FIELD (TABLE 25-1 UBC)• - - • 1 ` a n 1 y a 1/2' BLOCKED DRYWALL WITH SIE GOOIER MAILS AT 4. O.0 EDGES AND FIELD (TABLE 25-4 UBC) 7. 5/8' BIDCIQD DRYWALL WITH BE COOLER NAILS AT 4. OI: - EDGCS AND FIELD (TABLE 25-4 UBC) " DINING LIVING MASTER FAMILY II .+`ti 2 +� . a 7/8. STUCCO OVER WSLOP'c CL•G SLOP'G CCG BEDROOM '3 OVER APPROVED LATIW/t6 WILE STAPLES W 9' CL'G - AT 6' O.0 AT TOP AND BOTTOM PLATES, EDGES OF SMEAR is 6'-O' ;l, 9' CL'G WALL AND FIELD (TABLE 25-1 CIBC) M MIPI ..! v . MIP '0 h B. 7/6' STUCCO, OVER APPROVED LATH W/116 CAUSE STAPLES AT s• O.0 AT TOP AND BOTTOM PLATES. EDGES OF SMEAR . WALL AND 6' OL AT FIELD DCBO 01254) 10. 3/8- WOW STRUCTURAL PANEL WITH BO COMMON NAILS AT 6b.0 AT EDITS AND 12 -OL AT FELD (TABLE 23-1-K-1 UBC) ` I I Oj _ _ _ _ _ _ / k' _ 11. 310' WOOD STRUCTURAL PANEL WITH 8d COMMON WAILS AT 4b.0 - a \\ I O I EMETIC TAU PLENUK T AT EDGES AND 12'GC AT TD.D (TABLE u -1 -K -I UBC) LL CRAG EN. �) 'I .I ------------------------- 12- .-.-.-.-.-.-.-.-.-.-. I SEES€CTWN SHF. 4 = C? •LL 1R '^ ,� . 12- 3/6' WOOD STRUCTURAL PANEL WITH Ba COMMON NAILS AT 3MC m DRAG LOAD -60505r.-.-.-.-.-.-. C AT EDGES AND 12'O.0 AT FIELD (TABLE 23-1-K-1 UEC) . 13- 3/e WOOD STRUCTURAL PANEL WITH Ito COMMON NAILS AT 2'DC ,/ • 1 Ie- !L-, --y B \ Im - - AT MGM -AND 12'CLCALFE1II ...--z_ ATH F .... ;,BGS7 _ rn Dt TYP. I - 9' CL'G `\ D2 14. 1/2' WOOD STRUCTURAL PANEL WITH TOE COMMON .NAILS AT'2'0.0 - _ /� I SPREAD TRUSSES AT EDGES AND 12'0.0 AT FIELD (TABLE 23-1-K-1 UBC) 05 ----- DRAG TRUSS . ENTRY ----- R- tr LADDER FRAME 15. i/Z STRUCTURAL I WOOD PANEL WITH 100 COMMON NAILS AT 2'OL .+A,LL(cKITCHEN I \. I ATTIC Ac FOR Jo'so. ¢ DRRARG LLOADDOOF -5400/ sLOP c a'c n I , \, I ATTIC ACCESS Io AT` EDGES AND 12hC AT FIELD (TABLE 23-h1(-1 uecy .. "� •N , 9' CL'G I F3 I II Ic-.y I - :> AIM m 1 II I� a A WOOD STBICI zmL PANEL. LATERAL APPROVED BY APA PFS/TECO - OR PITTSBURGH TESTING LABORATORIES (THIS INCLUDES OSB). L-12' ' - - THESE VALUES ARE FOR DOUG -FIR LARCH OR SOUTHERN PINE, OTHER. - 4x6 NOR BEDRM. 3 I( ' --. W ,m LUMBER SPECIES MAY DIFFER IN SHEAR CAPACITIES a O c _ - of ` . 9' CL'G I I 1 a Etl m NOOK' UOCC�a�0PANEL WR" EDGE NNLRGO 2'O.. E BLFG OTHERW C ES It WHERE PLYWOOD 5 APPUED ON BOTH FACOF WALL AND NAIL 9' CL'G O '� I I +w QY't QT3 aM1M1 LL IO i. - 3M -IBIS• 02 11 tr L1 w J. FAAONO D LESS THAN C 0.G BEERS OWNS SI Nl BE OFFSET 1O it O ILO PARALLAM. C •IP r+ r J a ' - FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING 5)VM,L BE b W {� .. . WIDER AND NAAS STAGGERED ON EACH SIDE ! 4X12 BM. PSL 2.0E 02 •. ' D. WHERE MALS ARE SPACED AT 2' O -C. THEY SHML BE STACC RED AND "-------- - - -�- - -- LJ . - 3a OR WIDER FRAMING MEMBERS SMAU BE USED AT ADJOINING PAMEL y'\ . f 4x12 'HO • r - +7TF +w 1x10 FLBM:I = X - MCES. (INCLUDING NORQONTAL 1'iOCKS). - M11• 12 �-+R M1 12 4%+i - h RAC TRUSS M1 11 (SHORTEN TRL15$5 I I 12 _ W ui a . - �• HORIZONTAL' ALL ROOF SHFATHDIC TD BE EXPOSURE 1 OR EXTERIOR " w+w L.4'-9• _ w � �0. ' i i't• /ROOF E.N. I US �_J1M) G 1' 14' I I _ U ' tl . V% L-4'-9'- J• RAG LOAD -28001 L.B' u Z LL 4• -r (TABLES 23 -w -t AND 23-1-5-t LBh. - _ '� �O w+ •T' M ? G m ROOF: JOIST SPACING S 24' O.C_ 15/32' WOW STRUCT. PANEL PR 24/0: ( 0 0 Q p . WITH 80'5 O 6' D.C. AT EDGES G BOUNDARIES. 12' OL FEUD. Y _ • _ I I _ I I I u D 4 ��m LI I UTILITY� ll BEDROOM 2FOAMING NOTES a l. e• CL'G BA.2 " i I I 9' CL'c iQ W - z m n 1. ALL RESAWN AND ROU616AWN S AR SEN E TO BE FREE OF GRACING F - , 9' CL•c STAMP LABELS AND FREE OF HEART C IEWER- - ELEV. Bp2 4' _ - 02 day~ j)I -..� � ' X . 2. MULTIPLE 2X JOISTS 3 OR MORE SWILL BE FASTENED TOGETHER - DRAGTRS'. - �E •o. + WITH t/2b1AYAW/INE BOLTS AT tBb.0 AND STAGGERED.W/ROOF E.N. A L=5'-2' Q � I I♦ p�[ II .. 2-2X X0615 SPALL BE SPIKED TOGETHER LATIN 16d NAILS AT DRAG LOAD -13000 ELEV. A D2 ♦ i': CO W . 12. O.0 AND STACG RED. - O ELEV.'B ONLY '1� 10 . w3 L -- W 0 (f J o . - A s. ALL METAL ANCHORS. iASTEFERs, FD CONNECTORS ETC.BALL -� ---- - C .. FROM SILPSCM C OMPANY OR AN APPROVED EOMI IN STRUCTURAL I D2{ - .. DESIGN AND LOAD VALUES. - 1� Q<?i 10 L-4'-9' 11= 4, CONTENT WEST WAST DOUGLAS FR LARCIH, 1B,F MAmLM MOISTURE - . CONTENT. - �m8' SETBACK HP/ GI' _ Dllm • . �E AS Urs: 1 ORDER III 7RLJ55 _ *W` L.12' T O - :If BEAMS AND HEADERS : IN 4X10 AND SMALLER N0.2 ?� T ith 1 4X12 AND LARGER.... NO. �� ��- ' - Optional • . - CLUE LAMOATED BEAMS TO BE WEST COAST DOUGLAS FIN 199 MAX.MDImAiE WNIENT INDUSTRIAL APPROVED GRADE . M1 O q ?+W G ST ROOM pp2 .IIS .. : - , 3 CAR 13 L -B' a C - . - - FD -24W mIL Fr 165 Py. E-1600000 ps. UNLESS MOM OTHERWISE ON PLANS OR ENCSIEER CALCS) 9' CL'C O 7- SPREAD TRUSSES .GARAGE xk • S ALL MAILING TO COMPLY WITH UBC TABLE 23-F-0 10 5 L 6 UC --71 I k LADDER FRAME 024 -O/C FOR 30^S0. 7X4. SITE wv - - - - - _ t - ' - ' - ' - - - • T-ry1 a ALL STUDS TO BE AT 16' O.0 UNLESS NOTED OTHERWISE. PIAN ATTIC ACCESS ` ' 7.. ALL EXTERM WALLS TD BE SECURED WITH 1/2"VALK 10' ANCHOR �L66fs NOTED OTHERWISE. A` ,1 / \ I 02 _ IL --y / 6' SETBACK HIP/ � 8' SETBACK HIP/ 1.. ��� ORDER TRUSS ,l1 ' .. ' - 6 PROVIDE DOUBLE FLOOR X0615 BELOW ALL SHEAR + BEARING WALLS PARALLEL _ _ - GIRDER TRUSS 0 ELEV. A .. .. .�. O ELEV. A 1 a Ulm - TO THE FLOOR J06M ` D1 'P+W �� a +w h 1 a _ ' B. PROVIDE ESOLIDPE BLOCKING; BETWEEN X01515 BELOW ALL SHFARfBFAI6000 WHICH ARE PERPENDICULAR TO THIS FLOOR X0615. BA.3 "2 1 ❑ ry/ y� 62. CL C � � h�'+ • to. TRUSS m&wwAcnjRER TO PROVIDE , C t TroF4. SHOP ORMAICS, 9' ICD W 1 + w3• w*4X12 -i?•� . - - 11. ALL JOUNLESS NOTED IST WWfERS TO BE SMPSON V HtAN(R71$, HDR. 1 L -IV -4'I 4.14 MDR Lv 19'-4. �� . OTHERWISE. 2a -- -- --- -------- --L---- . ' 12. PROVIDE FURRING AS NEEDED TO ALIGN NDN -SHEAR WALL WITH SHEAR WALL - - DRAG TRUSS + 10 Dt • 13 t �tF yUE 13. ALL• INTERIOR WALLS SHAH BE SECURED TO THE FOUNDATION WITH PINS A F 02 ELEV: A L=B' DRAG LOAD-17008LP• =2'-t B SS +tD �+� ORAD F E.NSHHOT w l=2'-TO'L (RAMSET /3348OR O.0 SPACING AT BEARING WALLS AND 4B1'Ot AT NON BRCnu,e 8-E.N O ELEV, B ONLY DZ a DRAG LOADN31000 •�` D2 O ELEV. 8 ONLY14. PHILIPS 'RMWAO' ANCHORS W5-184 S2 1/4- /4' PEIOERA71pN)02 ELEV. B M WY BE USED IN LIEU OF 1/2' 01AOt 10 ANCHOR 80336 (CBO 01372). . - 15. ROOF PLYWOOD 9 ALL RUN COMTNUIM UNDER CALIF. FRAMING ® HEADERS AND BEANS• REFER M ENGINEERING CALLS. ❑ FRAMING: NOTE: • o`/cL.�y yip. ® INWdTE4 IN1ERM BEARNG WN15 I. ALL EXTERIOR WALLS SMALL BE 2X4 STUDS p.. . ' ACCEPTABLE NAILS: ROOF SMG: 84 GREEN SINKERS . FRAMING (TABLE 23-1-0 : GREEN SINKERS 1• 2 -PD' TR BEARWC DESIGNED WOOD'TRUSSES 024'0/C. , O, 6-oe U.N.O. . FRAMING PLAN 3 HWIGERS GREEN SINK L MEAD ALL EXTERIOR DOORS AND WINDOWS SHEAR WADS : COMMON NAILS 2. 3 -POINT BEARING DESIGNED 0 +6'-B' U.N.O. SCALE: 1/4'-1'-0' - MUMS: WOOD TRUSSES 024.0/C' WINDOWS ADJACENT TO A DOOR SHALL BE ' APPLY PLYWOOD PRIOR TO FRAMING POP -CUTS ALIGNED WITH THE DOOR HEAD. 'I - SHEET 3: 3