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9807-175 (SFD)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 Professionals Code, and my License is in full force and effect. Licensb # Lic. Class Exp. Date Y561 B 03/3t'20( Date / j �� 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 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, 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 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 to self -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. (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. UNICARE. "N'S CT) IWIVI 111), 1410.79 (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 workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisl Ins, Date: ` 12 � � ` Applicant t(� � � J 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 forin"spection purposes. f� Signature (Owner/Agent) Date -R 0 BUILDING PERMIT PERMIT# DATE "VALUATION SI!;%1J74,21) LOT TRACTJOB ADDRESS 417-SSII b to OPERA APN 643-340-036 OWNER CONTRACTOR/DESIGNER/ENGINEER fANAD+&0N4P/i��v -ANAIXY & COMPANY 1570 BtZCXOK50LLOWDR] VF, SUITE 203 13Y0 BR001:.H0Li.t N 0R1VE'-, S[, RL 2GS SANTA ANA K'A 92705 SANTA ANA CA 97"�i6 f71. )75i-�1�1 CTITS 111V0 USE OF PERMIT �r1� �• Iy%.�i.�a�1:3-�E:taiti3:i ° avis��v�°i%ivi;��^�s3s i�.��"�i� W�.iL PLAN CHECK tiaCK kliL MX ):W-1 ?5P4 FOR MA✓TIPLb I SSLJA.N(,I: C.ISA9tIE, PLAN 11'Y11.4. 1,'%A�C'1• i"©N..:7 k L 1IMION i OW111iPATfu 1104M i. fAkAC;VJCA'tCV0K1' 624.00 S PERMIT >rFE, SU16'iMx1t` C'C)NS°S`RVC°F1()'N 1° xE 101.000418-01)1? S818AA) �1 i11 �y{�1f��14f1�)�-�f tN P�"ddtidt."tC !l f0' rrP��ftt MIC,, i,�i.' • 42ti1�' 1 V i=t�tJi.�143 1_111111 , 3nr�y,f}fJ t�lgt 't1 'di�ai11.:1�i y 101-000-421-0110 LHJ 1 .t ff+:11;ITd�� F Fh' 101-(iM-414-{)t'1l) S 11 ` 0 Mc39':1f)Nfir, ���ra 101 i10(} � 91rtf3(1Q �a�.f�a 0'01E itfitll l+ pji i Ci l lfll-4i? $�t10(i �'U.t)ii f.Nt ital�`i'tl f tc'S1JtZ!° Kit 1 t AR,1, _gN tysttia,ft" tof.ACh,'3 - S(� «'�'r iA1✓CC3�f�'K1 �1jf)N,)1N1?'i�d.A'Nf'1tFCK. 1(w -AS LESS 1'P.1. 1',^x[1? FETS '11 -MAL PERMIT FEES DUI? lV0W (I-) RECEIPT DATE BY ' •_ ^ DAA MOO INSPECTOR I' I INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set BacrisUnderground Approval to Cover . Ducts Forms & Footings Equipment Location Ducts Slab Grade - Return Air Steel Underground Plbg. Test Combustion Air Roof Deck s Exhaust Fans O.K to Wrap (-?i—'v F.A.U. Framing le- Compressor Insulation - (a , Vents . Fireplace P.L. Equipment Enclosure Grills Fireplace T.O. O.K. for Finish Piaster Fans & Controls Party Wall Insulation Pool Cover Condensate Lines Party Wall Firewall Encapsulation Gas Piping Exterior Lathe1_az__ff 507 Gas Test Drywall - Int. Lath /i«- G - Final 47- BLOCKWALL APPROVALS POOLS - SPAS 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 Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Piaster Sewer Lateral Pool Cover Sewer Connection (,6 �� 7 - Encapsulation Gas Piping Gas Test Final COMMENTS: Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring Low Voltage Wiring Fbdures Main Service Sub Panels Exterior Receptacles G. F.I. Smoke Detectors Temp. Use of Power Final Utility Notice (Perm) Notice: Document Cannot Be Duplicated Date 6/28/99 - No. 18952 Desert Sands Unified School District 47-950 Dune Palms Road La Quinta, CA 92253 760-771-8515 CERTIFICATE OF COMPLIANCE APN # 643-140-036 Jurisdiction 643-140-004 Owner NameCanaday & Company . 'Permit # No. 47-850 Street Via Opera Log # City La Quinta zip 92253 Study Area Tract # 26152 Lot # 92 Square Footage 2,507 Type of Development Single Family Residence No. of Units 1 Comments Lake La Quinta(Tract 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 This certifies that school facility fees.imposed pursuant to. Government Code 53080 Jn the amount of 1.93 X 2,507 or $ 4,838.51 the property listed above. and -that buildmgw ,Y permits and/or Certificates of Occupancy for this square footage in this proposed pr e$ may now be-issueP Fees Paid By cc/CA State Bank/Lake La Quinta Communities;lephotie Z7 -9636 Name on the check 1 .rY r yam r (`Yr By Dr. Doris Wilson 'r-^ Superintendent Fee collected /exempted by Juanita Green Payment Received $4,838.51 f Check No. 51152 Signature NOTICE: Pursuant of Assembly 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 run 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 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 , v.-...: �,.. 7,�r ''�C'.:>r• *rs-•�s. r-.-"af•,,.,,. ; .-..moi .� ..r.,'•,.y. .r t:.."�.. { `hr,! +..1,,r 1..,�•�:•�+.�..�1^.. ��.y� r �++.r+ "�"'�" �.i•^ I'r•'k�l i.....'".� Y'� v.l^' � • _�',' '�. �7` Y Building ner Mailing 1011 - Address • -Address Contractor •4'4 " P.O. BOX 1504 APPLICATION ONLY f 78-495 CALLE TAMPICO n l� (� 1�ric 0, LA QUINTA, CALIFORNIA 92253 >. 71LI State Lic.( City & Classif.S11 } 'V Lic. # Arch., Engr., I (Co �L! Terc1 �'� X13 city �r�� l� in IZIRT,L1�, ILict# I LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am4lc�ensed under Drovisigns of Chapter 9 (cc 7000) of Division 3 of tpe/Bus!. ess apd'Profelh Code, and myVii effect. /i1 �h li l /r l� n� "7 I OWNER -BUILDER DECLARATION I / 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, atter, 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). l: 1, 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, Bulsness 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.) I'I I, asowner 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.) i ] 1 am exempt under Sec. 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 Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company 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 it the permit is for one hundred dollars ($100) valuation or less.) I certify that in the performance of thg 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, alter 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 ame Lenders 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 stale 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 -of this city to enter the above. mentioned property for inspection purposes. Signature of a0plicant -Date- Mailing ateMailing Address City, State, Zip BUILDING: TYPE'CONST. OCC. GRP. ,A.P. Number ,Legal Description Ci l Project Description Sq. Ft. No. No. Dw. Size Stories Units New ❑ Add ❑ Alter ❑ Repair ❑ Demolition ❑ Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. �'aU • eo 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�r JUL 2 Validated by. Noon Validation:' - WHITE = FINANCE YELLOW = APPLICANT PINK = BUILDING DIVISION A_ f ESI/FME, Inc. 5`tructural Engineers Date : Oct. 15th, '99 'By : R.R.W. 1921 East Camegie 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 M E 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) 261-1811 /Fax 261-8506 aPhone Conversation Field Meerg =Meerg @ Client's In -House Meeting 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 4B 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 3BG, 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: =tot—_92-,::P_07—A=,47<8.50 Via—Ope—ra Lot 64, Plan 3B, 78-965 Via• Trieste: Lot 93, . Plan 3BG, 47-815 Via Opera Lot 94, Plan, 3A, 47-845 Via Opera �pFFSS/pN 'Lot 95; Plan_. 4BR, 47-875 Via Opera NR W cFy ". Lot 96, Plan,'3BRG, 47-905 Via Opera y Lot 97; Plan 4A, 47=935 Via Opera,' C9 0 m U 01 V � 9� CF CA��F� - Ramon R. Wong, 11, S. E.2345 c.c.: Roger Moore ie.: " r� rl , E -.S:: L / F ME,_ Inc... Structural Engineers Date: Oct, 12, 1999 -BY: R.R.W. 1921 East Carnegie Ave., St. 3 J Santa Ana, . California 92705 Sheeet 1 Of 2. Company: CANADAY AND CO. Arch't / Designer: Len Nobel Address : 1570 Brookhollow Drive, St. 208 Project Name THE PALISADES Santa Ana, CA. ' 92705 E S I / F M E Job No.: 8425-07. Contact: Bob W. - Project- Eng.: R.R.W. Phone : (714) 751-9151 FAX: (714) 751-9152 PH.: (714) 261-1811 i Fax 261-506 Phone Conversation ` Field Meetg = Meetg @ Clients a In -House Meeting MEMO ' . Pagel of 2 Field meeting on October 10th, 1999: . 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 4'A/ 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. �PL—A N 4A/'L0T 92: ( see comments of Lot 90 ) Kitchen: ADD 2x4 bik 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 319G/ 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. ., � s PROJECT: Structural Calculations for CANADAY & COMPANY on "THE PALISADES" to be . built at La Quinta, California. .; PLAN, 2 Date : February 19, 1998 Revisions : !. Client :CANADAY & COMPANY Client Job ,No. y Shipped :UL 01 19� Job No. 298-8425 1921 EAST CARNEGIE AVENUE, ST. 3J, SANTA ANA, CAUFORN/A 92705-0055 Ph: (714) 261-1811 ° Fax (714) 261-8506 r , F M E S ESI/FME, Inc. STRUCTURAL ENGINEERS ` Sheet �,/, Date MAR 0 5 JN. LOAD CONDITIONS: DATE 2-19-98 _ DATE: BACK CHECK: DATE: ROOF: Wd.Shake Rock Tile FLOOR: P/T FOUND. Rev.: DATE: - PLAN CHECK: DATE: 0 DATE: _® BO SHTS: Slope 0 4:12 0 3:12 0 4:12 Init.: w/o Conc. w/ Conc. Live Load 16.0 psf 20.0 psf 16.0 psf Live Load 40.0 psf 40.0 psf Roof Mt'I 4.0 -- 10.0 , D.L. of F. F: 5.0 15.0 Built -Up - - 6:0 - - Sheathing 1.5 1.5 Sheathing 1.5 1.5 1.5 Floor Joists 3.0 3.0 Roof Rafters 1.5' 1.5 1.5 - Drywall 2.5 2.5 Ceiling Joist 1.5 1.5 1.5 Total D.L. - 12.0 psf 22.0 psf Drywall 2.5, 2.5 2.5 Miscellaneous 1.0 1.0 1.0 Total Load 52.0 psf 62.0 psf Total D.L. 12.0 psf 14.0 psf 18.0 psf LOAD CONDITIONS: Total LOAD 28.0 psf 34.0 psf 34.0 psf 0 0 STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS 1. Sketches of details in calculations are not to scale and may not represent true conditions on plans. Architect or designer �• is responsible for drawing details in plans which represent true framing conditions and scale. Enclosed details are intended to complement standard construction practice to be used by experienced and _qualified contractors. 2. The structural calculations included here are for the analysis and design of primary structural system. The attachment of non- structural elements is the responsibility of the architect or designer, unless specifically shown otherwise. 3. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. 4. All changes made to the subject project shall be submitted to E S I / F M E, Inc. in writing for their review and comment. These calculations are meant to be used by a design professional, omissions are intended. 5. Copyright © - 1994 by E S I / F M E, Inc.' Structural Engineers. All rights reserved. ' This material may not be reproduced in whole or part without written permission of ESI/FME, Inca PROJECT DESCRIPTION: P2: Plan 2 -"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: O SHTS: DATE: Init.: BO SHTS: DATE: <� SHTS: Init.: DATE: Init.: DD SHTS: � DATE: Init.: E� SHTS: DATE: Init.: \F> SHTS:, DATE: Init.: ESI/FME, Inc.i:�'SSI Structural Engineersf (This signature is to be a Oiy Fy wet signature not a copy.)�.�, APPROVED BY: -. ,} 5 ' m DATE: t I^ \�� F 0 M ` S I ESI/FME, Inc. STRUCTURAL ENGINEERS DESIGN CRITERIA SHEET FOR RESIDENTIAL CONSTRUCTION. will supersede this Sheet j Date MAR 0 5 1990 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; 412 : 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 osi 1. Drypack shall be composed of one part Portland Cement to riot more than three parts se 2. All structural concrete ...................... a ........................... 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" 1. Fabrication and erection of structural steel shall be in accordance with "Specifications for the Design, Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A36. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. 2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding. 3. All steel exposed to weather shall be hot—dip galvanized after fabrication, or other approved weatherproofing method. 4. Where finish is attached to structural steel, provide 1/2"o bolt holes @ 4'-0" o.c. for attachment of nailers. See architectural drawings for finishes (Nelson studs 1/20 x 3" CPL may replace bolts). •IMASONRY 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. 0 • ESI/FME, Inc. STRUCTURAL ENGINEERS Sheet AR 0 MAR 14 JN. 8425 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 govem 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—I—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 "% SPN10: 16d Sole Plate Nailing at 10"o/c SCR6 : 3/8"o x 6.5' Sole Plate Screws at 6'% SPN8 : 16d Sole Plate Nailing at 8"% SPN6 : 16d Sole Plate Nailing at 6"% SPN4 : 16d Sole Plate Nailing at 4"o% SPN3 : 16d Sole Plate Nailing at 3"o% 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 560o% bottom of footing, 3' past posts. AB48 : 1/2"o x 10" Anchor Bolts at 48"% 3—#4 : Provide a total of 3—#4 at top & 3—#4 at AB40 : 1/2"w x 10" Anchor Bolts at 406% bottom of footing, 3' past posts. AB32 : 1/2'o 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 168% HD2A : 1 Simpson HD2A per post. AB8 : 1/2"o x 10" Anchor bolts at 80% HD5A : 1 Simpson HD5A per post. AB24X: 1/2"o x 12' Anchor Bolts at 24"% HD6A : (1) Simpson HD6A per post. ABI 6X: 1/2"m x 12" Anchor Bolts at 168% HD8A : (1) Simpson HD8A per post. AB8X : 1/2"o x 12" Anchor bolts at 80% HD10A: 1) Simpson HD10A per post. 2AB 2 1/2"o x 10" Anchor Bolts HD14A: (1) Simpson HD14A per post. 3AB 3 1/2o x 10" Anchor Bolts HD20A: 1 Simpson HD20A per post. 2ABX : (2) 1/20o 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. ESI/FME's Inc. STRUCTURAL ENGINEERS Sheet Date 2-27-98 JN. 298-842 "THE 'PALISADES" / Canaday & Co. La Quinta, California PLAN 2 OHeader @ Rear of Morning- Room: Length = 5.25 ft. w: Roof = ( 34 psf) ( 41/2 + ; 1) _ 731.00 plf Wall -(.;, 14 psf)( 2.5 + 0 )- 35.00 Floor. _ ( 52 psf) ( 0 +- 0) _ 0.00. D. L. of Beam . . . = 15.00 w. = 781.00 plf Fb = 1140. psi. M 2690.8 ft -1b = 32.29 in -k S = Moment' .1.000 Fb = . 28.3. in^3 Reactions-.. , Fv = 95 psi d = 7.25 in *R = 2050 lbs V = w. (U2- d) _ 1578.3 lbs. A= J. 5 V / 1.000 Fv = 24.9 in^2 Regd Sec Properties- Prov'd - *S = 28.32 in^3 30.66 Allow deft = L / 360 0.18 in *A = ' 24.92 in^2 _ 25.38 E = 1.6 x 10^6 psi * 1'= 47.68 in^4 ;,,:15 1=5*w*L^4 /.384*E*d= 47.7' in^4 Estimated defl = 0.075 in. U S E 4 x 8 W.C.D. F. 2 OBeam @ Rear of. Covered Porch: Length = 15 ft. w:. Roof = (, 34 psf) ( +7/2 + 1 ) _ . 153.00 plf Wall -, ( 14 psf) ( 0 + :. 0) - - 0.00 Floor = ( 52 psf) ( 0 +. 0 ) = 0.00 ' D. L. of Beam . . . . . . . . ` . . . . = 15.00 w = 168.00 pif Fb = 1100 psi. M = 4725 ft -Ib = 56.7 in -k. S = Moment , 1.000 Fb = 51.5 in^3 Reactions: Fv = 95 psi d = ' 11.25, in *R = 1260 lbs V = w (U2 - d) = 1102:5 lbs. A= 1.5 V /' 1.000 Fv = 17.4 in^2 Reqd Sec Properties: IProv'd * S = 51.55 in^3 73,83 Allow defl = L/ 360 = 0.50 in *A = 17.41 in^2 I 39.38 E _ 1.6 x 10^6 psi * I = 239.20 in^4 ° 415.28 1=5*w*L^4 / 384*E*d= 239.2 in^4 Estimated defl = 0.288 in. U S E 4 x 12 W. C. D. F. 1 file: 8425P2B1.wK4 ALT 6 x 10 W. C. D. F. 1 ES1/FME, Inc. _ STRUCTURAL ENGINEERS;. Sheet ( Q Date 2-27-98 JN. 298-842 .THE PALISADES"'/ Canaday &. Co. E = 1.6 x 10^6 psi La Quinta, California I . 1 415.28 1=5*w*L^4 / 384*E*d= 177.0 in^4 Estimated defl = 0.117 in. PLAN 2 U S E 4 x OHeader @ Rear of Family: OHeader @ Rear of M. Bdrm.: Length = 8.25 ft. Length = 8.25 w: Roof = ( 34 psf ) ( .41/2- + 0) _ 697.00 plf Roof = ( 34 psf ) ( 41/2 Wall - ( 14 psf) ( 2.5 + 0) - 35.00 Wall - ( 14 psf } ( Floor = ( 52 psf ) ( 0 + 0) = 0.00 Floor = ( 52 psf ) ( D. L. of Beam . . . . . . . . . . _ .15.00 D. L. of Beam . . . . . . . . . . . . _ 15.00 W = 747.00 plf Fb _ 1100 psi. w = 781.00 pif Fb =. 1100 psi: M = 6355.3 ft -1b = 76.26 in -k M = 6644.6 ft -Ib = S = Moment 1.000 Fb = 69.3 in^3 S = Moment 1.0.00 Fb = 72.5 in^3 Reactions: Fv = 95 psi ' d = 11.25 in *R = 3081 lbs Fv = V = w (U2 -d) _ ° 2381.1 lbs. V = A = 1.5 -V / 1.000 Fv 37.6 in ^2 Reqd Sec Properties: :Prov'd A = 1.5 V / 1.000 Fv _ -- Regd Sec Properties: *S = 69.33 in^3 �. 73.83 Allow defl = L / 360' 028 in * A = 37 60 'in^2 3938 E = 1.6 x 10^6 psi . * I = 176.96 in^4 I . 1 415.28 1=5*w*L^4 / 384*E*d= 177.0 in^4 Estimated defl = 0.117 in. U S E 4 x 12 W.C.D.F. 1 OHeader @ Rear of M. Bdrm.: Length = 8.25 ft. ' w: Roof = ( 34 psf ) ( 41/2 + 1) = 731.00 plf Wall - ( 14 psf } ( 2.5 + 0) - 35.00 Floor = ( 52 psf ) ( 0 + 0) = 0.00 D. L. of Beam . . . . . . . . . . . . _ 15.00 w = 781.00 pif Fb =. 1100 psi: M = 6644.6 ft -Ib = .79.74 in -k, S = Moment 1.0.00 Fb = 72.5 in^3 Reactions: Fv = 95 psi d = 11.25 in *R = 3222 lbs ` V = w (U2 - d) = 2489.4 lbs. A = 1.5 V / 1.000 Fv _ 39.3 in^2 Regd Sec Properties: 1Prov'd * S _ 72.49 ;in^3 73.83 Allow deft = L / 360- _ - 0.28 in *A = 39.31' in^2 39.38 E = 1.6 x 10^6 psi * I = 185.01 in^4 ' 415.28 1=5*w*L^4 / 384*E*d= '185.0 in^4 Estimated deft = 0.123 in. U S E 4 x 12 W. C. D. F. 1 file: 8425P2B2.WK4 • ESIJ.FME, Inc. STRUCTURAL ENGINEERS Sheet. Date 2-27-98 JN. 298-842 "THE PALISADES" / Canaday ;& Co. La Quinta, California - ~ PLAN 2` OBeam Over Porch: Length_ = 7.5 ft. w: Roof = (. 34 psf ) ( 33.5/2 + 1) = 603.50 plf Wall = ( '10 psf ) ( 0 + O-)'= 0.00 >< <<»><««<> - Floorpsf) ( 0 + 0 _ 0.00 ) D. -L. of Beam . . . . . . . . . . . . = 15.00 w = 618.50 plf Fb =' .1100 psi. M = 4348.8 ft -Ib = ?52.19 in -k S = Moment 1.000 Fb = 47.4 in^3 Reactions: Fv = - 95 psi d= 11.25 in *R = 2319 lbs V= w (L/2 - d) = 1739.5 lbs. _ A = 1.5 V / 1:000 Fv = 27.5 inAZ Reqd Sec Properties: LPr. d * S = 47.44 in^3 1 73.83 Allow deft = L / 360 _ 0.25 in *A = 27.47 in^2 j 39.38 E = 1.6 x 10^6 psi * 1 = 110.08 in^4 i 415.2$ 1=5"w*L^4 / 384*E*d= 110.1 in^4 Estimated deft = 0.066 in. U S E 4 x 12 W.C.D.F. 1 OHeader @ Right of Living: Length = 5.25 ft , L1 2.25 ft , L2 = 3` ft. P P = ' 8248 lbs from BM #5 &.GT = 2319+34*46.5/2*15/2 {4 Ll L2 w: Roof _ ( 34 psf ) ( 1 + 0 ) = 34.00 plf Wall - ( 10 psf ) ( 2.5 + 0 ) = 25.00 Floor = ( 52 psf ) ( 0 + 0 ) _ . 0.00 D. L. of Beam = 15.00 w _ 74.00 plf ,Fb = 2900 psi. M = 10859 ft -1b= 130.3 in -k S = Moment 1.000 Fb = 44.9 ' in^3 Reactions: *RL = 4907 lbs FV = 290 psi ; d = 9.5 in *RR 3729 lbs V. = R(max)-(w*d)= 4849 lbs: A = 1.5 V / 1.000 Fv = 25.1 in^2 Req'd Sec. Properties::Prov'd *S = 44.9 in^3. 52.65 Allow defl = L / 360 _ ..0.18 in * A = 25.1 'in A 2 33.25 E ='2 x 10^6 psi _ * I = 153.9 in^4 ; zso.o7 I =5*M*L^2 / 48*E*d= 154 in^4 Estimated deft = 0.108 in. USE 3.5 x 9.5 PARALLAM, PSL 2.0E Me: 8425P2B3.wk4 F � y� M S I Sheet iS 2-2-1-9-8 Date 298-842 JN. La Quinta, California PLAN _2 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: @ House Wind: . . . . 18.5 psf)( 16.5. - ` 4.5) = 222 plf for Wind Loads. Seismic: Roof = 18 psf)( 41+2 ) _ 774 Parallel Wall = ( 14 psf)( 12-4.5 * .100 / 50.5 ) = 208 r = ( 10 psf)( 9-4.5 * 41*2 / 50.5 ) _ 73 Perpen Wall = ( 14 psf)( 9 - 4.5 )( 2 ) = 126 _ ( 10 psf)( .9 - 4.5 )( 2) = 90. /1\ Floor- ( 12 psf)( 0) = 0 1271 x( 0.1833 )= 233 plf •Controlling I Lateral Force: 233 plf (S TRANSVERSE: @ House` Wind: . . . . = 18.5 psf)( 14.5.- 4.5 `) _ 185 plf for Wind Loads. Seismic: Roof = -18 psf)( 50.5+2) = 945 Parallel Wall = ( 14 psf)( 9-4.5 * 73.0: / 40.5) _ 114 ( 10 psf)( 9-4.5 ., * 50.5* / 40.5) _ 112 Perpen Wall = ( 14 psf)( 12 - 4.5 )( 2) = 210 _ ( 10 psf)( 9 - 4.5 )( • 2) _, 90 ----> . Floo- 12 psq( 0) = 0 1471 x( 0.1833 )= 270 plf ...Controlling Lateral Force: 270 plf (S ) F M. S • .La Quinta, California PLAN 2 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: @ Garage Wind: = 17.4 psf)( 15 - 4.5) . = N / A plf for Wind Loads. Seismic: Roof = 18 psf)( 22+1 ) = 414 Parallel Wall = ( 14 psf)( +9/2. 22*2 / 27.5) = 101 _ ( 10 psf)( 94.5 " o P, 27.5) = 0 Perpen Wall = ( 14 psf)( M 9- 4.5)(- 1) = 63 - ( 10 psf)( 9 - 4.5 )( 1) _ 45 Floo- 12. psf)( 0) _ 0 1 623 x( 0.1833 )= 114 plf I' ...Controlling Lateral Force: 114 plf (S ) TRANSVERSE: @ Garage Wind: . . . . 17.4 psf)( 14.5 - 4.5) = 174 plf for Wind Loads. Seismic: Roof = 18 psf)( 27.5+2) 531 Parallel Wall = ( 14 psf)( 9-4.5 27.5 / 22') = 79 _ ( 10 psf)(-9-4.5 27.5 / 22) - 56 Perpen Wall= ( 14 psf)( >9 - 4.5 )( 2) = 126 _ ( 10 Psq( 9 - 4.5-)( 0) = 0 ----> Floo- 12 psf)(- 0) _ 0. 792 x( 0.1833 )= 145 plf '...Controlling Lateral Force: 174 plf (W) f Sheet Date MAR' " 1996 JN. 4 2,5 LATERAL SHEAR NOTES ( rev. 6/97) (1994 UBC; SEISMIC ZONES 3 & 4) FRAMING MEMBERS V E 0'r 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 @ 7" o.c. at edges & field at face layer ....... ...................................... 125 ptf 2 —1/2' Drywall with 5d cooler nails @ 7" o.c at edges and field. (Table 25.1 UBC) .............:......................................... 50 plf 3 — 5/8" Drywall with 6d cooler nails @,7" o.c atedges and field. (Table 25-1 UBC).' .......... ......................... ......... 58 ptf 4 —12" Drywall with 5d cooler nails @ 4" o.c at edges and field. (fable 25-1 UBC)... ...................................................... 63 ptf 5 — 5/8" Drywall with 6d.cooler nails @,V o.c at edges and field. (fable 25-1 UBC)..., . ....................................... 73 pif 6 —1Ir' Blocked Drywall with 5d cooler nails @ 4" o.cat 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. (fable 254 UBC) ........:.................................. 88 plf 8 — 7/8" Stucco over approved lath with 16 gauge staples @ 6" o.c. at top and bottom plates, edges of shear wall, and field. (Table 25-1 UBC):...:............................................`..................... 180 ptf 9 — 7/8" Stucco over approved lath with 16 gauge staples @ 3" o.c. at top No. 1254, equaQ 260 plf and bottom plates, edges of shear wall, and 6" o.c. at field. (ICBO report or .............................. 10 — 3/8" Wood 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 & 12"o.c.• @ field. (Table 23-1-K-1 UBC)........ 380• plf 12 • — 3B" Wood Structural Panel w. 8d common nails @ 3" o.c @ edges .& 179.c. @ field. (fable 23-1-K-1 UBC)........ 490 plf 13 — 3/8" Wood Structural Panel w. 8d common nails @ 2" o.c @ edges & 1 Z'o.c. @ field. (Table 23-1-K-1 UBC)........ 640 plf 14 —12" (or 15132") 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 15/37') Structural l Wood Panel with 10d common nails @ Z' o.c at edges and 12" o.c. at field 870 plf , (fable 23-1-K-1 UBC)................................................................................................................................................ 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 7 o.c., they shall be staggered and 3x or wider framing members shall, be used at _ adjoining panel edges ( including horizontal blocks) . H O R I Z O N T A L: . All roof and floor sheathing to be Exposure I or Exterior (fables 23-1-J-1 and 23-1-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.:19/32" Wood Struct. Panel T&G`, PI 4024 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 @ 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 N 971ATSHR . • • ESI/FME., Inc 'STRUCTURAL ENGINEERS "THE PALISADES" / Canaday & Co. La Quinta, CA PLAN .2 C\l Wall (s) @ ^ Left of House L LOAD = ( 233 lbs./ft)( 50.5 ft / 2 + 0 ), SHEAR = LOAD / L = 5883.25 lbs / 12.0 A. _ . U S E 13 w. Y " dia. x 10" A.B.'s 16 "o/c 12*(14*9+18*(2/2+1)) _ 1944 lbs 9' pl uplift= (5933*9-0.85*1944*12/2)/12 _ 3624 lbs Use Simpson HTT22 per, post. Wall (s) @ Left of Garage L= LOAD = ( 114 lbs /ft)( 27.5A / 2 + 0) SHEAR = LOAD/ L 1567.50 lbs V 8.0 ft. _ U'S E 10 w. 'h " dia. x'10" A.B.'s 48 "o/c D.L.- = 8-(14-9+18-(27.5/2+1))=- 3132 Ibs 9' pl uplift = (1567*9-0.85*3132*8/2)/8 = 432 lbs Uplift < 1000lbs ... No Holdowns Required. C3) Wall (s) @ Right of House & Garage L= 12+8 LOAD = ( 233 lbs /ft)( 50.5 ft/ 2 + 0) _ LOAD = ( 114 Ibs /ft)( 27.5 ft '/2+ 0) _ SHEAR LOAD/ L 7450.8 Ibs / 20.0 ft.� _ U S .E 11 w. % " dia. x 10" A.B.'s 24 "o/c D.L. _ 8'(14-9+18'(27.5/2+ 1)) 3132 lbs 9' pl uplift = (372.5*8*9-0.85*3132*8/2)/8 2021 .lbs Use Simpson HT -T22' per post (@ 8' wall). D.L. = 12*(14*9+18*(2/2+1)) = 1944 lbs 9' pl Uplift = '(372.5`12"9-0.85'1944*12/2)/12 = 2526 Ibs Use Simpson HPAHD22 per post (@ 12' wall). E.S.I. file: 8425P2w1.WK4 Sheet Date 2-27-98 JN. 298-8425 12 = 12 ft.. 5883.25 lbs. .490.3 lbs / ft AB16 . 8 = 8 ft. 1567.50 lbs. 195.9 Ibs /ft A648 , = 20 ft. 5883.25 Ibs. 1567.50 lbs. 372.5 Ibs /'ft A624 F F M S I ESI/FME, In. STRUCTURAL ENGINEERS Sheet 12- Date 2Date 2-27-98 JN. 298-8425 "THE PALISADES" / Canaday & Co. La Quinta, CA PLAN 2 4O Wall (s) @ Rear of. House L= 8 = 8 ft. LOAD = ( 270 lbs / ft)( 40.5 ft/ 2 + 0) 5467.50 lbs. SHEAR = LOAD/ L = 5467.50 lbs / . ,8.0 ft. 683.4 lbs /ft U S E 14 w. -%2 " dia. x 10" A: B.'s 8 "o/c ABs i D.L. = 8*(14*9+18*(40.5/2+1))= 4068 lbs 9' pi uplift= (5467.5*9-0.85*4068*8/2)/8 = 4422 lbs Use Simpson HTT22 per post. C5� Wall (s) @ Rear of Garage. L= - 12 12 ft., LOAD _ ( 270-1bs / ft')( 40.5 ft /?2 + 0 ) = 5467.50 lbs. . LOAD = ( 145 lbs /ft)( 21.5 ft / 2 + - 0 ) = 1558.75 lbs. SHEAR = LOAD / L = 7026.25 lbs / 12.0 ft - = 585.5 lbs / ft U S E ZL w. '/2 " dia. x 10" A.B.'s' 16 "o/c AB16 , D.L. = 12*(10*9+18*(27.5/2+1 = 4266. lbs 9'pi uplift = (7026.25*9-0.85*4266*12/2)/1:= "3457 lbs Use Simpson HTT22 per post. C6) Wall (s) @ Front of Garage L=: 1.917+1.917 = 3.83 ft. LOAD = ( -174 lbs / ft -)( 21.5 ft / 2 +,- 0.) _ 1870.50 lbs. SHEAR = LOAD/ L = 1870.5 lbs / 3.8 ft. = 487.9 lbs /ft U S E ZL w. Y2 " dia. x 10" A.B.'s, 16 "o/c 2A6 D.L. = 1.917*(14*6.67+18*(2/2+1)) = 248 lbs 6.67' pl Uplift: (487.9*1.917*9-2/ ' 3*248* 1.917/2)/l.! = 4308 lbs. Use Simpson HD6A, per, pot. E.S.L,file : 8425P2W2.WK4 - JN. 8 ESi/FME,•tnc. • sneer ' STRUCTURAL ENGINEERS - DateMAR 42 5 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 SUMMARY Moments @ Surface... 1 Point Load 0.0 ft-# . Uniform Load 800.0 ft-# i Total Moment 800.0 ft-# . Total Lateral Load 400.0 # . NON -RESTRAINED RESULTS Min. Req'd Embedment A(1+(1M.36h /A)'.5)/2 Press @ 1/3 Enbed 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 # - JN. 8 Sheet ! L Date 3-2-98 JN. 298-8425 "THE PALISADES"-/ CANADAY & `CO. La Quinta, CA PLAN' 2' ' 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) ( 40.5/2+1 ) _ 722.5 plf Wall : ( 14) ( 9 ) _ 126 Floor. ( 52) ( 0•) = 0 Deck : (. 72) ( 0 )' = 0 :. 848.5 Of • ' _ 0.89 ft. 50 Width Re aired = 848.5 / 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 - #4 T / B Cont. 2. Point Loaded Footing P max = S.B.P. * S * W / 144 a x post (minimum) Pmax ( Exterior) _ 3333 lbs. ISLAB ------------------f-----='=---------------= Pmax (Interior) = 3333 lbs. 45 -deg. S -Bearing Area 3. Pads needed:' Pad #. 1 : P = R ( ) = 4907 lbs from BM #6L Area a. 4907 ) / ( 1000,= 100 ) • = 5.45 sq. ft., hence, L 2.33 ft. (minimum) Use pad 30 " square x 12 deep. with (2) #4 bars each way at bottom. ILI Sheet \,C) Date 3-2-98 JN. 298-8425 "THE PALISADES" VCANADAY & CO. La Quinta, CA PLAN, 2 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( ) _ 3729 lbs from BM #6R Area 3729 ) / ( 1000 - 100.) = 4.14 sq. ft., hence, L 2.04 ft. (minimum) * Use pad 30 " square x 12 deep. " with (2) #4 bars each way at bottom. . Y 7-777-7 VIN w -�• _ R. +• v - .-0� - ,�� •,0 -A916 ,e1S I 2. 4 I 0' I I Y --- — -----—__------------- _� � I \C Z oN I i I I �i$!S 1 -o r---, O I I I n� °O� — — -� Z I I rf- :. , -J 1 rim ,•'.� i w:" •'i.'�'i�_C •a� . X1..1 :" pp �. i'.1.: I '+ A�7..:: crN lit M �rw I Z 111 IIII ! N ' •Egg :'-' 111 1' I as 00 z2mkv"" 41 x III ♦ ♦11♦SLOPE 2• TO DRNN_ —„ ro I I N I I dol �mL.h:; Eo A824 t cy AB24 D e2 -e• FOUNDATION PLAN LEN NOBEL CO. Canaday & Company PLAN 2 i3 P•O' BOX 19606, IRVINE, CALIF. 92623 IS70BtooihollowDdva,SWte208 . Santa An&, CA 92705 lz� PHONE, (714) 639-4305 FAX, (714) 669-0871 Main office: (714) 751.9151,14(,100 F=(714)751-4152 C.0 =jo 0 se' - .. O v i u N PF P. 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(714) 669-0671 Mato office: (714) 751.9151, (31.100 F=(714)751.9152 0 n o II — — --f- MDR, �+ 1 x6 Kix '+601 FF P'$2,01 LL / 1 I I ` II+ II II ( 1 ".9 V, nrN II" N lit.II - I 'u v Z I I I vD 11 OO IIS ' { \ n o op0•yipp,yy li, � 1D 00 1 Ina >�A ION II n m - II \ / TON b P GG1f GGGGGG777777 I I x r rl/ Z 11 \ / I ^ ZZZ Ix p Itis,'rli„�,D.( IF v o z I O II CA) ig II -_ a �+ S a t a m ,, 2 1 ic li II x11 ti �' 11 1 — m > 1x It__y II k + o 1 a�3 Ii7 iti I I �h �S Mg - m IIxO ¢O II )}D , ^\\11 0� IIA wm 1x8 Id HDR. m' 1x6 HDR. 4x6 HOR. � ati • �QQ yTyo y se's} O USE 11 16d COMMON NAILS PER TOP PLATE SPLICE wN m FRAMING PLAN s LAN NOBEL CO. Canaday &Company PLAN 2 $ ''Z P.O. BOX 16606, IRVINE, CALIF. 92623 1570BrookhollowDrive,Suite 208.Santa AnNCA92705 PHONE. (714) 669-4306 FAX. (714) 669-0671 Mato office: (714) 751.9151, (31.100 F=(714)751.9152 0 n E S 11. IT M Ey Inc. Structural Engineers Date: July 17th, 1998. By : R.R.W. 1921 East Carnegie Ave., St. 3 J , Santa Ana, California 92705 Company: CANADAV AND CO. Arch't / Designer: Len Nobel Address : 1570 Brookhollow Drive, St. 208 Project Name: THE PALISADES Santa Ana, _ CA. 92705 E S I / F M E Job No.: 298-8425-1 Contact Steve Santee Project Eng.: R.R.W. Phone:. (714) 751-9151 FAX: (714) 751-9152 PH.: (714) 261-181 1 i Fax 261-8506 Phone Conversation ® Field MeeYg a Meet'g @ Clients =In -House Meeting 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 92: Plan 2, 47=850 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. 0. Box 626 Thousand Palms, CA. 92276 Ph. (760) 343-3461 Ph. (760) 343-3491 OFESSIO No. S2345 m Exp. 12-31-01 M c.c.: Steve Sante 78-995 Via Trieste La Quinta, CA. .92253 r��PPo � ' �F CA��-� Ph: (760) 771-9636 Fax (760) 771-0564 p