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0202-001 (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. ,/ s'' I CV) License # y �?Lic�.. ClassI LO Exp. Date f / . �t$Q ©3 d.i 1` IC Date//1 —70'`0 Signature of OWNER -BUILDER D 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 clothe work, and the structure is not intended or offered for sale (Sec. 704.4, 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. (t�,) I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are:. Carrier 6TAT i7UND Policy No. (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 torbecome subject to the workers' compensation laws of California?�and agree/that if I should become subject to the workers' compensation provisions ofWSectionr3��OQ=of••the-Labor Code, I shall forthwith comply with those provisions. / /'lt` Date: JV'7 'h 0"t Applicant ,!,_, I'V Warning: Failure to secure Workers'- ompensation 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., qn 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'Qity, and' State laws relating to the building . construction, and hereby authorize representatives of this City to enter upon t�hetabove mentioned proper -for inspection`p%rposes. e� Signature (Owner/Agent) ^-%' r"`+' ;1 Date 0/1 BUILDING PERMIT PERMIT# DATE j // LOT - TRACT JOB SITE /! ' .ADDRESS ?.:.VJA ZS.1"1i? APN i°Kt73wrN�id`��.�• OWNER CONTRACTOR / DESIGNER / EN (NEER 74-300 EMY 111 — 74 00 :t1:014WA'-+ A I I' 4 PAJIM T:?MIN.*:t' CA ' 92260;,2VL f :G1um CA 92 2 6t' ' (760)346,324 T 104!1 4 USE OF PERMIT Mf M S, %11i1M'Y" DWRE:I'NC1 SPP k`&F:. J'r DOVX 140`(' rfC:I,.:10Z.i'.fi.00 W.A1,4 P001. CZf't l'JMavV?,W.AY ; PPROA0154. 03 R rOl" R: : $059 wl, `�'�: 111W7.011RO W11C%,4.p3f`f A, SM )).Y 'IM, r� . V t5T t$. �.., i CU f0M CC��`€1Ct•UCTION 4,I S3.00 V . i,�Obti:.kt'±i>,fl.�'.fC; - I,1Qf.00 Sk' GARLii3SU0'AUORT 1,033.00 fad' € 051.' ' OF (114 )NISKIZOC1 I X0.11 .IMM 3.` I= 9UMMARY G`om,f1'ilklc'Ium -E 101.-M-4)8-000 11,546.00 PLAN CHECK ME 101^000-4.39-318 $1,r11A0 FStr1^:DEPOSIT 1Q1..O1zC�A�i3i�rt3l:� •1$�30.W0 ELECTMAL ME, 101 .000410 -OW $241,01 PL,L)14Q1�D 2dCP I+Stp 101-000-419-000 � 47.3ta S'f t37Et fl O t tr�Pt ' ': F 11 1 101.000,441-000 03? X31:21' O FEE. !. {i!-flflt���3 •€►� $2G�. t1U .&1'c.',P la`J PU.80C, }"l:ACTE1> a.RU'M 21$M00-443-000 e 80:.TOM. $5,94.0,15 OCT 3 n 2002 <<< MAL PERMS AT -1 � DI NO CITY OF I AQUINTA ' .r FINANCEDEPT. RECEIPT DATE / 7 BYi +' .r''' DATE FINALED BGG. INSP TOR INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs�/� _ I�O.J Underground Ducts Forms & Footings Ducts Slab Grade Return Air Steel Combustion Air Roof Deck �Q� U Exhaust Fans O.K. to Wrap , O _ F.A.U. Framing 1 3 Compressor Insulation _ Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath f Final _ % ��L 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 /� -.. (� _ _ Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer Connection Encapsulation Gas Piping Gas Test Appliances Final COMMENTS: Final �lq� G�� h� G-r9/L� � T— Utility Notice (Gas) ELECTRICAL APPROVALS 6: /fie e.c 2 Temp. Power Pole Underground Conduit /0,1- _ CMZ Rough Wiring C�� G -AS G l ✓!ti• e_ V h- '« y/�"-" Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power Final Utility Notice (Perm) _ CERTIFICATE OF COMPLIANCE Desert Sands_ Unified School District zq�� , �o 47950 Dune Palms Road' ° BERMUDA DUNES RANCHODate 10/25/02 La Quinta, CA 92253 INDIAN WELLS rd ti No. 23777 (760) 771-8515 `fid PALM QUINT �y • Zfl���INDIO yr� Q Owner George Gemette APN # 658-200-014 Address Jurisdiction La Quinta City La Quinta Zip 92253 Permit.# 0202-001 Tract # 25237 Study Area Type Single Family Residence - No. of Units 1 ' Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 18 48725 Via Sierra 4153 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 .i Comments 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 (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that 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 Mitigation Agreement in the amount of $2.14 X 4,153 S.F. or $8,887.42 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees' Paid By CCNIB_ - George Gemette Check No. 275790 Name on the check Telephone 3.46-3248 Funding Residential By Dr. Doris Wilson Superintendent Fee collected /exempted by Juanita Green $8,887,42 Payment Recd Over/Under Signature NOTICE: Pursuant to Government Code Section 66020(d)(1), 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 issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original- Building Department/Applicant Copy - ApplicanUReceipt Copy - Accounting GEMETTE CONSTRUCTION, INC. 74300 Highway 111 Palm Desert, CA 92260 (760) 346-3248 FAX (760) 346-3769 . 10/18/02. ATTENTION: ED CITY OF LA QUINTA RE: LOT # 18 48725 VIA SIERRA y; �r We are requesting an extension to the 180 day for processing the Building Permit. CITY OF LA QUINTA WUMNG & SAFM D APPROVE - Gemette Construction P" ffteATflcl 7oC(� NIa�A�t Jaavo►eY 2`l, �3 . F•.+ft Vr". �L,.+v. rJ�V\.r GCdf . �VG�G •'.. ...' .. � .. .-. �... —�.--r'...M .. .....� `. V&12,2303 21:►iS 7145216515 SATISH SHAH PAGE a SATISH SHAH CONSULTING ENGINEERS 8683. M090y; Street,'CYPRESS, CA 90630 ;..DHOIUE% ,,t>AX K r June'30, 2003 Ochoa Uesign'Associates V I'a S J VR P, /::�r 76.626 Highway..11l Palm. Desert, CA 92960 �Alteritiorl: Juan Carlos Ohoa ReferenceStructural Observation Lot o 18,11ie Enclave Mounta'n Fctates La Quinta, Ca. r Dear Juan Carlos: At the request of Mr. Gcorge.Gemette, on June '164,2003 we made visual nhccrvatinn of the stricture for the above refereauxd.single residences, Framing and hardware locations appeared to be in substantial cvmptiamce with the approved structural drawings, with following oomments• Provide MST37 strap at lines 20 and 21, at garage as per, structural drawings sheet S2 and per detail 16/SD2. ?. t.l chcaT at line 7: Full plywood sheathing to be used and holdown strap need to be fully nailed over plywood sheathing. Please contact our office any time for questions regarding this, Satish,hah t' ' L ',No.0068M C 56112 s�9 civit ,..� ( s',.3.• szruct ur 81.. ()B$ 4. s S -� w� f of Occ-u ancY aCertifcate_^ y.... . �4I 7. .Building: &��Safety Department r This is issued, pursuant to `the requirements ,of Section 109;of "the California, Building ; .Certificate F '4 Code; 'certifyingthat; • at ''they' tune `of "Issuance;'�-this ,structure,, was. in 'compliance with the-°__� M ,provisions-ofjhe;Building Code -and the - various _'ordinances� of-the 'City°regulating 'building . =construction and/or use. " , M1 .y �. •moi • . . 5 F, �, r V � ,r .! . : L. - . t •� � , . f = . 3, � r R. -.1 '�BUILDING.ADDRESS.48=725-VIA.SIERRA.f- . - Use,classificatlon .SFD.' :` ` �. F` ,, . - 'Building-Permit�No =0202-001 �. �. f Occupancy Group` R 3 , -' i Type of Construction- VN 'Land Use Zone: RVL. O.'Address: 74-300 HWY-111w City, ST, ZIP:V PALM' DESERT-CA;92260 By KIRK KIRKLAND . F y 4 ..,Date 4=8-2004 6' _ -Building Offici �r n. • _ ,: - . POST IN A CONSPICUOUS PLACE c ` ti u n XLAK & SHAH ASSOCIATES, Inc.. H tE t S6��1 JOB NO. h�; "",ONSULTING E111GINEERSIIA t "rHr. �GLA� HOIJIJ-rAIrSr^Te5- BY �. GHAN -f r' ^ •-. .. E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 - LD i .I r� VIA- S l e -9 -P -A • DATE 9105 1 0 1 = PHONE .(714) 632-1865 FAX (714) 632-1314 '- --- LJ TA C 4872 SH I OF •• ' CITY nF LA MINTA 0 1 .. LOADING ROOF LOADING SLOPE<4:12' ROOFING ' SHEATHING, FRAMING CEILING INSULATION MISCELLANEOUS TOTAL D.L. LIVE LOAD TOTAL LOAD FLOOR LOADING: FLOORING SHEATHING FRAMING GYP. CLG. INSULATION MISCELLANEOUS TOTAL D.L. LIVE LOAD TOTALLOAD LOATE 20.00ps 2.50 -.1.50 2.50 0.50 . 1.00 - 28.00 psf 20.00 psf 48.00 psf 1.00 psf 3.75 3.25 2.50 0.50 1.00 12.00 psf 40.00 Dsf 52.00 psf. PREFABRICATED WOOD ' TRUSSES @ 24" o.c. BY. OTHERS. Manufacturer shall submit calculations and shop drawings to the building department and engineer for. review and approval prior to fabrication and erraction. No. C 056112 cPJ CIVIL' �TEOF uAL�FOQ ' • 1z dolor. " This set of calculation is not valid unless wet signed and sealed: SPECIFICATIONS 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 represents true framing conditions and scale. Details are intended to complement standard construction practice to be used by.experienced and qualified contractors. 2:, The structural calculations included Lhere are for the 'primary system. The attachment of non -structure element is the responsibility of the architect'or designer, unless specifically shown otherwise. 3. The calculations, sketches, specifications and reproductions are to be used only for this specific project, covered in this package and agreement. Any other use is strictly prohibited. 4. All changes and'or revisions for this project shall be submitted to Hoak & Shah Associates in writing for review and comment. These calculation are for "builders" package, omissions are expected. 5. This material may not be reproduced in whole or in part without prior written permission of Hoak & Shah Associates, Inc. Y HOAK & SHAH ASSOCIATES,. Inc. (a�h" 9-V,,Sf0E4iG�. CONSULTING ENGINEERS ' 3920`E. CORONADO STREET, SUITE 203 ANAHEIM; CALIFORNIA 92807 PHONE (7.14) 632-1865 FAX (714) 632-1314 R �F r 2,1'1 I t�Ga • : r_ . • - _ , UU�TG� FT p -s > ( Q R I) -01 TI 110: 28-o x 1a '7c5 �1c.= 2D•O x 3�r2.� 55 Coxg DF#2 3-z'�f®:c. y cowEIJT10IJAL I2-AFTCRS 20.0 x 2' = 40-0UgE "2x8 oe- a, m i tl IZD©F f!;S/AHSI. I�� = 28.0.x• 12 + �o I�� �• 20 0 X 121 = 240 _ (o3/4X /�. A rCg(-� Ip 3U0 -A � - 22 5 � • - " 0 .. or ,. • SAMA A. 5Arl, ev '` 2g - 2 kRaOV (o X4,12 .QF nc. Jos NO HOV`�K &SHAH ASSOCIATES, IG' FNF'f f� SSI o o CONSULTING ENGINEERS�� =' 3920E. CORONADO.STREET, SUITE 203 BY �' ANAHEIM, CALIFORNIA 92807 4 PHONE (714) 632-1865 FAX (714) 632-1314 DATE SH `pF - 31 ►��, , 2v 0xd 4rX.3� Ijn, 2$,Ox4if �+i15.Ox:3' ICoD r ! � -0 I� .2 8.0 ,� 5' i 5 , o x3' _ ►gs �' 1DO ca xCo P3 -9 F -0 -TP -Y cove-TYaac> U � U g , SIMIU,AR 20.0X 3 + 16,0 X 4' • n �'�/ I Imo' w •, LTL 20 0 x 3 s �0 Y �X S H SDS' ` �� 41p.Dx� Gp�' 0x12QF1 HaA, K & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3920'E. CORONADO STREET, SUITE.203 ANAHEIM, CALIFORNIA 92807 PHONE (714) 632-1865 FAX (714)'632-1314 JOB NO , e BY • ep DATE . SH 4. OF o x.41 .20.0x 2 5�t 15.0 x 3 = '210 ' 1J 2A- ox (4 k 2.5) y 0x3" - 130��. . �' 3 p� ` •: '` o. 0 )e 3'x �L' 6(Po 6X 10 P � t�.r�;.�-.. 2$•p� 3:�+ 15rD�� - 1.;30 - . _ SO ` I t,JzL f,0.0xi10' 3.�� S'15 P�� 5 • 2$r0 x3x tp = 640 r r p� 2.0•o x. 3x ► a .. _ o Cox o o W �� 20•D x'�o r 200' 840 ' �� 2► P6)L ADO �x i2' 15rpx2, 4' HC rAK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3920'E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE (714) 632-1865 FAX (714) 632-1314 JOB NO DATE SH 5 OF HOW & SHAH ASSOCIATES, Inca CONSULTING ENGINEERS ` . 3920 EE..CORONADO STREET, SUITE 203 - ANAHEIM, CALIFORNIA 92807 . PHONE (714) 632-1865 FAX (714) 632-1314 I 1� • r.- 73 JOB NO � BY DATE SH (p. OF IAC. - V it ' -5 • ..r F• t�--b a x 3 x6p' F� Pari = 28 •Dx 3� ?. S .� _ ("030 : Puy - 20 C> X 3 x?�S� - 450 �28•o+Is.o)x3� 2-R, 0 20•0 N -a GiAl2_AA 5- , 28.0 x144 x 1/2 45� u, Petr = 20'O x -4.x I Iz = °x'60 0 ' 2B•onF2 -F 15:0x3. i�elf A I; L x2 _Dr` ' 55 t� = 20.0xIV_ = 24.0 HOAK & SHAASSOCIATES, Inc. C,E;NET'( tzEs eC�E�J , H" . s . CONSULTING. ENGINEERS 392C` E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE (714) 632-1865 FAX(714)632-1W4 JOB NO BY DATE SH OF ' 140'alk & Shah Associate, Inc. Title : Gemette Residence Job # 01-73 a Cpnsulting Engineers Dsgnr: S. Shah Date: 1:29PM; 14 SEP 01 - Description : Lot # 18, The Enclave Mountain Estates, 3920 E. Coronado St. Ste. # 203 - 48-75 Via Sierra Anaheim, Cay 92807 scope : La Quinta, CA. g • Ph.:(714)632-1865 Fx.:(714)632-1314 • + Rev: 510304 'i i 4 Ua..Ka-060912.btr5.1.3,22-,vo-19%.Vd'm32 •. Timber Beam` 9 Joist - W 1 963.99 eNeRCALc •. 4:101-73 aemette10173calcs.;.:Framina Description Roff Framing - 1 - Timber Member information Calculations are designed to 1997 NDS and 1997 UBC Requirements - VRI RF1 F2-1 RB -2 RB -6 RB -7 n r RB -8 Timber Section 6x8 2x8 6.75x24.0 6x12 6x12 • 6x6 6x6 Beam Width in 5.500 1.500 6.750 5.500 5.500 5.500 5.500 Beam Depth in 7.500 7.250 24.000 11.500 11.500 5.500 5.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 Timber Grade Douglas Fir - Larch, Douglas Fir - Larch,Douglas Fir, 24F - V Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas fir- Larch, ' Fb - Basic Allow - psi 875.0 900.0 2,400.0 1,350.0 1,350.0 875.0 '875:0'- Fv - Basic Allow- psi 85.0 95.0 .165.0 1 85.0 85.0 85.0 85.0 Elastic Modulus ksi 1,300.0 1,600.0 , 1,800.0 1,600.0 1,600.0 1,300.0 000.0 # Load Duration Factor 1.250 1.000 " 1.250 1.250 .1.250 1.250 1.250 Member Type Sawn Sawn GluLam Sawn Sawn Sawn ''Sawn Repetitive Status No Repetitive No No' No No - No ` Center Span Data Span k 12-00 10.00 32.75, 16.50 " ... 14.00 3.50 6.00 Dead Load #Jft 75.00 56.00 365.00 225.00.. 160.00185.00 . Live Load #1ft 55.00 40.00 ' ' 240.00 140.00 80.00 t • 100.00 Point#1 DL lbs 2,365.00 s 335.00 LL lbs • 1,690.00 240.00 @ X ftl 7.000 2.500 j Cantilever Span ' • Span ft 1.00 s Uniform Dead Load #/ft 75.00 Uniform Live Load . #Ift 55-00 ' Results Ratio = 0.4939 0.8823 0.5767 0-7286 0.8325 0.3375 0.5074 g Y ,. ` Mmax @ Center in -k 27.85 14.40 * 973.35 149.06- 170.31 8.53 15.39 @ X = ft 5.95 5.00 16.37 8.25 -7.00 2.44 3.00 Mmax @ Cantilever in -k -0.78 0.00 0.00 0.00 0.00 0.00 , 0.00 fb : Actual psi 540.2 1,095.8 '11,502.1 1,229.5 1,404.9 307-8 555.0 Fb : Allowable psi 1,093.8 1,242.0 2,604.7 1,687.5 1,687.5 1,093.8 1,093.8 Bending OK Bending OK ,Ber>dng OK Bending OK , Bending OK . Bending OK Bending OK . fv : Actual psi 25.6 58.3 80.7 63.4 48.1 35.9 36.0 Fv : Allowable • psi •106.3 95.0 206.3 106.3 106.3' 106.3 106.3; • . Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK, Shear OK y Reactions --'- _ @ Left End DL lbs 446.87 280.00 5,976.87-- 1,856.25 1,182.50 375.71 555.00 . LL lbs 330.00 200.00 3,930.00' 1:,155.00 845.00 208.57 300.00'. ` ' Max. DL+LL lbs 776.87 480.00 9,906.87 .` 3,011.25 2,027.50 584.29 855.00. ' @ Right End DL lbs 528.12 280.00 5,976.87.' 1,856.25 1,182.50 519.29 - 555.00 - LL lbs 387.29 200.00 3,930.00 1,155.00 845.00 311.43 300.00 Max..DL+LL lbs 915.42 480.00 .9,906.87 3,011.25 2,027.50 '830.71 855.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ` Center DL Defl in -0.137 '-0.165 -0.675 -0.336 -0-209 -0.009 -0.054, n L/Defl Ratio 1,052:0 725.9' 582.3 588.5 802.0 4,441.5 1,323.1. , Center LL Defl in . -0.102 -0.118 -0.444 r -0.209 -0.150 -0.006 -0.029 L/Defl Ratio 1,410.6 1,016.2 885.5 945.9 1,122.4 7,501.6 2,447.8 - Center Total Defl in -0.239 -0.283, -1.119 -0.546 -0.359 -0.015 -0.084' Location ft 6.000 5.000 16.375 8.250 7.000 1.834 3.000 L/Defl Ratio I 602.6 423.4 351.3 362.8 467.8 2,789.8 858.9 - • Cantilever DLDefl• - ir� 0.036 Cantilever LL Defl _ in 0.026 Total Cant. Dell in - 0.062 • L/Defl Ratio 385.7 w ` r ^+" -..epi. • .. .. t Mdak & Shah Associate, Inc. , Consulting Engineers 3920 E. Coronado St. Ste. # 203 ' Anaheim, .Ca 92807 • Ph.:(714)632-1865 Fx.:(714)632-1314. E. 510.101 U:m. KV•060912, Vcr 5.1.3, 22 -Jun -1999, Vu,32 tc) 198 -99 EMMALC Description Roof Framing - 2 Timber Member Information. Title c Gemette Residence Job # 01-73 , Dsgnr: S. Shah - Date: 1:29PM, 14 SEP 01 - • = Description : Lot # 18, The Enclave Mountain Estates. ' 48-75 Via Sierra • Scope : "La Quinta,. CA. F Timber Beam &•Joist cf.%Ol-73demette 1 Ul 73calcs ecwFrami62 f Calculations are designed to 1997 NDS and 1997 UBC Requirements Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center OL Defl KRB 9 .�-1r01 RB 11 RB -12 RB -13 RB -14 RB -'15 Timber Section - 6x8 6x12 6x8' 6x10 6x10 6x12 6x12 Beam Width .-in 5.500 5.500 5.500' 5.500 5.500 5.500 5.500 " - Beam Depth in 7.500 11.500 7.500 9.500 9.500 11.500 11,500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber G ra d6 -0.125 3ouglas Fir -Larch, )ouglas Fir - Larch Douglas Fir -Larch, Douglas Fu - Larch. Douglas Fir -Latch, Douglas Fir -Larch, Douglas Fit -Larch, Fb-- Basic Allow psi 875.0 1,350.0 • 875.0 875.0 875.0 875.0 1,350.0 . Fv - Basic Allow. ' psi 85.0 85.0 85.0 85.0 85.0 85.0 85.0 Elastic Modulus, ksi 1,300.0 1,600.0 1,300.0 1,300.0 1,300.0' 1,300.0 ' 1,600.0. Load Duration Factor 1.250 0.850 1.250 `' 1.250 1.250 1.250 1.250 Member Type Sawn Sawn Sawn• Sawn Sawn Sawn Sawn Repetitive Status No No No, No No No No Center Span Data - „~ s Span ft . 12.00 22.00 8.00 9.00 7.00 11.00 12.00 Dead Load #/ft 105.00 80.00 210.00 130.00 130.00 280.00 410.00 Live Load #/ft 60.00 50.00 130.00 60.00 60.00 200.00 270.00 Dead Load #/ft 280.00 ; Live Load #!ft 200.00 Start ft End ft 3.500 Point #1 DLlbs 925.00 840.00 840.00 LL lbs 660.00 600.00 600.00 @ X ft 6.000 3.500 9.000 R@Sults Ratio = 0.6320 0.6785 0.5788 -- 0.6464 0.6835 0.7938 0.7722• Mmax @Center in -k 35.64 94.38 32.64 x 58.49:, 61.84 105.26 146.88 @ X = ft 6.00 11.00 4.00. ' 5.98 3.50 6.03 6.00 fb : Actual psi 691.2 778.5 633.0 707.0 747.6 868.2 1,211.6. Fb : Allowable psi 1,093.8 1,147.5 1,093.8 1,093.8 ` 1,093.8. 1,093.8 1,687.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 32.3 31.2 41.9 50.8 60.9 80.0 82.1 Fv : Allowable psi 106.3 72.3 106.3 + 106.3. 106.3 106.3 106.3 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 630.00 880.00 840.00 893.33 1,610.00 n 1,692.73 2,460.00 LL lbs 360.00 550.00 520.00 r490.00 1,035.00 1,209.09 ' 1,620.00 Max. DL+LL lbs 990.00 1,430.00 1,360.00 1,363.33 2,645.00 2,901.82 -.4,080.00 @ Right End DL lbs 630.00 880.00 840.00 1,201.67 1,120.00 2,227.27 2,460.00 LL lbs 360.00 550.00 520.00 710.00. 685.00 1,590.91 1,620.06 , Max. DL+LL lbs 996.00 1,430.00 1,360.00 1,911.67 1',805.00 3,818.18• 4,080.00 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center OL Defl in -0.195 -0.378 -0.077: -0.078 -0.049 -0.125 -0.172 UDefl Ratio 738.9 698.3 1,246.9 ' 1,380.2 1,718.2 1,055.8 '839.6 Center LL Dell '' in -0.111 -0.236 -0.048 -0.046 -0.031 -0.089 -0.113 UDefl. Ratio 1,293.1 1,117.3 2,014.2 2,327.7 2,671.0 1,478.1 1,275.0 Center Total Defl in -0.306 -0.614 -0.125 -0.125 -0.080 -0.214 -0.284 Location ft 6.000 11.000 4.000 4.716 3.416 : , 5.632 6.000 ' UDefl Ratio 470.2 429.7 770.1 866.5 1,045.6 615.9 506.2 r Hoak & Shah Associate, Inc. Title c Gemette Residence Job # 01-73 Consulting Engineers Dsgnr:.S. Shah Date: 4:21 PM, 14 SEP 01 Description : Lot # 18, The Enclave Mountain Estates 3920 E. Coronado St. Ste. # 203 r • Anaheim, Ca 92807 48-75 Via Sierra Scope: La Quinta, CA: 4 • Ph.:(714)632-1865 Fx.:(714)632-1314 ' R<. u �r KWCWw - Timber Beam $c Joist sovra ves r.s.zz . rsse wr.sa (0 1985.99 EMERCAIc d.%01-73 gemettet1:1173calcs.ecw:Fram Description Roof Framing --3 Timber Member. Information Calculations are designed to 1987 NDS and 1997 UBC Requirements 10 Center DL DO RF -2 CJ -1 R13-16 TYPICALHDR H2" H-3 H-4 Timber Section 2x8 2x8 6x8 .6x6 6x6 6x8 6x14 Beam Width in 1.500 1.500 5.500.. 5.500 5.500 5.500 5.500 Beam Depth in 7.250 7.250 •7.500 5.500 5.500' 7.500 13.500 Le: Unbraced Length, ft 0.00 0.00 0.00 0.00, '0.00 0.00 0.00 Tlmber Grade)ouglas Fir - Larch, ]ouglas Fir - LarcK Douglas Fir -Latch, Douglas Fir -Latch, Douglas Fir -Larch, Douglas Fir -Latch, Douglas Fir - Larch, Fb - Basic Allow, psi 900.0 900.0 1,350.0 875.0 875.0 1,350.0 ' t 1,350.0 Fv- Basic Allow psi 95.0 95.0 85.0 85.0 85.0 85.0 85.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,300.0 1,300.0 _ 1,600.0 1,600.0 . Load Duration Factor 1.250 1.000 1.250 1.250 1.250 1.250 1.250 ' Member Type, Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status Repetitive : Repetitive No,. No No No No Center Span Data .Span µ ft 12.00` { 15.00yY A13.00 8.00 6.00 9.00 17.00 Dead Load #!ft 38.00 = 8.00, 165.00- 200.00 200.00 130.00 100.00 Live Load #/ft 27.60 13.50 140.00 100.00 160-00 60.00 40.00 ' Dead Load #!ft 140.00 335.00 Live Load #/ft 100.00 240.00 Start ft 6.000 End ft 1 6.000 11.000 Point #1 DL lbs `` 630.00 1,345.00 LL lbs 450.00 960.00 " @ X ft K 6.000 6.000 Results Ratio = 0.6882,' 0.4446 0.8886 0.9496 0.6410 0.7586 0.9857 t _ Mmax @ Center in -k 14.04 7.26 • 77.32 28.80 19.44 66.01 274.28 @"X = ft 6.00 7.50 6.50 4.00 3.00 5.08 -7.34 fb : Actual psi 1,068.4 552.2 1,499.5 1,038.6 701.1 1,280.2 1,641.8 Fb : Allowable . psi 1,552:5 1,242.0 1,687.5 • 1,093.8 1,093.8 1,687.5 ' 1,665.6. . ` Bending OK Bending OK' Bending OK Bending OK Bending.OK Bending OK Bending OK fv : Actual psi 48.6 20.5 65.2 ` 52.8 45.4 70.5 80.1 Fv : Allowable psi 118.8 95.0 106.3 106.3 106.3 106.3 106.3 , Shear OK. Shear OK Shear OK Shear OK 'Shear OK Shear OK . Shear OK Reactions @Left End DL r lbs 228.00 60.00 • 1,072 50 , , 800.00. 600.00 '_-1355.00 2,557.79 ` LL lbs 162.00 101.25 ', 910.00' � 400.00 480.00 820.00 1,561.18 ' Max. DL+LL lbs 390.00 161.25, 1,982.50 1,200.00 1,080.00 2,175.00 4,118.97 @ Right End DL lbs 228.00 60.00 1,072.50 800.00 600.00 11285:00 2,162.21 LL lbs 162.00 101.25 910.00 400.00 480.00 770.00. ' 1,278.82 Max. DL+LL lbs 390.00 161.25 1,982.50 1,200.00 1,080.00 2,055.00 ' 3,441.03 Deflections Ratio OK " Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK B Center DL DO in • -0.233 -0.120 -0.343 -0.186 -0.059 -0.158 70.378 UDefl Ratio 619.1 1,505.5 455.2, ; 516.3 1,223.9 684.0 r 539.0 , Center LL Defl in -0.165 -0.202 -0.291 -0.093 -0.047 -0.097 -0.238 UDefl Ratio 871.3 • 892.2 536.5 1,032.6 1,529.9. 1,112.1. 857.5 ,. Center Total Defl in -0.398 -0.321 -0.634 -0.279 -6.106 =0.255. ', -0.616 Location ft 6.000 7.500 6.500 4.000 .3.000 4.572 8.296 UDefl Ratio - 361.9 560.2 246.2 344.2 679.9 423.5'' 331.0 Hoak & Shah Associate, Inc. Title; Gemette Residence Job # 01-73 Consulting Engineers Dsgnr: S. Shah Date: 4:330M,. 14.SEP 01 3920 E. Coronado St. Ste. # 203 Description : Lot # 18, The Enclave Mountain Estates • Anaheim, Ca 92807 48-75 Via Sierra ,1 •. Scope: La Quinta, CA. , Ph.:(714)632-1865 Fx.:(714)632-1314 R..: 516w p U-.KW-060912•Va S.1.3,22 -J -19".W..32 « � Timber Beam Joist (<1 1983.99 ENERCMC _ 4101-73 emette10173calcs.ecw:Framin Description' Roof Framing - 4 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements H-5 ~ H-6 . Timber Section 6x6 6x10 • Beam Width in 5.500 5.500 ' Beam Depth in 5.500 9.500. Le: Unbraced Length ft 0.00 0.00 Tl mber Grade Douglas fir - Larch, Douglas Fir - Larch, Fb - Basic Allow psi 1,350.0 1,350.0 Fv - Basic Allow psi 85.0 85.0 ' Elastic Modulus ksi 1,600.0 1,600.0 { ' Load Duration Factor 1.250 1.250 Member Type Sawn Sawn ' Repetitive -Status No No Center Span Data r Span ft 6.00 13.00 Dead Load #/ft 240.00 240.00 + Live Load. #/ft 140.00 140.00 R@sults Ratio = 0.4512 0.6900 . Mmax @ Center in -k 20.52 96.33 @ X = ft 3.00 6.50 fb : Actual psi 740.0 1,164.4 Fb : Allowable - psi 1,687.5 1,687.5 • Bending OK Bending OK fv : Actual psi 47.9 62.4 Fv : Allowable psi 106.3: 106.3 ' Shear,OK, . Shear OK Reactions @Left End DL lbs 720.00 1,560.00 ' ' LL lbs • 420.00 910.00 * `t Max. DL+LL lbs 1,140.00 2,470.00 • ' , @Right End DL lbs 720.00 "1,560.00 LL lbs 420.00 910.00 _ Max. DL+LL lbsj. 1,140.00 2,470.00 ` Deflections Ratio OK Deflection OK • Center DL Defl in -0.057 -0.245 UDefl Ratio 1,255.3 636.0 ' Center LL Defl in -0.033 -0.143 UDefl Ratio 2,151.9 1,090.2 Center Total Deft in -0.091 -0.388 Location ft 3.000 6.500 UDefl Ratio 792.8 - 401.7 ° r HQAK & "SHAH ASSOCIATES_, Inc. C" JOB NO CONSULTING ENGINEERS 392(7'E. CORONADO STREET, SUITE 203 By ANAHEIM, CALIFORNIA 92807 ~ PHONE (714) 632-1865 „FAX (714) 632-1314 DATE• • . SH nF . • SHEARSCHEDULE SYM SIDES VALUES SHEAR WALL MATERIAL NAILS EDGE FIELD A I ONE 50 1/2" GYPSUM WALL BOARD 5d 7 7 A 2_ TW_O_ _ 100 (UN -BLOCKED)_-- COOLER 16d SJi.L. PLATT: NAILING ,a? 2" o.e_ 8609/' _ I B 1 ONE 60 1/2" GYPSUM WALL BOARD 5d 4 i 4 B 2 TWO 125 UN -BLOCKED COOLER 12 C I ONE 75 1/2" GYPSUM WALL BOARD 5d 4 4 I C 2 TWO ( 150 BLOCKED COOLER 270.0#/' 15 D 1 ONE 50 5/8" GYPSUM WALL BOARD 6d 7 7 D 2 TWO 100 (UN -BLOCKED) COOLER 5/8"X 12" ANCHOR BOLTS a. 16'o.c. 3�;_ sill 875.0#/' E.I ONE 60 5/8" GYPSUM WALL BOARD 6d 2340.0#/' 23 E 2 TWO 125 UN -BLOCKED COOLER 4 4 F I ONE 85 5/8" GYPSUM WALL BOARD 6d 4 4 F 2 TWO 175 BLOCKED COOLER _ GI I ONE 2b0 318" CD -X PLYWOOD (24/0) gd 6 12 G2 TWO 520 LOCKED HI *Hla ONE ONE 350 380 3/8" CD -X PLYWOOD (24/0) 8d 4 12 !_*_jj2 TWO 760 (BLOCKED) *J 1 ONE 490 3/8" CDA PLYWOOD (24/0) gd 3 12 ^J 2 TWO 980 LOCKED *K 1 ONE 640 3/8" CD -X PLYWOOD (24/0) 8d 2 12 1 *^K 2 CL 1280 (BLOCKED) I ONE 310 15,132" CD -X PLYWOQD (24/0)i IQd 6 l' *L 2 rWO (BLOCKED) I *M 1 ONE _620_ 460 15/32" CD -X PLYWOOD (24/0) lOd 4 12 *^M 2 TWO 920_ (BLOCKED) *N 1 ONE- 600 _ 15/32" CD -X PLYWOOD (24/0) I ckt 3 — —� 1'2 "N. TWO 1200 (BU)C.KE)) *P 1 ONE _ 770 _ 15/32" CD -X PLYWOOD (24/0) 10d 2 12 i *^P 2 TWO 1540 (BLOCKED) Q1 ONE 180 7/8 PC PLASTER w/ PAPER 16 GAGE 6 I 6 i2 TWO 360 BACKED LATH STAPLES RI ' ONE 325 7/8 PC PLASTER w/ PAPER 16 GAGE 3..] 3 R2 TWO I 650 BACKED LATH STAPLES ABR.: PC= PORTLAND CEMENT NOTES: * FRAMING SHALL BE 3" NOMINAL OR WIDER @ ABUTTING PANELS AND NAILS SHALL BE STAGGERED. *^ PANEL JOINT SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS AND FRAMING SHALL BE 3" NOMINAL OR THICKER AND NAILS SHALL ON EACH SIDE SHASLL BE STAGGERED. MISCELLANEOUS NOTES: 31 FRAMING NOTES - 1 16d SILL PLATE NAILING @ 12'' o.c. 143#/' 2 I(A SILL PLAIT -.NAILING (il), 10" u.c. 1724/' 3 16d SILL PLATE NAILING 8" o.c. 215#/' 4 16d SILL, PLAT NAILING /a; 6" o.c. 287#/' 5 16d SILL PLATE NAILING ga 4" o.c. 430#/' 6 16d SJi.L. PLATT: NAILING ,a? 2" o.e_ 8609/' 7 SIMP. ST6224 TO 4x POST ABOVE & BELOW 825#/' 8 SIMP. ST6236 TO 4x POST ABOVE & BELOW 1225#/' 9 SIMP. MST37 TO 4x POST ABOVE & BELOW 2100#/' 10 Il S11%01'. 4x POST ABOVE 8, BI'LOW 3330#1' 12 43 FOUNDATION NOTES: 13 5/8"X 10" ANCHOR BOLTS @ 64"o.c. 200.0#/' 14 5/8"X 10" NCHOR BOL; FS n 56"o.c. A 235.0#/' 15 5/8"X 10" ANCHOR BOLTS 48"o.c. 270.0#/' 15 5/8"X 10" AN('00R BOLTS cu 40"o.c. 325.04/' 17 5/8"X 10" ANCHOR BOLTS 36"o.c. 350.0#/' 18 5/8"X 12" ANCHOR BOLTS ,cb,32"ox. 3x sill 435D##P 19 5/8"X 12" ANCHOR BOLTSct�i 24"o.c. 3x_ sill 58510#1' 20 5/8"X 12" ANCHOR BOLTS a. 16'o.c. 3�;_ sill 875.0#/' 21 5/8"X12" ANCHOR BOLTS @a 8"o.c. 3x sill 1755.0#//' 22 (2)5/8"X J 2" ANCH0R C3t1LTS 3x sill - 2340.0#/' 23 (3)5/8"X12" ANCHOR BOLTS 3x sill 3510.0#/' 24 (2)3/4"X 12" ANC•Ii(')R SULTS 3,.\ 3190.0#/' 25 26 27 28 MISCELLANEOUS NOTES: 31 (1) #4 T & B 3" PAST POST. 32 (2) #4 T & B Y PAST POST. 33 (3) #4 T & B Y PAST POST. 34 (4) #4 T & B 3" PAST POST. 35 (1) SIMP. HD2A TO 4x POST 2775# 4x i'US I 40104 37 8 I1) SIP,4P. 1f.D8A I'U 4x /6x POST 7460#/19 LO# 39 (1) SIMP. HPAHD22-21' TO 4x POST 3180# 40 { 1) SUM P. fully nailed TO 4x POST 4455# 41 (1) SIMP. HDI OA TO 4x_/6x POST 9540#/9900# 42 43 "IDW()2 SzNOp o Z mmmLnX RD D 0 Z N O nWi -n > mO0OZ= D(n-N Z (/) x o M M 0 cn D A C -I :q m m N N N o � 0 A 2 D I m m O n co c- 0 c0 z 0 14.OAK & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3�20 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 0 JOB NO. BY DATE SH OF y .. GI E M E1TE .EIJGF HO;A44.&SHAH ASSOCIATES; Inc.. JOB NO - 3 } CONSULTING. ENGINEERS' 3920'E, CORONADO STREET, SUITE 203 BY ANAHEIM, CALIFORNIA 92807 • PHONE (714) 632-1865 FAX (714) 632-1314 DATE SH OF 11r3c - Iq�t7. ; No �f--oLOA,( 12t PofzT : r P��5E0: Oti1 Ove �xPE l��lc " OF VAP-I0LJS OTHER Pgoje-CrS �or-V IfJ TME v t �c'I t��. of TN Is PI�o�t GI'fY of Lek' �aVl�'��� Com. 5E15MIc 2.006 4- Z ' 0.4. z�301L Pr-oFlt_E- �n f SElst cl AOV'gZAS-TAPPK. 12 kVl ,-7yPE --A . Cat - 0,44 IJ0. C%j uroIdcI S ti A-1 FIr--a fbASE 6NEA' 0- lUE3G 5T9C-O&1114' LE=vEL ( 2 s 5. 5), R Vg O.3�c p 44. 1f� . ip 2 r D• �' x D • 4 4 \.� = 0" 172 X-3 5T2EIGS LIEXJEL.- V,r�'" 5.5x.4. - " • f 6 G79Hr-- C 2�6I�6NGE pf-7S H ?, AK& SHAH ASSOCIATES, Inc: jos No CONSULTING ENGINEERS BY g 3926 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE (714) 632-1865 FAX (714)632-1314 DATE ' SH OF �5-►z 1r� -'I �� = 5i 0 sem,. (G, uef-r I4O Use) - iia . = 13q #��. , ' .. . • Ing .- 139 �ICo -�14) 4 166, •5= .i 5184 - - gEIgNIG _ • � i `. . (ID FLA1E;) Ro©F 28 0 x 16, = 44$ WALL IVY i. 13A9E 3KAK v3 : lo3.0 pro+ i4) + of; x !o• 5' s 3? �2 el 04 1.1►►Jp .l�®t1• W I I..I O . � 3 _ 1'��p dk7,X 1 � � - 2 S 10 1101 p LAIT E). a ROOF : 28.O x (1& 14) _ . 840��� 1,JA�t I g. O x IDI = ► o (i21 PlAt ROOF : . 2 8.O x 8 2 2 4lz -60 �/, •< ' 254x19•(72 , 43•? v133r-✓124:1+�'28)0 („ S�ISMtG CA0�IW .Hoak & Shah 'Associate, Inc.. Title : Gemette Residence Job # 01-73 Consulting Engineers Dsgnr: S. Shah Date: 11:18AM, 6 NOV 01 - 3920 E. Coronado St. Ste. # 203 Description : Lot # 18, The Enclave Mountain Estates . Anaheim, Ca 92807 48-75 Via Sierra • Ph.-(714)632-1865 Fx.:(714)632-1314 Scope: La Quinta; CA. Rer. 510300 KV•0609IZYe'5.1.3.22.J-1"9.Ye32 Multi-Sto Wind Forces • 190-Wereaauc rY _ WI-73 te1017 3calcs.ecwFrami Description AREA-1 (10' PLATE) • GUEST HOUSE General Information + -Exposure C Qs :Wind Stagnation Pressure . 12.600 psf Cq : Pressure Coefficient 1.30 Basic Wind Speed 70.0 mph Parapet Height 3.000 ft + Importance Factor 1.00 Load Information for Each Level Design. Lateral Level Level Height Exposed Width Ce Cq Pressure Force Story Shear Story Moment ft ft + psf k k k k-ft 1 10.000 1.000 1.060 1.300 17.363 0.139 0.000 0.00 Total Base Wind Shear 0.139 k Total Base Wind Moment 1.389 k-ft , • .Hoak & Shah Associate, Inc. Title: Gemette Residence Job # 01-73 Consulting, Engineers - Dsgnr: S. Shah Date: 11:18AM, 6 NOV 01 3920 E. Coronado St. Ste. # 203 Description : Lot # 18, The Enclave Mountain Estates r ' 48-75 Via Sierra, Anaheim, Ca 92807 Scope : La Quinta, CA. Ph.:(714)63271865 Fx.:(714)632-1314 " • Aw510300 - - w.� KV.06091ZYn5.1.3.22-J -19"•,1.32 Multi-Story Wind Forces � tc,1-"EW cuc d%01-73q e{0173calcs.ecw Frominma - Description AREA-1 (12' PLATE) r • GUEST HOUSE _ z LGeneral Information Exposure C Qs : Wind Stagnation Pressure 12.600 psf . Cq : Pressure Coefficient 1.30 Basic Wind Speed 70.0 mph Parapet Height 3.000 ft Importance Factor 1.00 LLoad Information for Each Level Design Lateral Level Level Height Exposed Width Ce Cq Pressure Force Story Shear Sto Moment' ry ry ft ft psf k k k ft 1 12.000 1.000 1.060 1.300. 17:363 0.156 0.000 0.00 ..r Total Base Wind Shear 0.156 k Total Base Wind Moment 1.875 k-ft G 1` I Ei'1 E 2. Es I v��c HOAK & SHAH ASSOCIATES; Inc.. Jos NO 01 —73 CONSULTING ENGINEERS t - sv -.SNA 3920"E.,CORONADO STREET SUITE 203 ` ANAHEIM, -CALIFORNIA 92807 PHONE (714) 632-1865 FAX (714) 632-1314 - DATE • _ SH OF L-¢, ROOF. 0 IA P H RAA M�zg cp0�/► •� ` • ' . ,11�3Z��G�-�x- Pt,�Wvo 114 GND (z rV. 103xI(oZ� 2 3 5.5 • ' U 5r (2) .2. x TOP f Fl -ATE -1,S x 4 LAP ;. tti•4I-o" LAP 6PLIC-C GALL: j P. 103 x i 7 k 4�. jI33 �g' _ 14t. WA LL 5 .�O P- IOSx?t IDSy4 = 1,IS3#. 116.3 = 144.2 1153 x 12 s' = 14. 4'."' . 2. M. IZD©F % 28-0 x 4' = 112 'WALL 10 _ D x 12-�- 23� �c '8Z,2x- - �Pt,IFT F' HAAX-&SHAH ASSOCIATES, Inc. ME1TE RESi�OCNGE JOB NO i ,'.CONSULTING ENGINEERS- 5 3920 E. CORONADO STREET, SUITE 203 BY ANAHEIM, CALIFORNIA 92807 •PHONE (7,14)632-1865 FAX(714)632-1314 DATE ,, ,a SH OF h 4 t. ' -• - ' HOAK & SHAH ASSOCIATES, Inc. JOB NO O -1 CONSULTING ENGINEERS By St-f,�l µ 3920'E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE (714) 632-1865 FAX (714) 632-1314 DATE • SH. OF WA l.(- ? - 220 x 81 = � �� tiO� ; 51HP sW 24 x 10116po 4,40. tf 0 -GE -(4) slr-tp• SLJ Z4 x to A%Erz� 2 (MAI tJ HOL)60) Ll 06 A, 13 -ars . , CA = 270o P,ot st 51 I'S MIC. EA -ST/ 1393Z LDA:v�►�G� O'.1�2x (2g.ot2,p�,�:5.�c;2�OD��t 40'' �- 348.3�f �d� s' t�DIzTH�30�TN, ©-1�2(2$.0- S' o� (x 2?0O`'� %0 = 115 !l Gov. IOC • Co ' i v(PICAL 19(3S!(6R0 -A Pl,iJ r-> Z x 24 �• � GHOQ0 33Z U gF- (?), 2 A TOP- PLATF,b:. 8 x 2.4 °I & d PERLr ,q -P . Y H i,.J . moi-' r ®a L_A P F'LI G' Y e Hoak & Shah Associate, Inc. Title : Gemette Residence` Job # 01-73 Consulting Engineers %Dsgnr:. S., Shah Date: 12:05PM, 7 NOV 01 - _Description 3920 E. Coronado St. Ste. # 203 : Lot # 18, The Enclave Mountain Estates ' 48-75 Via Sierra `_ Anaheim, Ca 92807 Scope : ' La Quinta, CA. ' • Ph.:(714)632-1865 Fx.:(714)632-1314 Pe 5103W Lk�.KW.OW91ZY.5•1•3•22-J-19".Y-32 Multi -Story Wind,Forces < t<tIM-"ENERCMc X101-73 a t0173caics.ecw:Frami Description AREA -2 (10' PLATE) MAIN HOUSE LINE W -A & 13-22 'J.GenerWInformation Exposure C Qs : Wind Stagnation Pressure 12.600 psf Cq : Pressure Coefficient 1.30 Basic Wind Speed 70.0 mph Parapet Height 4:000 ft 'Importance Factor 1.00 = Load Information for Each Level. Design Lateral Level Level Height Exposed Width Ce Cq Pressure Force ` Story Shear Story Moment ft ft r. psf k k k -ft 1 10.000 1.000 1.060. 1.300. 17.363 0.156 0.000 0.00 Total Base Wind Shear 0.156 k Total Base Wind Moment 1.563 k -ft Hoak & Shah Associate, Inc. 1 Title : Gemette Residence µ Job # 01-73 • • -Consulting Engineers Dsgnr. S. Shah Date: 12:05PM, 7 NOV 01' , 3920 E. Coronado. St. Ste. # 203 Description : Lot # 18, The Enclave Mountain Estates • 48-75 Vie Sierra Anaheim, Ca 92807 Scope: La Quinta, CA. Ph.:(714)632-1865 Fx.:(714)632-1314 Ree s�osoo . =�������-� Multi -Story Wind Forces ry �<��ses-�eaERcuc X101-73cernett60173calcs.ecw:Frarning , Description AREA -2 (12' PLATE) MAIN HOUSE LINE W -A & 13-22 Generallnformation Exposure C Qs :Wind Stagnation Pressure 12.600 psf Cq : Pressure Coefficient 1.30 ; • Basic Wind Speed j.. 70.0 mph Parapet Height 4.000 ft Importance Factor 1.00 Load Information for Each Level Design Lateral Level Level Height Exposed WidthCe Cq Pressure Force Story Shear Story Moment ft ft. psf k k k -ft 1 12.000 1.000 1.060 1.300 17.363 0.174 0.000 0.00 Total Base Wind Shear 0174 k - Total Base Wind Moment 2.084 k -ft 4 HOAK & SHAH ASSOCIATES,.Inc. C-1 aN ET—1 E 2 E-510 F-�') GE JOB N001 ' � •CON$ULTING ENGINEERS BY"���` 14- 3920 E. CORONADO STREET, SUITE 203 w ANAHEIM, CALIFORNIA 92807 s DATE. PHONE (714) 632-1865 FAX (714) 632-1314 • i SH OF it '.-IALI ; Ps _ 34$. ' �� • = I s�2`�/ � ° - 312 - �. 310��10 LI .: ICo_, ' DrM 872 x 101 = 1 917 " IZ•M - 1:216)49F 28-0 x 5� 140 A LL 15-P_ X I D = 150 x• foZA, =� 34 SO ►JET D Tfrt - v5 2 4o oew F 7 g — 2f5 4 D 3� ' + WALL % 1(, @ C' Al¢ -A -C, E - r . •'. ,{,- • Ps'. 3 4 g. 3 x 33� , x 2 O= 2 5 5 4112 '* . ,. USE L - II �1.4' _ 22 3 DTH = 312p o .WALL to. p x 10' - .1 0 ,A- �. 45& x 14 Is = 28,48et HpAK & SHAH ASSOCIATES, Inc. /�. ' JOB NO; CONSULTING ENGINEERS g av l -PA 3920 E. CORONADO STREET, SUITE 203 BY ANAHEIM, CALIFORNIA 92807 . ' • DATE PHONE (714) 632-1865 FAX (714) 632-1314 r r SH OF k. A I -L. (0, = 1-74 #�rx It) a184 Ps 34S x4•s'A0' x L OT ►� . = 33,72�x I21 �� 4O, S 1 FZ:M RDdtr 2$•Ox f5 14O. � w1XLL I dd pk is, - 1 20 . t�F, -1 ®Tri t - 24,oo'µ O PL -.1 FT - — SO Sa O 199R6 n 29.'1 i1'�f/ HQiAK &-SHAH ASSOCIATES, Inc. Fz l D Erl GE . JOB NO ©I. - 7 3 „�*NSULTING ENGINEERS sv. 3920 E. CORONADO STREET SUITE 203 ANAHEIM, CALIFORNIA 92807 - • PHONE (714) 632-1865 FAX (714) 632-1314 DATE • - - �--Irk til.A.LL *( -oImp ore Ps 540 x 48 x is'= 2 g5# ; D D ODM _ '34• a'�`�� � - '" _, a•N.: 2e01F : alb•o x 5 4- ao-ox S' • = 240 bjAU— t0•19x 12.S I25 r NET OTrI - j2. 41� tJ Pel"Fq - k.o S o a t?IZACA . vSdrAP4.. = 285 �4Co' PdaAGt �°O. 5 �x 30 _ I$/1D l�St; STw224 PL 7v. em • • . , - � r3M T � t�Q-I�-G, T R V SS .' IJA LL x 8� REL I kP.71 tj `/j < E OV d OA 0 C -t! a 2 20 Ag=.2�o0�>!.. V 13,q 32 . ri a . 0• o9 2 H �'eK &�S.HAH ASSOCIATES, Inc. G I+►�11 -rTE RFS I �En1G6 , pV1- 7 3 Q JOB NO .'CONSULTING ENGINEERS _ 392(1 E. CORONADO STREET, SUITE 203 BY "ANAHEIM, CALIFORNIA 92807 PHONE (714) 632-1865 FAX (714) 632-1314 DATE f • SH OF r lAl?6,A - 2 0697-14/150 OT -IA RDDF ol`xp -k&k a•t . �•-1�-�s� 1393285_ `Ifo4JtY/:� LSIo'��' S�rsr�IG bio �c�^1s• . 2.3-�4. t12 �2 5#/� • . 1 - 1 1 U5f- I1/321eD -x PL%(007 i0. x ,' 07 10,1 .@ ry .®.� . OUD�/�! ✓" 1 &4 n 3'3z Ise Uhf- (2) 2x Tato PLATF-S =1611 PCR.. LAP. L -AP 4' ALL W PS - . 1(0 4 x I •5' - 2� v.. x 22 S. �''y� L 1 14- .P.M• P. H,= Roo -F 29. x. �� _ t4D WALL I 5•0 x 10` 50 290x- Cv2%2x o•&S�" 1 k1= 23, 3�i0 00 OP4-IrT. PIZ AG _ L'{ O E t PoaAti = 24A 116 -S4S2 UgE M5T 37 .rDRAOt 7906,5 To, Tor PL -Al -w« ( # WALL ' ,8 Py''= 1&4 - x �� = 434Ca Pa=.174x (11+16p SY '49.59 'Cm0VE2►�S. -9 4958©��� L I I(o OTM = 4959. x 12"= 519-511 sj ' Rr( P.OPP 28•'o x 5' = 140 0 A l -L. I'o - ig x 12 I= 120 r 2 bio X iJE1 071 - -, 3�. 34�ic U L t `HQAK & SHAH ASSOCIATES; Inc. CONSULTING ENGINEERS. -° 3920'E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 ... PHONE (714) 632-1865 FAX (714) 632-1314 ° JOB NO' BY 4r.-::44; A` 4 ' DATE PLAT 114, � 177 6 1 7 z ♦ � . - . - - .13 1 - 44?•"Ss F15 !q 07 3132 R. r,'I.: 2©OF,° 20.E x- 2�• _, 4v # 11 • �.. WALl� t0° O x tp _ LO o - 14 0 221® y ocl a.(rt - 2 033 JPL-1F'f I,.. AA L : r P�, ,' %7 4 �x 15' . - . 2,6 10 2fp104 fFol AQIE.,A —'3 `•106 5 — 5 ke A -N (�._ i�2D saf� 5Er � ►� I G.. • y �f//�.� i I��J � • 17 L'x � �U-v +�)' 1�2.D S��`.• �.. 1 f ��' ' � � •. ` . res T j t,� �•5 r ; - � .. . ,, ; ... . Ps = ,91&3 /10C - 1 49� Z 0 1 0.100 Rds OQTI4 � 50OT14 :* , Ps - q�Cr3 G� = 3%cj• 5 !f % lel !� �61,5mI s,. I1 1 t6 SV x pLr006> v x 3 22 # 5( 2 -r-/l P m. x 2-<v 4� v E 2 x Erb- LA P I id•�$ -D `0 1 AP SPe IGS .cloak & Shah Associate, Inc. Title: Gemette Residence Job # 01-73 • �" Consulting Engineers" Dsgnr: S. shah Date: 11:09AM, 10 NOV 01 " ` � 3920 E. Coronado 5t. Ste. # 203 Description : Lot # 18, The Enclave Mountain Estates ` 48-75 Via Sierra L - 13 Anaheim,. Ca 92807 _ Scope : La Quinta, CA. Ph.:(714)632-1865 Fx.:(714)632-1314 ' Ree 510060 WieMulti-Story Wind Forces W.er KW -060912 Ver 5 1 3, 22-Jw•1999. 32 c " l<11983-"ENERCAtc ry d:101-73gemette10173calcsecw.Framina Description AREA -3 (1,4' PLATE) . LINE 3-15 & A -H General Information Exposure C Qs : Wind Stagnation Pressure 12.600 psf Cq : Pressure Coefficient 1.30 • + ' Basic Wind Speed 70.0 mph Parapet Height 4.000 ft " Importance Factor 1.00 . Load Information for Each Level - - Level Level Heigh Exposed Width Ce Design Lateral Cq Pressure Force Story Shear ',Story Moment ft ft L-- sf P k k k -ft 1 14.000 1.000 1.060 1.300 17.363 0.191 0.000 0.00 y Total Base Wind Shear 0.191 k < • Total Base Wind Moment 2.674 k -ft a HOAK & SHAH ASSOCIATES, Inc. ���� � ��� '2 E11 rJE �L� JOB NO CONSULTING ENGINEERS 3920"E. CORONADO STREET, SUITE 203 BV ANAHEIM, CALIFORNIA 92807 - PHONE (714) 632-1865 FAX (714) 632-1314 DATE ' SH OF L-14. WR U l5 P'j = I q I 'x - Rx 21 - SCo�r UIhLL 10 D x 1.4' 1. q ('a ..x ,12/3: �cr orrr - -o• �' L Ac --a 46'a t 3� ALL ii P.j - 1191 2c-, 4/75n: �. rJE1..atr1 i ,rV07 A�/Zx 1.7fvX V ``x 0-9 5 ��? LASE 152a� F7��. �. 14 �� = 324�/Idt - o rrl � 4 5 51 � � �: - • 0 r.. - _ TH 32 Onlr 1 3 (0 # 3� H94K & SHAH ASSOCIATES, Inc. CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203 ANAHEIM, CALIFORNIA 92807 PHONE (714)632-1865 FAX.(714) 632-1314 - JOB NO '0.t - 73 BY DATE - SH. OF rlr F2uOF Z�.r2 x toALL ®x I's, IppO - . r�E pry( -02D 3 1.1AI,l � PS =}�3r� ��tx .. f2Nl . RDpF . 2�.OX Is! : _ -b6v6 , 4 .WA �.� .: I5''Ox 141 41, ►� C1 0 Gl M 1 �A,2x 24 Coop = . 49 3191# ♦d.k .. AgG�E G ISE L.i A60Vf- PCA..nC-01. j2cLI-AC5ILyrT Rr� 'u�`�'A"3 C_ A 2 ZG •3�� I .X �0 //21 3 23 • SSE ..�; _ � ..�: I♦ ,` HQA.k& SHAH ASSOCIATES, Inc. ` Pa�METr E 2�Si f���C� JOB NO `CONSULTING ENGINEERS ' 3920'E. CORONADOSTREET, SUITE 203 BY -ANAHEIM, CALIFORNIA 92807 PHONE (714) 632-1865 FAX(714)632-1314 DATE • SH nc GC -15H C l.o�o����„-`_ o,1�2x�2$•Dt2)Y&&c 340Cv� .TRY (2) T 5' -Cc LOPAtJS EA C. Ll P = 340#x 14 S�coi /2 �2 v GET . o• O'3 x _ D 3X C^ `x 12) _o r ST 0"7 x2,2xI-A I CDSI�: 2130 X IOX 123 S . 3 r r►4 +' Sol �2 TR`t' • �TS x & x I/4 - SEE SNf y 1. M vf� = 2 i 3� x 10 ` 21.3 'ASC^g(Li 21.3x 15"X{4/31 15 o 'x I s o cv�l t. C� r2 Av9S (2) AS °f # 3 T.F-$ G I Q -:df2, A -,PAS - 5- 65 5( 1,5 Cz -`q, EX `I��l Moak & Shah Associate, Inc. - Title : Gemette Residence Job # 01-73 _ Consulting Engineers • Ds nr. S. Shah Date: 2:2:5813M, 10 NOV 01 s 3920 E. Coronado St. Ste. # 203 • . Description P Lot # 18, The Enclave Mountain Estates 48-.75 Via Sierra L • Anaheim, . Ca 92807 Ph.:(714)632-1865 Fx.:(?14)632-1314 x Scope : La Quinta, CA. `' ant u-.�,•Kws,«wooso9,a Vu5.1.8,Y2-A� 19". n Steel Column ' (1+9a:f-99 ewjkcALC dOl-73 eWl73calcs.ecw.Fran-v t Description LATERAL - NORTH/ SOUTH DIRECTION AREA-4 LINE J & M General Information Calculations are designed to RISC 9th Edition ASD and 1997. UBC Requirements . Steel Section xTSIIXW/4 Fy 36.00 ksi X-X Sidesway : Restrained Duration Factor 1.330 Y-Y Sidesway : Restrained Column Height 10.000 ft Elastic Modulus 29,000.00 ksl End Fh* Fix-Free X-X Unbraced 10.000 ft I KXK 2.100 Live & Short Term Loads Not Combined Y-Y Unbraced 10.000 ft Kyy 2.100 Loads r; Axial Load ' Dead Load 2.75 k Ecc. for X-X Axis Moments in J Live Load 2.90 k Em. for Y-Y Axis Moments- in , Short Term Load k Point lateral Loads... DL LL ST Height Along Y-Y (strong axis moments) 2.130 k 10.000 ft _ Along X-X (y moments) k ft Summary Column Design OK Section : TS6X6X1/4, Heigh =. 10.00ft, Axial Loads: DL= 2.75, LL =. 2.90, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths:. X-X = 10.00ft, , Y-Y = ,10.00ft Combined Stress Ratios Dead Live ' DL + LL DL + ST + (LL if Chosen) • AISC Formula H1 - 1 AISC Formula H1 _ 2 , .AISC Formula H1 - 3 .. `'. 0.0413 0.0436 0.0849 0.8319 ' y XX Axis': Fa calc'd per 1.5-1, K•L/r < Cc ti• - YY Axis : Fa calc'd per 1.5-1 K•L/r < Cc . Stresses Albwable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 11.91 ksi 11.91 ksi 11.91 ksi 15.84 ksi fa : Actual 0.49 ksi 0.52 ksi 1.01 ksi 0.49 ksi j . !* Fb:xx : Allow [F3.1 j 23.76 ksi - ! * 23.76 ksi 23.76 ksi 31.60 ksi fb : xx, Actual s 0.00 ksi, 0.00 ksi 0.00 ksi 25.31 ksi Fbyy : Allow [P3.1] 23.76 ksi 23.76 k6i 23.76 ksi 31.60 ksi , fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi ' Analysis Values ; F'ex : DL+LL 12,746 psi Cm:x DL+LL 0.60 Cbx DL+LL 1.75 F'ey : DL+LL 12,746 psi Cm:y 'DL+LL - 0.60 Cb-.y DL+LL 1.75 F'ex : DL+LL+ST 16,952 psi Cm:x DL+LL+ST 1.00 Cb.k DL+LL+ST 1.00., F'ey : DL+LL+ST 16,952 psi Cm:y DL+LL'+ST ,' 0.60 Cb:y_ DL+LL+ST 1.75 Max X-X Axis Deflection -1.396 in at . 10.000 ft " Max Y-Y Axis Deflection 0.000 in at 0.000 ft a M `� ` Hoak &Shah Associate, Inc. Title, Gemette Residence Job # 01-73 `` ,(Zonsulting Engineers Dsgnr. S. Shah Date: 2:58PM, 10 NOV 01 . 3920 E. Coronado St. #-203 Description : Lot # 18, The Enclave Mountain Estates "Ste. 'Anaheim, 48-75 Via Sierra Ca 92807 Scope: La Quinta, CA. • Ph.:(714)632-1865 Fx.:(714)632-1314 Rev: 510300 thcr. KM -060912, Yu 5.1.3, 22 -Jae -1999, Wro32 Steel Column " (=) 1993.99 ENERMC di01-73 gerT>etteWl73calcs.ecw Framirul , Description LATERAL -NORTH/ SOUTH DIRECTION AREA -4 LINE J & M Section Properties TS6X6X1/4 Depth 6.00Irt Weight 18.99Xft I-xx 30.30in4 - Width 6.000 in Area 5.59 in2 I-yy 30.30 in4 Thickness 0.250 in S-xx 10.100in3 ` S-yy. 10.100 in3 r-Xx 2.328 in r-yy 2.328 in Sketch & Diagram - Axl=1 W = 2.75k MIA LLc 2.9M - - - " . AxJa13T = Oh 4 - loft " • • (3} X -X Ari= Voiat load MO. U-0;, M2.131 loft . r .w Moak &Shah Associate, Inc. Title : Gemette Residence Job # 01-73 y fpr, ,Consulting Engineers ' Dsgnn S. Shah Date: 3:06PM,. 10 NOV 01 X ~( ; 3920 E. Coronado St. Ste. # 203 Description : Lot # 18, The Enclave Mountain Estates - (� 48-75 Via Sierra ` . Anaheim, Ca 82807 Scope : La Quinta, CA. • Ph (714)632-1865 Fx.:(714)632-1314 • - • Rcr510300 - UM: KV -06012. Ver 5.1.3,224— 1999•Vin32 . Steel Column Base Plate • (e) 1261.99 ENERCAIc� U11-73 aerr eUe10173cal c s .ecw.Framina 's Description LATERAL -NORTH/ SOUTH DIRECTION AREA4.11NE J & M _ General Information . Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Loads Steel Section TS6x6x1/4 Axial Load ' 5.65 k Section Length 6.000.1n - Section Width 6.000 in X -X Axis Moment 0.00 k -ft Flange Thickness 0.250 in, Plate Dimensions -Web Thickness 0.250 in „ Plate Length 10.000 in Allowable Stresses 1 Plate Width 10.000 in Concrete Tc 2,500.0 psi t Plate Thickness 0.500 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 ? Support Pier Size Anchor Bok Data Pier Length ' 36.000 in Dist. from Plate Edge ; 2.000 in Pier Width 36.000 in ' Bolt Count per Side 2 Tension Capacity 5.500 k - • Bolt Area 0.442 'int Summary 1 Baseplate OK • Concrete Bearing Stress Thickness OK ' . Actual Bearing Stress 56.5 psi " Allow per ACI 10.15 2,975.0 psi Full Bearing : No Bolt Tension Allow per AISC J9 2,327.5 psi •_. Plate Bending Stress k. Actual fb Bearing Stress OK 2,849.6 psi > I►. I �'I r I ► Max Allow Plate Fb 35,910.0•psi•:- Tension BoR Force Bolt Tension OK Q� - '3/4 6P A Actual Tension 0.000 k l Allowable 5.500 k _