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AR (0110-089)78185 Masters Cir 0110-089 LICENSED CONTRACTOR DECLARATION I h?reby 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. License # Lic. Class Exp. Date 744091 23, 1°isfg'I ^I Date,- /"'' Signature of Contractor-_< -*"' w 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. ( ) 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 STATE FUND Policy No. 229-00-0020 14 (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 provisions. Date: — Applicant Warning: •F lata lure to secure Workers' Compensation n 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 drays from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. e 'I certify that I have read this application and state that the above information is correct. I agree to comply with all City, and State laws relating to the building construction, and hereby authorize representatives of this City to enter upon the above-mentioned property for inspection purposes. Signature (Owner/Agenq„—!, ''"'_ _ J Date BUILDING PERMIT PERMIT# 0.1. 1O-Ci£ DATE VALUATION LOT86 TRACT 28867 JOB ADDRESS 79.1 .°*`-.'d:!' %.I a .MRS IRWILE APN 170-36,04v14. OWNER CONTRACTOR / DESIGNER / EN (NEER X1151YER10 PROPER 11FIS LLC :500. Vi''.9.'. h.'L EVE'' OINM `NT Ci)PP. PC) 130X 1144 77899WOLF LA 0%, 3&D CA 922S3 P Al:.A .IJ.ES k+.:I:t:I" CA 92260 (6A),V72.26x6 CTIAIN 593 USE OF PERMIT AREA DiANG INI'3'1.,AL t^'ONU'f'FtUC! IN I 6';US`l'OM PA JO C;KYN''+ ISR1yfa I, OD ZF Evrin"YED C09.1.1 0,111 CONSTRUCTION _PLAN (111-1XICK M. 101-000-4394-318 W,2A CcrMS`MU t ,ION PKE 101 -000 -418 -OW $69.00 R ECI lk."s.CA11 RE 101-000-420-000 -000 V1,14 DEC U 5 70M Ct( ipYOQFp L1AQ i`IWA V. E TUT AL kIMMI r' F1MS DVE NOW RECEIPT DATE 7;1 E' BY DATE FINALED P.2 :2 O z INSPECTOR ;11 INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts ; Slab Grade Return Air Steel Combustion Air Roof Deck Exhaust Fans O.K. to Wrap F.A.U. Framing Compressor Insulation Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wali Insulation Condensate Lines Party Wali Firewall Exterior Lath Drywall - Int. Lath Final Final 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 I I 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 Final Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. . Smoke Detectors Temp. Use of Power Final Utility Notice (Perm) COMMENTS: Desert Sands Unified School District 47-950 Dune Palms Road Notice: La Quinta, CA 92253 Document: Cannot Be Duplicated 760-771-8515 CERTIFICATE OF COMPLIANCE y Date 12/4/01 APN # 770-360-014 No. 22727 x .. Jurisdiction La Quinta owner NameSun Vista Development Permit # No. 78-185 Street , Masters Circle Log # City La Quinta Zip 92253 Study Area Tract # Lot # Square Footage,, 61 Type of Development New Residential Addition No. of Units 1 Comments' F ..: By 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: ` Add. of Sq.. Ft. to New Construction EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to. ' Government Code 53080 in the amount of 2.05 X .61 or $ 125.05 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. CC / 1 st Bank - Rob Capetz Teiepne'` 760=7,72-2626 w r Name on the checkN'11, r , Dr. Doris Wilson t • Superintendent Fee collected/exemp ed by Annette Barlow Payment Received $125.05 Check No. 61825' Signature OTICE: 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 bove 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 ollect 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. cEmbossed Original- Building Dept./Applicant Copy - Applicant/Receipt Copy - Accounting V 0 W4 qJ PO BOX 1 144 LA QUINTA CA 92253,1-1144 (760) 772-2626 FAX (760) 772-2302 un V DEVELOPMENT CORPORATION November 14, 2001 The City of Quinta P.O. Box 1504 78-495 Calle Tampico La Quinta, CA 92253 To Whom It May Concern: Re: Lot 86 — Tract 28867 78-185 Masters Circle, La Quinta We have not yet received HOA approval for the above Lot. We request that the City of Laa-Quinta issue a .permit, as we have. met all of the city requirements to obtain -a permit. Sincerely or Robert T. Ca President ID RJC/cz fog . Z Summit Structural Engineering 2283 Fifth Street La Verne, CA 91750 (909) 596-0842 August 14, 2001 Fax (909) 596-5187 Sun Vista Development, Inc. P.O. BOX 1144 La Quinta, CA 92253 Attn: Rob Capetz Subject: Addition at Master Lot 86, Tradition La Quinta CA Dear Mr. Capetz; Per your request we are providing additional engineering for an addition -at the master bedroom/bath for Lot 86 at the Tradition. Please refer to the attached marked up sketches/partial framing plans for more information'. The slab extension should be doweled to the existing footing/slab at 24" o.c. with #4 rebar with 6" embedment' into the 6iMing slab per the attached detail "A". See the partial foundation plan for locations of new 12" x-12" exterior footings (similar to the original plans 1/SD1) and dowel to the existing footings per the attached detail "A". New roof beams and framing are shown in red pen on the. architects revised "addition" floor plan. Note that a small segment of. bearing wall is to be removed and replaced with an offset 4x10 (rip to fit depth of roof joists). This 4x10 will hanger off of a trippler roof joist (3-2x10 — rip to fit) which should be nailed together with 16d nails @ 8" o.c. The back segment of framing can be filled with 2x10 roof joists at 24" o.c. which are ripped to match the existing roof joists. Note that there is a MSTA36 strap from the existing gluelam beam which is connects the new offset 4x10 beam -to the beam in line with the steel_ column. _ Also -pay close inspection of the hanger call -outs, as the standard LUS hangers do not have the proper. capacity. Use.a HUS48 from the 410 to the tripple 2x10 roof joists, a HUS from the tripple joists to the existing gluelam beam, and HUS26 hangers .from the existing roof trusses to the offset 4x10. If you have any questions, please give me a call. Yours truly, SUMMIT STRUCTURAL ENGINEERING Benjamin Herbst, P.E., BH gAMy Documents\2000jobfiies\Sv-145\145_field2(addition).doc Residential, Commercial, Industrial_ Land Development w/ 14 •REBS _ 12'O,C. tr/w r r. F,`•%:y ::, :i • Ar eOTTOht '+ ' ', Y 666iii v • • .1 - , , F t'i t ` e - 1 r IS •. S. VNI +' . ' • . ; ',+ 'PAp .. AT EiffriOM• Y ` j r R. r: '• yk+, T S I ^. .. 1i ~ • + '4R / 1• ♦. a IF Ole PAO F70- 14 PEW I • 0.+0! T , .•P i ,Y.itl•rlY srr.•P b _ ' ' . { 1Ai f '+ , •• ,.. _ i ems. S0, CGA1C' - .y' • • : '. - ..+- • f O• .. NO Ar SOMAO ` • a Ra ,;O' Spy cnvC -' g''o' f t.'c. PAO Frcl W/ 14 RM '12" 0. C, VWop 41 60 70 Eh'iCftON PAO 4 + `` I 1''ry i E'S d ;!h 'X • SIC zr.L Y 1-10: 9 '$Cf Ga i,E ,,1'L, 4•'®= '4' f AUG— 1 4—•0 1 J,TUE 1 ® :^010' • 3DBC; AFZ'CH Z`TECT'S I HC t?,. O$ , 711 .—....... rr.rM wa.w fir+•++. rw.s - ! _ 20 L + • _ t. r'v'rL' lir ! i 1. t. i l,,, •,j ,6 I 1 Y' Aa L t l • " ..• / (/ ' y I A » I ' -- ; . f!►. }, 'vim .' , • ' • i - 1. .•9t - ?r '• N..,. yr 1+ • s Y , • ,, ., •' • e+,p Tyr•-• - r "r. : A , .+, r a j , WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam_ wbc WoodWorks® Sizer 97e Aug. 14, 2001 17:14:38 COMPANY I PROJECT ' DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: "Lumber -soft lateral support: Top= Full Bottom= @Supports total length: 3.50[ft],: Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution.[ Magnitude I Location I Pattern I I I Start.- End -I Start' End I Load -----I--------1--------------I-----------------1----'-------------I------- 1 Dead Full Area 15 (4.00)* No 2 Dead Full Area 30'-(17.00)* No 3- Live Full Area 16 (17.00)* No 4 Dead Full Area 15 (3.00)* No 5 Live Full Area 20 (3.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 3.50 ft ------------------- Dead 1 1085 1085 Live 1 581 581 Total 1 1666 1666 B_Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, N0.2, 4x6 @ 4.572 plf This section PASSES.the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------1----------------1------------------I Shear. fv @d = 96 Fv' 119 ' fv/Fv' = 0.81 Bendig(+) fb = 991 Fb' ='1462' fb/Fb' = 0.68 Live Defl'n 0.01 = <L/999 0.12 = L/360 0.12 Total Defl'n 0.04 = <L/999 0.23 = L/180 ` 0.18 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.25 1.00 1.00 1.000 1.30 1.000 1.00 1.00 , r, 2 Fv' = 95 1.25` 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 _ E' = 1.6 million -1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 1457 lbs -ft Shear LC# 2 = D+L, V = 1665, V@d = 1229 lbs ; Deflection: LC# 2 = D+L- EI= 77.64e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verifv that tha r9afa„lr riafl-i-i-,, i;_;*- --- ------- q . WOOdWOrks® Sizer for ANTHONY POWER PRODUCTS Roof Beam .wbc WoodWorks® Sizer 97e Aug. 14, 2001 17:18:04 COMPANY I PROJECT DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Lumber n -ply lateral support: Top= Full Bottom= @Supports total length: 8.00 (ft) repetitive factor: applied where permitted(refer0to online help) Load Combinations: ASCE 7-95 ' LOADS (force=lbs, pressure=psf, udl=plf, location ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (2.00)* No 2 Live Full Area 20 (2.00)* No 3 Dead Point 1085 3.50 No 4 Live Point 581, 3.50 F No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS. (force=lbs, length=in) 1 8.00 ft ---------- -------------- Dead 1 834 698 Lived 487 414• Total 1 1321 1112 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No.2, 2x8 3 -flys @ 7.749 plf This section PASSES the design code check.. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, de Election=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------1----------------I----------------I------------------I Shear fv @d = 55 Fv' = 119 fv/Fv' = 0.47 Bending(+) fb = 1185 Fb' = 1552 fb/Fb' = 0.76 Live Defl'n 0.06 = <L/999 0.27 L/360 0.23 Total Defl'n 0.16 = 1/590 0.53 = L/180 0.30 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.25 1.00 1.00 1.000 1.20 1.000 1.00 1.15 2 Fv' = 95 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 _ E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load- 1.25 ADDITIONAL DATA ------------ Bending(+): LC# 2 = D+L, M'= 3891 lbs -ft Shear : LC# 2 = D+L, V = 1248, V@d = 1201 lbs Deflection: LC# 2 = D+L EI= 76.21e06 lb-in2 Total Deflection = 1.00(Defln dead) + De In Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT-UP BEAMS: it is assumed that each ply -is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. t .. PAGE FROM ,: SUMMIT STRUCTURAL ENGINEERS PHONE NO. 909 596 5187 Oct. 03 2001 02:29PM P2 Summit Structural Engineering . 2283 Fifth Street La Verne, CA 91750 October 3, 2001 Fax (909) 596-5887 Sun Vista Development, Inc P.O. BOX 1144 La Quinta, CA 92253 Attn: Rob Capetz ' Subject: Addition at Master Lot 86, Tradition, ' La Quinta, CA ' Dear Mr. Capetz, Per your request we are providing additional engineering for an addition at the master bedroom/bath for Lot 86 at the Tradition. Please refer to the new framing/foundation sheets S-A and SD -A for framing and foundation information., If you have any questions, please give me a call. Yours truly, SUMMIT STRUCTURAL ENGINEERING Benjamin Herbst, P.E. BH Attahcments: Beam Calculations ' g:\My Documents\2000jobfiles\Sv-145\145_field3(addition).doc IN - Q O •SSJO ! ., 193 m i 9AFOF CA0 Residential, Commercial, Industrial, Land Development 3 FROM,: SUMMIT STRUCTURAL ENGINEERS PHONE NO. : 909 596 5187 Oct. 03 2001 02:30PM P3 _ WoodWorksO Sizer for ANTHONY POWER PRODUCTS Roof Bearn,, .wbc WoodWorke® Sizer 47e Aug. 14, 2041 17:14:38 _--- COMPANY - 1 P1.2 JECTT DESIGN CHECX - *IDS -1997 Bean DESIGN DATA: .araa=a=..=.s__ m-----n.,.==_=..__--------:de_a_==ax__=. .=,.<maa==e=_r==aa m:.m material: Lumber -soft lateral support: Tope- Full Bottom- @Suppo:.ts total length: 3.50 (ft; Load Combinations: ASCE 7-95 *_..------------- ansa== -am------ ==== - =____ ---- _ LOADS: (force -lbs, pressure-psf, u31-plf,location-ft) =-ass=anYj »Self -weight automatically included<< s ----------=-.s= --------- =av=_mm.-ser --==........... a=c_ca Load I Type I Distribution 1 Magn-tude I Location I Pattern= I I I Start End I Stars; End I Load 1 Deadead i-D---i--------------l-----------------I-=----- -- Full. Area 115 (4.00)* No 2 Dead Full Area 30` (17.00)* Nc 3 Live 'wall Area 16 (17.00)* No 4 Dead Full Area 15 (3.00)* No 5 Lave Ful_ Area 20 (3.00)* no *Tritutary Width (ft) N,AXIAIUMcREACTIONS and BEARING LENGTHS ;force -lbs, lenclth=in) 1 -3.50 ft I ---------- ------------------- Dead y 1685 1085 Live 1 581 581- Total 81Total I 1666 1666 B.Length ; 1.0 1.0 co=ac>------------x=aa-------a- .......... ........... aqa o.x DESIGN SECTION: D.Fir-L, No.2, 4x6 @ 4.572 plf This section PASSES the design code check. >.rs=xaooa-a.----xx-a---.----a--.ani-s----aa=Hama...... ....... SECTION vs. DESIGN CODE (stress=psi, deflection -in) Cll2 - r,:gcCmx.--a-a»C---------- ------aa----- Criterion I Analysis Value I Design Value I Analy;:is/Design=i9--..-a ---------------- - - - -- - ------I-------•---- Shear fv @d • 96 FIV, n 119 fv/ ' - 0.81 Bending(+) fb 991 Fb' - 1.462 fb/]`b' R 0.68 Live Defl'n 0.01 = <L/999 0.12 - L/360 0.12 aTotal Defl'n 0.04 - <L/999 0.23 n L/180 0.16 -.-a.a_x .sa-----=--=.=-------neaaaa.---v.nc-v :..c ----- _== FACTORS: F .-=a CD CM Ct CL OF Cv Cfu Cr LC#- .....-aa=xx------------ --------==.==-----x=x =x --w- Fb'+- 900 1.25 1.00 1.00 1.000 1.30 1.000 1S00 1. OOa=a-m2a FV' 95 1.25 1.00 1.00 (CH a 1.000) 2 Fcp'- 625 1.00 1.00 E' . 1.6 million 1.00 ;..00 2 Custom duration factor for Live Load = 1.25 .... =aa=m-a---------a=---a----------==a-,Fav------- nn=n........... ADDITIONAL DATA c.m-.......aa.---------- -...........eas--m-...---am Bending( F): LC# 2 - D+L, M - 1457 lbs -ft Shear LC# 2 - D+L, V - 1665, V@d - 1229 lbs. Deflection: LCIS 2 - D+L El- 77.64e06 lb -int Total Deflection - 1.00(Defln dead) + Defln_Live. (D -dead L=live S -snow W=wind I=impact C -construction). (All LC's are listed in the Analysis output) _ - ---------Asa----.-@- --- =-------.=aa=-am--..;.e=a,,,--------.---s DESIGN NOTES: 1. Please.. - verify that the default- - deflection limitsarea .a-. appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to rV• the provieions of NDS Clause 4.4.1. ~ PAGE zA Si3MM : is uc'' : ' .. •I•i GI V .i;e: i.:l:'i?n:F . l i iY i1 .9 i ?i5 _ 'A _0 01aR0 ` ;_11111110,i'eF A. FROM :: SUMMIT STRUCTURAL ENGINEERS PHONE NO. : 909 596 5187 Oct. 03 2001 02:33PM P4 Y - � WoodWorks(D Sizer for ANTHONY POWER PRODUCTS Roof Beam` wbc NV0odW0rkW1P Sizer 97e Aug. 14, 2001 17:18:04 COMPANY ! P9CJECT T DE IGN CHECX - NDS -1997 Bear L-ES1GN DATA: ------ -- ------------- -ply -- --..--•-^------ - ----------••----- mater _ -a- lateral support; Top- Full Bottom- @Supp.orts total length: 8.00 (ft) repetitive factor: applied where permitted(refer to onl:.ne help) Load Combinations: ASCE 7-95 .- ...........mom -------.---a _ va-a>..---..-.- LOADS: (forco-lbs, pressure-pef, udl-plf, location -ft) .=a -m..-- >%Self -weight automatically included<< L. --_--...-_e---- .----_-....`.-.---.a--_e---.-... ----------- oad I Type I Distribution I Magni`ude I Loczcion ; Pattern 1 I Start End I Start End I Load I---------- 1 Dead Full Area 15 (2.00)+ No 2 Live ee^ull Area 20 (2.00)• No 3 Dead Point ioPs 3.50 No 4 Live Point 56, i.50 No `Tr2b4tary Width (ft) ......................------------ ....... ---as.--. ----------- :a---------- MAXIMUM R5ACTIOt'S and BEARING LENGTHS (force -lbs, length -in) ---------- --------------- ..,...-..e-----..----.-.flee- • --..:saw........ I 8.00 ft ----- ----•--------- Dead ! 834 698 Live 1 487 414 Total 1 1321 1112 B.Length 1 1.0 1.0 DESIGN SECTION: D.Fir-L, No.2, 2x8 3 -Flys @ 7.749 plf Tris section PASSES the design code check. #q##H#######################qq##q##########A###r♦#N#ff###A#il;♦###990##H###q### ..�.........--------------------------------------- --- SBCTIGN va. OESIGN CODE (stream -psi, deflec=ior.-in) asL..terionou Ip ------------------------ - e -- O AnalysisValueDeaignValueI Analysis/Design .ja.----- -------- 1--------------^-I----------------I------ _ Shear tr @d = 55 Fv' . 119 fv/Fv' 0.47-( Bending(.; fb - 1185 Cb' . 1552 fb/Fb' - 0,76 Live Defl'r. 0.06 - <L/999 0.27 - 1/360 0.23 -Total Defl-u0.16L/590 0.53 - L/180 0.30 .....--s-m--------------- -----....:...... =.. FACTORS: F CD CM Ct CL' CF CV Cfu . Cr LC# ..... ............................................... ==------------------ Sb'+- 900 1.25 1:00 1.00 1.000 1.20 1.000 1.00 1.15 2 Fv' - 95 1.25 1.00 1.00 (CH - 1.000) 2 Fcr,'- 625 1.00 1.00 E. . 1.6 million 1.00 1.00 2 Custom duration factor for Live load n 1.25 11 ------------DATA---------------------------------= ------.---- _ 0NAL ------------------------- - ---------------- --------- .--------•----•-- Bending(+;; ;C# 2 - D+L, M - 3891 lbs -ft Shear : LC# 2 - D+L, V - 1248, V@d - 1201 lbs Deflections LC# 2 - D+L SI- 76.21e06 ib -int Total Deflection - i.00(Cefln dead) * Defln_Live. (Dead L -live S -snow W -wind 1 -impact C -construction) (All LC's are listed in the Analysis output) -------------------- -- •---------------.,...... -" -----------__-_---..-a--------.-- DESIGN ............. .,......................... ...................------•------------- 1. Please verify that the default defection limits are appropriate for your arplication. , 2. Sawn lumber bending members shall be laterally supported according to the provi3iors of NDS Clause 4.4.1. 3. BUILT-UP SEAMSr it is assumed that each ply. it. a single continuous member (that is, no butt points are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. a wwo PAGE /3 SItkMt'�'`s7'UI�"• : I31wl�iz PnO ; ? 5 6r? ,'.. 596=3y,� d.m,.::M ,�.�: j ?". 3.v#t1k1R1J; Cry ^r: FROh SUMMIT STRUCTURAL ENGINEERS PHONE NO. 909 596 513,7 Aug. 01 2001 1 : 1P.14' P1 SUhilmit S,tcuctural-Engineering 2283 Fifth Sir(W La Vern`, CA 91750 (yQ9 596.08342 August 1', 2001 Fax ¢9q9). 596.518 Sun Vist_ a Development, Inc. ' BOX 1144 La Quintal, CA 92253 Attn: Rob Capetz Subject: Structural Observation Lot 86; Tr dtio 7 y-` S _ ,•-y, L , _ 1: '/irC / ., La -Quanta, CAZJ ti lDeac,.Mr;.Capetz; .. In accordance with your superintendent John's request, wed perfgrmed a $ structural observation'for the subject house on'J'uly 27,"2001. The house was walked for compliance with th6 structural plans and calculations•. A The: framing looked good, with only a few omissions and dev ations from► :the plans.,-;. These omissions/deviations were noted (redlined.) ono reduced, roof framing Ian and' -a copy was give to the framer. ; IP! The items were installed the.followiog:day,: and We returned to ,perform the final check :on J' Iy :31, , 2001.,"At that time: we found .the structure to be m general compliance W h the structural dasign concept:' If you have any questions; please give me a call. Yo_? urs`truty, ` i SUMMIT STRUCTURAL ENGINEERING Nq, 00641 93., ... . - - - 1y31f03r Y C Benjamin, Herbst, P.E. SH g:1My.Documi6ts 2000jobflles\Sv-145 145_fle1d1(0,0):00c } • RQ`S IGYOnS5H1, COmmBrGa t, 7.nau3trial, :Land COdolop.Rltlnt ` • l y3 • d. 07/18/2001- 03:29 7607722302 SUN VISTA; DEV,CORP PAGE 01 FROM SUMMIT STRUCTURAL ENGINEERS FHONE N0, 909 595 519r' - Ju 1. 13 200: M:51PM Pi Summ' it Structural. Engineering 2283 Fifth Street La Verne. CA 91750 July 115,.2001 Fox (909) 590-8987 Sun Vista Development, Inc. C,, P Q: BOX 1144 La Quints, CA 92253 r f Attn. Rob Capeta Subje - Structural Observation Tradiliron Course L"9 QWits, a Dear Rob, Per your superintendent John's request, we"visited the subject job site on July 17, 2001 to perform a structural observation. While we wera at the'job site, we found seVersl omissions and deviations f orn the plans.. All missing leets were installed.while we were at the job site and at that time we found the strudure tD be In general compliance with the structural design concept, If you have any questrona, please give me a call. !' Yours truly, - SUMMIT STRUCTURAL ENGINEERING • t+lo Co64193' Benjamin Herbst P.E. 8H 9.WyDocum&t%2Wl**Mad1®v-1481148_60d1(ceM.doo 4 R,asfdentlal, Commercial. Industrial, Land Deuelopmertt