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CCOM (06-1706)51025 Avenida Mendoza 06-1706 P.O. BOX 150 4. VOICE (760) 777-7012 78-495 CALLE TAMPICO ) FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT INSPECTIONS (760) 777-7153 BUILDINGPERMIT a D te: 8/21/06 Application Number: 06-00001706 Owner. L Property Address: 51025 AVENIDA MENDOZA PATRICK '.,& MONICA ADAMS } APN: 773-073-012-. - - 45795 PUEBLO ROAD Application description: CARPORT - COMMERCIAL LA QUINTA, CA 92253-, Property Zoning: VILLAGE COMMERCIAL • r tN Application valuation: 19391Contractor: 2 2006 Applicant: Architect or Engineer: BAJA`CONSTRUCTION COMPANY 223 FOSTER STREET MARTINEZ, CA 94553 CCTYOFLAQUINTA 3 (925) 229-0732 FINANCE DEPT. 7 Lic. No.: 412390., ---------------- - • LICENSED CONTRACTOR'S DECLARATION WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with I hereby affirmunder penalty of perjury one of the following declarations: - Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. - _ I have and will maintain acertificate of consentto self -insure for workers' compensation, as provided License Class: C51 License No.: 412390 for by Section 3700 of the Labor Code, for the performance of the work for which this permit is • issued. Date: Contractor: _ 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 OWNER -BUILDER DECLARATION insurance carrier and policy number are: I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the Carrier VIRGINIA SURETY Policy Number 1CW50151102 following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to I certify that, in the performance of the work for which this permit is issued, I shall not employ any construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the person in any'manner so as to become'subject to the workers' compensation laws of California, permit to file a signed statement that he or she is licensed pursuant to the -provisions of the Contractor's State and agree that, if I should become subject to the workers' compensation provisions of Section ' License Law (Chapter 9 (commencing with.Section 7000) of Division 3 of the Business and Professions Code) or 370 of the Lab Co e, I shall forthwith com ly with those provisions., ' ' that he or she 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).: e: icant: I 1 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 and Professions Code: The WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL, Contractors' State License Law does not apply to an owner of property who builds or improves thereon, SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND - and who does the work himself or herself through his or her own employees, provided that the DOLLARS 1$100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN • improvements are not intended or offered for sale. If, however, the building or improvement is sold within, SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY' S' FEES: ' one year of completion, the owner -builder will have the burden of proving that he or she did not build or - _ improve for the purpose of sale.). _ APPLICANT ACKNOWLEDGEMENT • ( y 1 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. IMPORTANT -Application is hereby made to the Director of Building and Safety for a permit subject to the 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of conditions and restrictions set forth on this application. property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed ' 1. Each person upon whose behalf this application is made, each person at whose request and for pursuant to the Contractors' State License Law.). - whose benefit work is performed under or pursuant to any permit issued as a result of this application, (_) I am exempt under Sec. , BAP.C. for this reason the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City ' - of La Quinta, its officers, agents and employees for any act or omission related to the work being _ performed under or following issuance of this permit. D caner: 0314 CQL_4ArAayn A.0 t 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 CONSTRUCTION LENDING AGENCY permit to cancellation. I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the I certify that I have read this application and state that the above information is correct. I agree to comply with all work for which this permit is issued (Sec. 3097, Civ. C.). city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to ent r upon the ve-mentioned property for inspection purposes. Lender's Name: Address: e: ure (Applicant or Agent): -%li MIA ^ RDA '-'--" - Lender's , , - LQPERIMIT ' Application Number . . . . . 06-00001706 -----:- Structure Information S-3 OCC, TYPE II-N_METAL CARPORTS ----- Other struct info . . . . . CODE EDITION 2001CBC FLOOD ZONE NO GARAGE SQ FTG` 1458.00 Permit CARPORT/GARAGE Additional desc . Permit Fee 207.00 Plan Check Fee 134.55 Issue Date, Valuation- 19391 Expiration Date 2/17/07 Qty Unit Charge .Per Extension BASE FEE 2 45.00 18.00 9.0000 THOU BLDG -2,001-25,000 162.00 Special;Notes and Comments . 2 METAL CARPORTS [1=18'X351, 1.-18'X46111458 SF, S-3 OCCUPANCY, TYPE II -N CONSTRUCTION. 23001 CBC. CBC 503.3 EXCEPTION CITED FOR LOCATION ON - PROPERTY. (4424SF + 1458SF = 5882SF < i 80000SF) ----------------------------------------------------------------------------- Other Fees . . . . . ACCESSIBILITY PLAN REVIEW. 13.46 ART IN,PUBLIC PLACES -COM 76.95 _ STRONG MOTION (SMI). - COM 4.07 Fee summary Charged Paid Credited - - -- -- Due ---------------- Permit Fee Total 207.00 .00 .00 207.00 Plan Check Total 134:55 .00 .00 134.55 Other Fee Total 94.48 .00 .00 94.48 Grand'Total 436.03 .00 .00 436.03 LQPERMIT i P.O. BOX 1504 BUILDING & SAFETY DEPARTMENT 78-495 CALLE TAMPICO (760) 7.77-7012 LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7011 To: Greg Butler, Building & Safety Manager To CDD: August 9, 2006 From: Doug Evans, Director -CDD Due Date: August 21, 2006 Status: 2nd Review Building Plans. Approval' (This is an approval to issue a Build ing,Permit) The Community Development Department has reviewed the Building Plans for the•following project: o Description: Carports for Mixed Use Building Address or General Location: 51-025 Avenida Mendoza Applicant Contact: Patrick Adams (760) 832-1222 The Community Development Department finds that: ❑ ...these Building_ Plans do not. require Community Development Department approval. these Building Plans are approved by the Community Development Department. ❑ ...these Building Plans require corrections. Please forward a copy of the attached corrections to the applicant. When the corrections are made. please return them to the Community Development Department for .. o review. Doug Evans, Director -CDD, Date Baja Construction Co., Inc. 223 Foster Street Martine;i,,GA 94553 ($QO) :366=9600 Page 1 of 32 Job #8366 Santa Camelita @ Vale La Quinta. 04/12/06 Santa Camelita at Vale La Quinta9 —011x 18'-0" Braced Single Post (Back 1/3) La Quinta, CA for: Patrick Adams .Design Criteria: Roof Live Load ...................................... RLL := 20.0• psf Basic Wind Speed (mph) ....................... Wind = 80 qs = 16.40ps[DA CIiY OF LA Q ' Wind Exposure — BUILDING SAFETY DEPT ........................................ Exp _ C Ce = 1.06 _ / ry APPROVE® Seismic Zone ............................................ Zone = 4 _ Z 0.40 FOR CONSTRUCTION Soil Profile ...............................................Soil = Sd 2t 0 (P B Importance Factor ................................... 1:= I .,. Allowable Stresses Roof and wall sheeting ............................ ASTM A924 Grade 80 Fy := 80.0•ksi Frames, purlins and girts ........................ ASTM A607 Grade 55 Fy := 55.0-ksi Allowable Soil Bearing Pressure ........... SBPa110W := 2000•psf Concrete ................................................... fc := 2500 -psi at 28 days Reinforcements ................:...................... ASTM A615, Grade 40 C Roof Dead Loads: .Roof pacleis ^ ' Framing.....................................................RDL2:= 1.0•psf Misc........................................................• RDL3 := 0.26•psf Total Roof Dead Load,- RDL := RDLI + RDL2 + RDL3 Design per 2001 CBC Fb := 36.0-ksi Fb;= 33.0•ksi M. COV`' RDL = 2.00 psf MAY 0 2 2006 - Baja Construction Co., Inc. Page 2 of 32 223 Foster Street Job #8366 Martinez,-CA 94553 Santa Camelita @ Vale La Quinta 0300) 3661-9600. 04/12/06 J Roof Sheeting: 26ga AEP "HR-36" panels L:= 10.0•ft cantilever, a:= 4.5-ft tributary, S:= 1.0•ft w:= (RLL + RDLI)•(s) w = 20.74plf ----- Spos := 0.0895• in3 Sneg := 0.0839• in3 M :_ (0.125•w•L2) - (0.5•w-a2) M = 49.26ft•lbf fb := M fb = 6.60 ksi Spos Mcant:= 0.5•w•a2 Mcant = 209.99ft•lbf fb := Mcant fb = 30.03 ksi Sneg Uplift Load: Ce = 1.06 qs = 16.40 psf I = 1.00 Unenclosed structure, Cq := 1.3 Pu := Ce•Cq•gs•I Pu 22.60psf wuplift:= (Pu - RDL1)•(s) wuplift= 21.86plf Mluplift := 0.125-(wup,ift)•L2 - 05(wuplift)-a2 Mlupsft = 622.99 imlbf at cantilever: M2uplift:= 0.5•(wuplift)-a2 M2uplift = 2655.89 in•lbf max(Iv11 M2 Sxregd uplifts uplift) Sxregd 0.0605 in panel adequate 1.33-Fb Connection to purlins: #12 SD screws w/ 5/8" dome washer every flute (9" o.c.) Member in contact w/ screw head (26ga); tl := 0.0183•in Tensile Strength, Ful := 82-ksi Screwhead diameter, d := 0.312-in dw := if(d < 0.50•in,d,0.50-in) dw = 0.31 in Pnov: 1.5•t1•dw•Ful Pnov = 0.70 kips S2 := 3.0 ==__ __> Allow. Pullover, Pa := Pnov Pa = 234.09 Ibf S2 wu :_ (Pu - RDL1)•(0.5•L + a) wu = 207.66 plf Max. screws acin 1.33-Pa P g, Spacing := Spacing = 17.99 in wu Actual screw spacing = 9.0 in O.K. Baja Construction Co., Inc. Page 3 of 32 223 Foster Street Job #8366 Martinez, CA 94553 Santa Camelita @ Vale La Quinta 0300) 36619600 04/12/06 Roof Purlins: Cee 10" x 2 1/2" x 14ga L:= 18.0•ft cantilever, a:= 9.0•ft tributary, s := 9.50•ft Tributary area, A:= (L + a)•(s) A= 256.50 ft2 RLL:= if (A < 200• ft2,20.0•psf,16.0•psf) RLL = 16.00 psf w:= (RDL + RLL)•s w = 171.00plf Ce = 1.06 qs = 16.40 psf I = 1.00 Tributary area greater than 100, Cq := 1.3 — 0.30 Cq = 1.00 Pu :=-Ce•Cq•gs•I - Pu = 17.38 psf w„plio :_ (Pu — RDL)•(s) wuplifj = 146:15 plf See purlin check below. Purlin to Beam Connection: (8) - #12 screws d := 0.216•in 0 := 3.0 Steel in contact with screw head: 12 ea Ful := 65•ksi tj := 0.075•in Pni := 2.7•tj•d•Fuj Pnj = 2.84kips Steel not in contact with screw head: 14jza Fu2:= 65•ksi t2:= 0.075- in Pn2 := 2.7•t2•d•Fu2 Pn2 = 2.84 kips For t2 / tj equal to or less than 1 o.s Pn3 := 4.2•(t23•d) •Fu2 Pn3 = 2.61 kips Allow Shear per screw t Pn := if 5 1,min(Pnl,Pn2,Pn3),min(Pnl,Pn2) (t] ; Pn = 2.61 kips" Pn = 2.61 kips ____> Pa :_ Pn n Pa = 0.87 kips GF := 8•(Pa) GF = 6.95 kips P:= max(w, wL,P1; fc)•(L) P = 3.08 kips O.K. - I f .5; x ...., :Y 6- t , 1;1 1 ,r•' ... ,.i t; 'y Y 1996 AISISpeciffication W/1999 Sa pplement , . ' Project: Santa Camelita'at Vale La Quinta: 'a` 5 ®ate: 4/12/2006 Model: Braced, Post 1/3 `" '. Page 1/1_ { j:_- Unif Ld , Ib/ftp.. R1 4' ' R2 9.00 ft f r 18.00 ft- Section : 1 O'-:x 2 1/2" x 14 ga..:Purlin Single Maxo = 9342.0 Ft-Lb Fy.= 55.0 ksi;. Moment of Inertia, 1 = 17:46 in14 Va = 3751:5 Ib :.YES Wind or'Earthquake Factor Included 7 r , 'Flexural'and Deflection Check ' • Mmax' Mmax/ , " -,Mpos Bracing Ma(Brc) ;., Mpos/ Deflection SpanFt-Lb . , . Maio Ft Lb'. ' (in) ' . Ft-Lb. Ma(brc) (in) Ratio Left Cantilever 5953.5 , 0.478 '3800'.7 Full • 9.342.0 ' , 0.305 0.405 U534 Center Span 5953:5 0.478, k .' 3348.9 - `Mid=Pt` ,. 6595.1 0.381 0.280 '' L/770'' f Rv' - Combined Bending and Web Crippling Reaction or' 'toad Brng •" Pa ; Mmax Intr ' Stiffen • Pt Load P(Ib) (in) *'(1b), 'IFt-Lb) Value Req'tl ? R1 2976.8 1.00 2012.1: 5953:5'.1.81 :Y,ES . R2 992.3_1 1 AO, ,;°1115.7 . 0.1 0:80 . ' ' ^' No. Combined Bending and Shear r ` - Reaction or ,Vmax MmaxT Vai I ,. Intr.. I'ntt. •' " . ' PtIoad (Ib) (Ft-Lb) _ Factor' - . V/' a M/Ma'' Unstiffen- Stiffen ' R1 ' 1653 8 `° 5953 5 ' - ` 1.00 0.33 , , 0.48, '' . 0 34 I. NA "I R2 992 2 c ' 0.1 1.00 0.20. 0.00 ",1 0 04 NA` t C ' - ' ,ir• Y. , .f • x rye . iA 1 i • r f i i •• t 'I. t 4 r r I r 4 MMiiA' r Y , V ` j1i'i . r '. t• , k.- i i Yjy i S. 1< J '{ 1 w: a 1 .` ,t J - - ,r. • r` 3 f G'1 •4, I -., f e 2*i • A Baja Construction Co., Inc. 223 Foster Street Martinez, -CA 94553 ('800) 365-9600 Page 6 of 32 . Job #8366 Santa Camelita @ Vale La Quinta 04/12/06 Roof Beams: (2) Cee 10" x 2 1/2" z 14ga . on 14 Ga: -I:= 0.075 -in Left side, Ll := 2.08 -ft Fp := 2.22 -Fu Right side, L2:= 7.92.11 Pn = 8.74 kips Left side, P1 :_ (RDL + RLL)•(18.0•ft)0.5•ft) P1 = 2754.00lbf Pa = 3.94 kips Pldi :_ (RDL)•(18.0•ft)•(8.5•ft) PldI = 306.00.lbf Allow. Bolt Shear, P111 :_ (RLL)•(18.0•ft)•(8.5•ft) P 11 = 2448.00 Ibf Right side, P2 ;_ (RDL + RLL)•(18.0•ft)•(9.-5•ft) P2 = 3078.00 Ibf P2d] ;_ (RDL)•(18.0•ft)•(9.5•ft) P2d1 = 342.00 Ibf Pl, := (RLL)•(18.0•ft)•(9 5•ft) P2 = 2736 OO lbf Max. Beam Moment (right side critical): L1 L L2 Mbm :_ (P2)•(L2 – 2.5.11) Mbm = 1.6.68ft. kips I PI P21 Sx := 3.4039•in3 Ix := 1.7.4578•in4 E:= 29500•ksi Mbm fb :_ fb = 29.41 ksi 2•Sx P2 -(L2 – 2.5•ft)3 2•(L2 – 2.5.11) 0 :_ A = 0.27 in 474.64 3•E.(2.1x) _ A Beam is adequate. Beam to Column Conn.: (4) 3/4" A307 bolts at 7" bolt pattern , Connection Load (half load to each side) R1 := C[ (P2) (L2 – 2.50. ft) (P1)•(L1 + 2.50. ft) ] 0.5 R1 = 0.814kips L 2.50• ft ] V:= 0.25•Rl V = 0.20 kips per bolt Allowable Bearing on 14 Ga: -I:= 0.075 -in Fu := 70.0•ksi d := 0.75 -in Qb := 2.22 Fp := 2.22 -Fu Fp = 155.40ksi Pn := Fp•d•t Pn = 8.74 kips Pn Pa := — Pa = 3.94 kips Qb Allow. Bolt Shear, Va := 4.4 -kips – O.K. Baja Construction Co., Inc. Page 7 of 32 223 Foster Street Job #8366 Martinez, CA 94553 Santa Camelita n Vale La Quinta ..(800) 366-'9600 04/12/06 Knee Brace: Tapered Cee 5.125" to 5".x 4" x Aga Lbr:=2•(2.50•ft)2 Lbr=3.54ft Pbr:= (P2)•(L2) — (P1)•L1 2.50•ft•(0.707) Pbr = 10.551 kips See knee brace check below Check Knee Brace Connection: (6) - #12 screws each side, each end d := 0.216 -in 0 := 3.0 Steel in contact with screw head: 14ea Fut 65•ksi tt := 0.075 -in Pnt := 2.7•tt•d•Fut Pnt = 2.84 kips Steel not in contact with screw head: 14ea Fut := 65•ksi t2 := 0.075 -in Pn2 := 2.7•t2•d•Fu2 Pn2 = 2.84 kips For t2 / tt equal to or less than 1 0.5 Pn3 := 4.2•(t23•d) •Fu2 Pn3 ="2.61 kips Allow Shear per screw t Pn := if < 1 ,min(Pnl ,Pn2,Pn3)lmin(Pnl,Pn2) Pn = 2.61 kips tt Pn = 2.61 kips ____> Pa := Pn Pa = 0.87 kips Q GF:= 2•(6)•(Pa) GF= 10.42 kips~ O.K. 1996 AISI Specification w/1999'Suppiernent Project: Santa Camelita at Vale La Quinta. Date: 4/12/2006 Model: Braced Single:Post_Back 1/3 Page 1/1 1 R1 15 R2 2.50 ft Section : 5.125" to 5" x 4'.'x 14ga. - Knee Brace Single Maxo = 2291.1 Ft -Lb Fy = 55.0 ksi Moment of Inertia, 1 = 2.91 in'4 Va = 6345.3 Ib Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb I (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 0.0 0.000 0.0 Third -Pt 2291.1 .' 0.000 0.000 U300 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) . (lb) (Ft -Lb) Value Req'd ? R1 0.0 1.00 881.5 0.0 0.00 No R2 0.0 1.00 881.5 0.0 0.00 No 'Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft -Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 0.0 0.0 1.00 0.00 0.00 0.00 NA R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing (in) Max Allow Ld Intr. Span (lb) KyLy KtLt KUr (lb) P/Pa Value Center Span 10551.0 (c) None None 23 11141.5 (c) 0.95 0.95 Baja Construction Co., Inc. Page 9 of 32 223 Foster Street Job #8366 -Martinez,.CA 94553 Santa Camelita @ Vale La Quinta (800)-366-9600 04/12/06 Column Loading: Dead Load + Live Load Dead load on column, Pdl :_ (RDL)•(18.0•ft)•(18.0•ft) Pdl = 0.648kips Live load on column, PH :_ (RLL)•(18.0•ft)•(18.0•ft) PH = 5.184kips Moment to column: Mdl :_ (P2dl)•(L2) — (Pldj)•(L1) Mdl = 2.072ft•kips MI :="(P2,,)•(L2) — (PI,,)•(L1) MII = 16.577ft•kips Mcol := '(P2)•(L2) — (P1)•(L1) Mcol=.18.649ft•kips Wind Load: Ce = 1.06 qs = 16.40 psf I = 1.00 Unenclosed structure, Cq := 1.3 Wind pressure, P:= Ce•Cq•gs•I P = 22.60psf Fw:= (P)•(18.0•ft)•(2.0•ft) Fw=813.57lbf Mwind := (Fw)•(9.5,-ft) Mwind = 7.729ft•kips Seismic: 1:= 1.0 R:= 2.2 Na := 1.50 =___=_> Ca := 0.44 -Na Ca = 0.660 W:= RDL•(18.0•ft)•(l8,0•ft) • W = 648.00lbf 2.5•Ca. I Vs :_ •(W) Vs = 0.35 kips 1.4• R Seismic Moment to Column Mseis := Vs•(9.5•ft) Mseis = 3.298ft. kips Baja Construction Co., Inc. Page 10 of 32 223 Foster Street Job #8366 Martinez, CA 94553 Santa Camelita @ Vale La Quinta `('800) 366'-9600 04/12/06 Columns, cont: (2) Cee 10" x 24/2°' x 12 Ga Boxed Allowable Axial Stress: Fy := 55.0•ksi E:= 29500:ksi Ky := 2 Ly := 9.5. ft ry:= 2.0458•in Kx := 2 Lx := 9.5 -ft r,,:= 3.7470. in 2 LY) rKx•Lxl CKY = 12420.62 = 3702.56 ry J I\ rX J 2 •E Fe := Fe = 23.44ksi (K,, LY)2 )2]ma ry(Kx,Lx rx Fy Fn := if[ Fe > 0.5•Fy,FyI 1 – Fe] Fn = 23.44ksi ` 4-FeJ J Ae := 3.4178• int Qc := 1.80 Pn := Ae•Fn Pn = 80.12 kips Pn— Pa := Pa = 44.51 kips QC Combined Loading - Dead Load + Live Load Db,:= 1.67 Ix := 47.9858•in4 Sx := 9.5972•in3 -Cmx :=,1. Mnx:= Sx•Fy Mnx = 43.99ft. kips n•E•Ix Pex :_ Pex = 85.55 kips (Kx • Lx) 2 Qc•(Pdl + PI1) ax :_ 1 – ax = 0.88 Pex Qc•(Pdl + PII) S2b•Cmx•Mcol + –0.94 1:0 O.K. . Pn Mnx•ax , Combined Loading - Dead Load + Wind Load (seismic not critical) S2c•(Pdl) ax '= 1 – ax = 0.99 Pex nc•(Pdl) Qb•Cmx•.Mwind + = 0.31 < 1.33 O.K. . Pn Mnx ax .Baja Construction Co., Inc. Page 11 of 32 223 Foster Street Job #8366 Martinez, CA 94553 Santa Camelita @ Vale La Quinta (800) 366-9600 04/12/06 Pier Footing: 24" x 6°-9" deep Caisson Max: Moment, Mmax := max(Mco1,0.75•Mwind,0.75•Mseis) Mmax = 18.65ft•kips Equivalent Point Load; p Mmax P = 1.96 kips 9.50•ft Allowable lateral bearing pressure S 200• psf ft Applied lateral force...............................................P = 1.96 kips Distance - P to ground ........................................... h := 9.50•ft Pole diameter (or diagonal) .................................... b := 24.0•in , Pole embedment depth ........................................... D:= 6.75 -ft Structure is not adversely affected by 1/2" ground motion — use twice value of Sa D Si 2•Sa• 3 Si = 900.00psf 2.34• P A:= A=2.55ft SIb d:= 2 rl+ 1+4Ah1 d=6.57ft Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 36619600 Page 12 of 32 Job #8366 Santa Camelita @ Vale La Quinta 04/12/06 Check Pier Footing for Vertical Dead + Live Loads: Allow. Soil Bearing ............................ SBPallow = 2000.00 psf % Increase for depth ......................... % := 0.20. 1 ft Total Soil Bearing Pressure ............. SBPt := SBPallow + %-(SBPauow)-(D — 1.0 -ft) SBPt = 4300.00 psf Pier Diameter ......................... b = 24.00 in r:= 0.5•b r = 12.00 in Max. Vertical Load ................ P:= Pdl + PH P = 5.83 kips SBP: -- Actual Soil Bearing •.........••• — Tc r2 SBP= 1856.38 psf — O.K. Check Pier•Footin for or Uplift Loads (DL+Wind): Ce = 1.06 Cq := 0.70 qs = 16.40 psf I = 1.00 Pu := Ce•Cq•gs•I. Pu = 12.17 psf Uplift;= (Pu — RDL)•(18.0•ft)•(18.0•ft) Uplift= 3.29 kips SBPallow Allow. Skin Friction ............. Ff := Ff = 333.33 psf 6 Pier Capacity ......................... Cap := n.b:Ff Cap = 2094.40 plf Friction capacity ................... Fup := ( p)•( ) p p Ca D— 1•ft Fu— — 12.04 kis ::.. (neglect top 1.0 ft) Weight of footing ................ W:= (145•pcf)•(7r•r2)•(D) W = 3.07 kips W + Fup FS := FS =.4.59 Uplift Check Alternate Spread Footingfor or Uplift Load: Uplift = 3.29 kips W:= (145.0•pcf)•(6.0•ft)'•(4.0•ft)•(24•in)" W = 6.96 kips Allowable Skin Friction, Ff = 333.33 psf Footing Perimeter Length, L := 2.(6.0. ft + 4.0. ft) Effective Footing Depth, D:= 24.0 -in — 12.0 -in " D = 12.00 in Footing Friction Capacity, Fup := Ff •(L)•(D) Fup = 6.67 kips Factor of Safety, W + Fup = 4.14 Uplift v Title.: Santa Camelita at Vale La Quinta Job #8366 Dsgnr: Date: 11 `28AM, 12 APR 06 Description Scope Rev: 580001 6 p • User: KW -0601322, Ver 5.8.0, 1 -Dec -2003 GeneralTooting Analysis &,Design Page 1 L(c)1983-2003 " ENERCALC Engineering Software 8366.ecw:Calculations Description Alternate Spread Footing General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allowable Soil Bearing 2,000.0 psf A Dimensions...' Short Term Increase 1.330 Width along X -X Axis 6.000 ft. Seismic Zone 4 Length along Y-Y•Axis 4.000 ft Footing Thickness 24.00 in Live &Short NOT Combined. Col Dim. Along X -X Axis 10.00 -in fc 2,500.0 psi Col Dim. Along Y -Y Axis 5:00 in Fy 40,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel % 0.0014 Overburden Weight 0.00 psf 'Rebar Center To Edge Distance 3.50 in Loads :Applied Vertical Load... Dead Load 0.648 k ...ecc along X -X Axis -6.000 in Live Load 5.184 k _ ....ecc,along Y -Y Axis 0.000 in Short Term Load k Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left &'right) (pressures @ top & bot) Dead Load 2.070 k -ft k -ft Live Load 16.580 k -ft k -ft Short Term 7.730 k -ft k -ft' Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k k Summary Caution: X(static)ecc>Wid 6.00ft x 4.00ft Footing,. 24.0in Thick, w/ Column Support 10.00 x 5.00in. x O.Oin high DL+LL DL+LL+ST Actual - Allowable Max Soil Pressure 1,204.5 722.7 psf Max Mu 5.172 k -ft per ft Allowable" 2,000.0 2,660.0.psf Required Steel Area 0.518 02 per ft 'X Ecc, of Resultant 14.760 in 14.946 in ' Shear Stresses..... Vu Vn' Phi 'Y' Ecc, of Resultant 0.000 in 0.000 in 1 -Way 7.054 85.000 psi ' X -X Min. StabilityRatio No Overturning 9 1.500 :1 2 -Way 3.296 170.000 psi Y -Y Min.'Stability Ratio 2.214 (Footing Design Shear Forces ACl,C-1 ACI C-2, ACI C-3Vn' Phi Two -Way Shear 3.30 psi 0.31 psi 0.20 psi 170.00 psi One -Way Shears..: - Vu @ Left 7.05 psi 2.87 psi. 1.85 psi 85.00 psi Vu @ Right -0.62 psi -0.62 psi -0.40 psi " 85.00 psi Vu @ Top 0.18 psi 0.03 psi 0.02 psi 85,00 psi Vu @ Bottom 0.18 psi 0.03 psi 0.02 psi 85.00 psi Moments ACI C-1 - ACI C-2 ACI C-3 Ru / Phi As Redd Mu @ Left .. •-0.74 k -ft -0.81 k -ft -0.52 k -ft 2.1 psi -0.52 in2 per ft Mu @ ,Right 5.17 k -ft 1.98 k -ft - 1.27 k -ft 13.7 psi 0.52 in2 per ft Mu @ Top 0.65 k -ft 0.06.k -ft 0.04 k -ft .1.7 psi 0.52 in2 per ft Mu @ Bottom 0.65 k -ft 0.06 k -ft 0.04 k -ft . 1.7 psi " 0.52 in2' per ft Title : Santa Camelita at Vale La Quinta Job # 8366 Dsgnr: Date: 11:28AM, .12 APR 06 Description ; ' Scope Rev: 560001 User: KW -0601322, Ver 5.8.0, 1 -Dec -2003 General Footing, Analysis & Design Page 2 8366.ecw:Calculations (c)1983-2003 ENERCALC Engineering Software . r Description " Alternate Spread Footing, Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 0.00 1,204.51 533.00 533.00 psf DL + LL + ST 0.00, 722.73 317.00 317.00 psf Factored Load Soil Pressures ` ACI Eq. C-1 0.00 1,832.76 811.00 811.00 psf . ACI Eq. C-2 0.00 1,01,1.82 443.80 443.80 psf ' ACI Eq. C-3 0.100 1, 650.45 285.30 285.30 psf. - AGI Factors , '(per ACI 318-02, applied internally to entered loads) ACI C=1 & C-2 DL 1.400 ACI C-2 Group f actor 0.750 Add 11.4 Factor for Seismic 1.400 ACI C-1 & C-2 LL 1.700 - ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 .—seismic = ST * : 1.100 Used in ACI C-2 & C-3 Baja Construction Co., Inc. Page 15 of 32 223 Foster Street Job #8366 Wrtinez, NA 94553 Santa Camelita @ Vale La"Quinta (800) 366-9600 04/12/06 For the 26°-0" Handicap Bay: Roof Purlins: Cee 10" x 2 1/2" x 12ga L:= 26.0 -ft cantilever, a := 9.0 -ft tributary, s := 6.50 -ft Tributary area, A:= (L + a)•(s) A = 227.50 ftZ RLL := if (A < 200 ft2,20.0•psf,16.0•psf) RLL = 16.00psf w:= (RDL + RLL)•s w = 117.00plf Ce = 1.06 qs = 16.40 psf. . I = 1.00 Tributary area greater than 100, Cq :_ 1.3 – 0.30 Cq = 1.00 Pu := Ce•Cq•gs•I Pu = 17.38psf wuplift := (Pu – RDL)•(s) wupliFt = 100.00 plf See purlin check below. Purlin to Beam Connection: (8) - #12 screws d := 0.216 -in Q := 3.0 Steel in contact with screw head: 12 Qa Fug := 65•ksi tj := 0.075 -in Pni := 2.7•ti•d•Fui PnI = 2.84 kips Steel not in contact with screw head: 14ga Fut := 65•ksi t2 := 0.075 -in Pn2 := 2.742•d•Fu2 Pn2 = 2.84 kips For t, / ti equal to or less than 1 0.5 Pn3 := 4.2•(t,3•d) •Fu2 Pn3 = 2.61 kips Allow Shear per screw t 2 l Pn: if 5 1 , min(Pnl , Pn2, Pn3), min(Pnl , Pn2 I . Pn = 2.61 kips tj Pn Pn = 2.61 kips Pa := — Pa = 0.87 kips GF := 8•(Pa) GF = 6.95 kips P:= max(w, wupjjft)-(L) P = 3.04 kips _ O.K. 1996.AIS1 Specification w/1999 SJupplement Project: Santa Camel ita at Yale La Quintan Date, 4/12/2006 Model: Braced Single Post. Back 1/3 - E4 Page 1/1 . , .'fixM Onif Cd 1117Q s Ib/ft 9.00 ft `;26.00 ft Section: 10" x2 1/2" x 12 ga., - H.C. Purlin Single o'= - . Max ` ' • '1131,69.8'Ft-Lb Fy = '55.-0, ksi -, Moment of Inertia, I.= 23.99 in 4 Va = 0358.9 Ib; No Wind or -Earthquake Factor•Included ? ' Flexural and Deflection Check 7.0 < ''• Mmax Mmax/ Moos Bracing'.'.. Ma(Brc) . t'Moos/ - Deflection , Span, Ft-Lti,, Maxo Ft -Lb (in) `'1: Ft -Lb'-"' Ma(Brc) . (in) , `Y ' , Ratio Left Cantilever 4738.5 0.360 3025.1 'None ; u 10990:6.. ;; 0,275 `0.746 ' . "• U290 . • Center8pan 7659.4 0.582 7659.4 Full', '1.3169.8- 0.582 1:.215.U257 .` ._ (55 Combined Bending and Web Crippling +. _ {• f`.Y _.- Reaction or Load Brng a w Pa i Mmax Int; µ ,"Stiffen Pt Load P(Ib) (in) (Lb)': ` (Ft -Lb) ' Value r - . Req'd, , R1 • '' 2756:3 .... 1.00- ;. 4207 5 r. 1:15.. ,No,,' R2 ' 1338.8" - 1.00 2485:2 ;" -0:3 0.65 No Combined Bending and Shear +Mmax+ Reaction br Vmax Va - Intr. :, Intr. Pt Load (lb) (Ft-Lb),'`4 Factor V/Va,, ' ' M/Ma . Unstifferi ' Stiffen R1 1703.3 ., 4738.5 1:00 Y `" 0:.16 0.36 0.16: ,- ' '., NA' R2• -'13383' = 1 0.3 1.00 0.13'' 0.00 ' 0 02 :'NA `` K w.. - + is 1 « r•. - ',* i t ,, ? d .t.ti, h r. ry - r.' -16 .. s: - ' - 'tk +r to k + ♦ «„s.. z •.'- • .i c :;: .-, F. , _ ,, ' 4.1 ? ., r . ? 1 • - 1 j. i Y Y r • Iii v# M h • 1 • i Y.' 4 v x . '1996 AISI•Specification W/1999 Supplem6nt Project:: Santa Carrielita at Vale La Quintal { w k ry° { r t Date `"r 4/12/2006: r Model: Braced Single Post Back 1/3 s i Page 1!1 y100.0 Unif Ld Ib/ft. RiS .r ' R2 9.00 ft { 26:00 ft ► Section : 10" x 2 1/2" x 12 ga. - H.C. Purlin Single , Maxo =; - X13169.8 Ft -Lb , ' Fy = ' 55.0 ksi, Moment of Inertia, I = .:23.99 in^4'" 10358.9 lb, ' Wind or Earthquake Factor,lncluded ? YES r - • Flexural and Deflection Check- ' t w"; , .Mmax " Mmax/ '. Mpos .Bracing <; Ma(Brc) Mpos/ r Deflection . Span Ft -Lb Maxo - Ft -Lb ` in Ft -Lb `Ma Brc P { ( ) ( 1 (in) Ratio Left Cantilever " 4050.0 " _ 0.231 ` ': 2585.5 - = ' Full' •, 13169.8 0.147 0.6381 U339 ' Center Span 6546.3 0.373: ,. . ` 6546.3 Third -Pt 878T 1^ , 0.559 ,1.039 U300' .: ' Combined` Bending and Web CHP431ing' • r. ► . +' Reaction or Load '`. Brng '' Pa." ` .' Mmax s Intr. Stiffeny' '• Pt Load 'P(lb) (in) (lb) - (Ft -Lb) Value , : Req'd ? r _ ' t :R1 2355,8- 1.00 . '4207.7,. V1.00 :No R2 1144.2 2485:2, 0.0 0.41 No .. .• -Combined Bending and Shear_ Reaction or Vmax - Mmax Va, r"e Intr., Intr. r Pt Load', x(Ib)t_ '(Ft -Lb) ;Factor VNa• 'M/Ma hUnstiffen Stiffens ` ` R1 1455.8 * 4050 0 ' _ 1.00 0.11 s. - 0.23 '0:06 NA,- + R2 , 1144.2 F'`0.0 `+ 1.00 0.08' ; " 0:00' 0.01 a NA ' ♦ s 17 4 * 1 Baja Construction Co., Inc. Page 18 of 32 223 Foster Street Job #8366 Martinez, CA 94553 Santa Camelita @ Vale La Quinta (800) 366-9600 04/12/06 Roof Beams: (2) Cee 10" x 2 1/2" x 14ga Left side; L1 := 2.08.11 Right side, L2:= 7.92-ft L3 := 2:92.11 Left side, P1 :_ (RDL + RLL)•(22.0•ft)•(6.0•ft) P1 = 2376.00lbf Pld] :_ (RDL)•(22.0•ft)•(6.0•ft) PldI = 264.00lbf Plp :_ (RLL)•(22.0•ft)•(6.0•ft) P111 = 2112.00Ibf Right side, P2:= (RDL + RLL)•(22,0•ft)•(6.5•ft) P2 = 2574.00 IV . P2di := (RDL)•(22.0•ft)•(6.5•ft) ,..._.P2di = 286.001bf P211:= (RLL)•(22.0•ft) •(6.5•ft) P211 = 2288.00Ibf P3 :_ (RDL + RLL)•(22.0•ft)•(5.5•ft) P3 = 2178.00lbf a L2 L3 P3di :_ (RDL)•(22.0•ft)•(5.5•ft) P3di = 242.00lbf IPI IP3 IP2 P311 :_ (RLL)•(22.0•ft)•(5.5-ft) P311 = 1936.00lbf m Max. Beam Moment (right side critical): 1B' Mbm := (P2)•(L2 - 2.5-ft) + (P3)(L3 - 2.5-ft) Mbm = 14.87ft•kips = Sx := 3.4039•in3 Ix := 17.4578•in4 E:= 29500•ksi Mbm 1b:= fb = 26.20 ksi 2.Sx P2-(L2 - 2.50•ft)3 2•(L2 -' 2.50•ft) A :_ A = 0.23 in - 567.57 3•E•(2•Ix) A Beam is adequate. Beam to Column Conn.: (4) 3/4" A307 bolts at 7" bolt pattern Connection Load (half load to each side) (P2) (L2 - 2.5.11) + (P3)•(L3 - 2.5.11) - (P1)-(LI + 2.5.ft) R1 := 0.5• R1 = 0.80 kips 2.5. ft V:= 0.25•R1 V = 0.20 kips per bolt Allowable Bearing on 12 Ga: t:= 0.105-in Fu := 70.0•ksi d := 0.75-in Qb := 2.22 Fp := 2.22-Fu Fp = 155.40 ksi Pn := Fp•d•t Pn = 12.24 kips Pn Pa:-- - Pa = 5.51 kips Qb Allow. Bolt Shear, Va := 4.4-kips - O.K. Baja Construction Co., Inc. 223 Foster Street Martinez,, CA 94553 (800) 366-9600 Knee Brace: Tapered Cee 5.125" to 5" x 4" x 12ga Lbr := 2•(2.50•ft)2 - Lbr = 3.54 ft Pbr;= (P2). (L2) + (P3)•(L3) – (P1)•L1 2.50•ft•(0.707) Pbr= 12.336 kips See knee brace check below Check Knee Brace Connection: (6) - #12 screws each side, each end d := 0.216•.in . 0 := 3.0 Steel in contact with screw head: 12ea Page 19 of 32 Job #8366 Santa Camelita @ Vale La Quinta 04/12/06 Ful := 65•ksi tj := 0.105 -in Pnj := 2.7•ti•d•Ful Pn1 =3.98 kips Steel not in contact with screw head: 12ea Fut := 65;ksi t2 0. Pn2 2.7•t2•d•Fu2 Pn2 = 3.98 kips For t2 / t equal to or less than 1 o.s Pn3 := 4:2.(t23•d) •Fu2 Pn3 = 4.32 kips Allow Shear per screw t Pn := if <– 1 , min(Pni , Pn2, Pn3, min(Pnl , Pn2 Pn = 3.98 kips (tj Pn Pn = 3.98 kips ====> Pa := — Pa = 1.33 kips S2 GF:= 2•(6)•()?a) GF = 15.92 kips~ O.K. 1 1996 AISI Specification w/1 999 Supplement . Project: Santa Camelita at Vale La Quinta Date: 4/12/2006 Model: Braced Single Post -Back 1/3 Page 1/1 R1 R2 2.50 ft Section : 5.125" to 5" x 4" x 12ga. - Knee Brace Single Maxo = 3612.7 Ft -Lb Fy = 55.0 ksi Moment of Inertia, I= 4.47 in^4 Va = 10487.4 Ib Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 0.0 0.000 0.0 Third -Pt 3612.7 0.000 0.000 U300 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft -Lb) Value Req'd ? R1 0.0 1.00 1847.8 0.0 0.00 No R2 0.0 1.00 1847.8 0.0 0.00 No Combined Bendinq and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 0.0 0.0 1.00 0.00 0.00 0.00 NA R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing (in) Max Allow Ld Intr. Span (Ib) KyLy KtLt KL/r' (lb) P/Pa Value Center Span 12336.0 (c) None None 23 20163.7 (c) 0.61 0.61 Baja Construction Co., Inc. Page 21 of 32 223 Foster Street Job #8366 Martinez, CA 94553 Santa Camelita @ Vale La Quinta (800) 366-9600 04/12/06 Column Loadiniz: Dead Load + Live Load Dead load on column, Pdl :_ (RDL)•(22.0•ft)•(18.0•ft) Pdl = 0.792 kips Live load on column, PH := (RLL)•(22.0•ft)•(18.0•11) PH = 6.336kips Moment to column: Mdl := (P2di)•(L2) - (Pl,,)•(L1) Mdl = 1.716ft. kips MII := '(P2ii)•(L2) — (Pl,i)•(L1) MII,= 13.728ft•kips Mcol :_ (P2)•(L'2) — (P1)•(L1) Mcol = 15.444ft•kips Wind Load: Ce = 1.06 qs = 16.40 psf I = 1.00 Unenclosed structure, Cq := 1.3 Wind pressure, P:= Ce•Cq•gs•I P= 22.60 psf Fw:= (P)•(22.0•ft)•(2.0•ft) Fw = 994.361bf Mwind :_ (Fw)•(9.5•ft) Mwind = 9.446ft•kips Seismic: 1:= 1.0 R:= 2.2 Na := 1.50 =_____> Ca := 0.44 -Na Ca = 0.660 W:= RDL•(22.0•ft)•(18.0•ft) W,= 792.00 IV 2.5•Ca. I . Vs :_ •(W) Vs = 0.42 kips 1.4•R Seismic Moment to Column Mseis := Vs•(9.5•ft) Mseis = 4.031 ft -kips Baja Construction Co., Inc. Page 22 of 32 223 Foster Street Job #8366 Martinez, CA 94553 Santa Camelita @ Vale La Quinta (800) 366-9600 04/12/06 Columns, cont: (2) Cee 10" x 2 1/219 x 12 Ca Boxed Allowable Axial Stress: Fy := 55.0; ksi E:= 29500•ksi Ky:= 2 Ly:= 9.5-ft' ry:= 2.0458•in Kx•:= 2 Lx := 9.5-ft r,,:= 3.7470•in . z 2 (Ky,Ly) 12420.62 I/Kx•Lxl 3702.56 rY \ rX J 2 n .E _ .... Fe :_ Fe = 23.44 ksi Kx•Lx 2 ma (KY'LY)2' ry rX / Fy Fn := if[Fe > 0.5•Fy,FyI 1 – ),Fe] Fn = 23.44ksi 4-Fe Ae := 3.4178•in2 f2c := 1.80 Pn := Ae•Fn Pn = 80.12 kips Pn Pa:= — Pa = 44.51 kips f2c Combined Loading - Dead Load + Live Load f2b := 1.67 Ix := 47.9858•in4 Sx := 9.5972•in3 Cmx := 1 n E Ix Mnx := Sx•Fy Mnx = 43.99 ft. kips Pex :_ Pex = 85.55 kips (Kx`Lx)2 f2c•(Pdl + PII) ax := 1 – ax = 0.85 Pex f2c•(Pdl + PII)nb•Cmx•Mcol + = 0.85 _ 1.0 O.K. Pn Mnx•ax Combined Loading - Dead Load + Wind Load (seismic not critical) ax := I – ax = 0.98 Pex f2c•(Pdl) Qb•Cmx•Mwind-= + 0.38 < 1.33 O.K. Pn Mnx•ax Baja Construction Co., Inc. Page 23 of 32 223 Foster Street Job #8366 Martinez, CA 94553 Santa Camelita @ Vale La Quinta (800) 366'-9600 04/12/06 Pier Footing: 24" x 6'-9" deep Caisson Max. Moment, Mmax := max(Mcol,0.75•Mwind,0.75•Mseis) Mmax = 15.44ft•kips EEquivalent Point Load p := Mmax q P = 1.63 kips 9.50 -ft Allowable lateral bearing pressure psf ft Applied lateral force ............................................... P = 1.63 kips. Distance - P to ground ........................................... h := 9.50.6 Pole diameter (or diagonal) .................................... b := 24.0 -in Pole embedment depth ........................................... D :='6.75•ft Structure is not adversely affected by 1/2" ground motion — use twice value of Sa D S, := 2•Sa' Si = 900.00psf 3 2.34• P A:= - A=2.11ft SI•b d:= 2 (1+ 1+4Ah1 d=5.856 Baja Construction Co., Inc. Page 24 of 32 223 Foster Street Job #8366 Martinez, CA 94553 Santa Camelita @ Vale La Quinta j800) 366-9600 04/12/06 Check Pier Footing for Vertical Dead + Live Loads: Allow. Soil Bearing ............................ SBPaliow = 2000.00 psf 1 % Increase for depth ......................... %:= 0.20. ft Total Soil Bearing Pressure ............. SBPt:= SBPaliow + %•(SBPauow)•(D – 1.0•ft) SBPt = 4300.00 psf Pier Diameter .......................... b = 24.00 in r:= 0.5-b r = 12.00 in Max. Vertical Load ................ P:= Pdl + PH P 7.13 kips Actual Soil BearingSBP:= — 7(-r 2 SBP = 2268:91 psf O.K. Check Pier Footing for Uplift Loads (DL+Wind Ce = 1.06 Cq := 0.70 qs = 16.40 psf I = 1.00 Pu := Ce•Cq•gs•I Pu = 12.17psf Uplift:= (Pu –RDL)•(22.0•ft)•(18.0•ft) Uplift 4.03 kips Allow. Skin Friction ............. Ff SBPaliow Ff = 333.33 psf 6 Pier Capacity .............:........... Cap := tr•b•Ff Cap = 2094.40 plf Friction capacity ................... Fup :_ (Cap)•(D_– 1 -ft) Fup = 12.04 kips (neglect top 1.0 ft) Weight of footing ................ W:=(145'pcf)•(7r•r2)•(D) W=3.07 kips W + Fup FS := FS = 3.75 Uplift Check Alternate Spread Footingfor Load: Uplift =.4.03 kips W:= (145.0•pcf)•(6.0-ft)•(4.0•ft) (24•in) W = 6.96 kips Allowable Skin Friction, Ff = 333.33 psf Footing Perimeter Length, L := 2.(6.0. ft + 4.0. ft) Effective Footing Depth, D := 24.0. in – 12.0- in D = 12.00 in Footing Friction Capacity, Fup := Ff •(L)•(D) Fup = 6.67 kips C Factor of Safety, W + Fup = 3.38 Uplift Title Santa Camelita at Vale La Quinta Job # 8366 Dsgnr: _ Date: 11:56AM, 12 APR 06 ` Description '. Scope . - Rev: 580001- ^' -:a'- • •+- . User: KW-0601322, Ver 5.8.0, 1-Dec-2003 General Footing Analysis &.Design Page 1 ' (c)1983-2003 ENERCALC Engineering Software 8366.ECW:Calculations Description 26'-0"H3ndicap Bay Genera Hnfornlation Code Ref: ACI 318-02, 1997 UBC, 2003 IBC,'2003 NFPA 5000 Allowable Soil Bearing 2,000.0 , psf. • Dimensions... Short Term Increase 1.330 Width along X-X Axis 6.000 ft Seismic Zone 4 Length along Y-Y Axis 4.000 ft. Footing Thickness 24.00 in Live & Short NOT Combined Col Dim. Along X-X Axis 10.00 in fc 2,500.0 psi Col Dim. Along Y-Y Axis 5.00 in W ..... Fy 40,000.0 psi Base Pedestal Height 0.000 in H Concrete Weight 145.00 pcf . Min Steel % 0.0014 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in Loads--- Applied Vertical Load... Dead Load 0.792 k ...:ecc along X-X Axis -6.000 in Live Load 6.336 k ...ecc along Y-Y Axis 0.000 in ShortTerm Load k _ Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load 1.720 k-ft k-ft Live Load' 13.730 k-ft k-ft Short Term 9.450 k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @left & right) (pressures @ top & bot) Dead Load k k Live Load k ' k Short Term .k ". k Summary. r ' Caution: X(short)ecc>Widt 6.00ffx 4.00ft Footing, 24.Oin Thick, w/ Column Support 10.00 x 5:00in x O.Oin.high DL+LL DL+LL+ST Actual Allowable - Max Soil Pressure 1,082.2 802.4 psf Max Mu .' 4.783 k-ft per ft Allowable 2,000.0 2,660.0 psf Required Steel Area 0.518 in2 per ft 'X Ecc, of Resultant 10.124 in - 16.678 in 'Y' Ecc, of Resultant 0.000 in- 0.000 in Shear Stresses.... Vu Vn' Phi 1-Way 6.408 85.000 psi X-X Min. Stability Ratio No Overturning 1.500 :1 2-Way 4.027 170.000 psi Y-Y Min. Stability Ratio 2.121 i LFooting Design Shear Forces ACI C-1 ACI Cyt ACI.0-3 •' Vn '•Ptii Two-Way Shear 4.03 psi 0.43 psi". 0.27 psi 170.00 psi One-Way Shears... Vu @ Left 6.41 psi 3.36 psi 2.16 psi 85.00 psi Vu @ Right -0.31 psi -0.62 psi -0.40 psi 85.00 psi Vu @ Top 0.21 psi 0.04 psi 0.02 psi 85.00 psi Vu @ Bottom 0.21 psi 0.04 psi 0.02 psi 85.00 psi , • Moments ACI C-1 ACI C-2 ACI C-3 Ru / Phi As Reo'd Mu @ Left -0.22 k-ft -0.86 k-ft -0.55 k-ft 2.3 psi -0.52 in2 per ft Mu @ Right 4.78 k-ft 2.33 k-ft 1.49 k-ft 12.6 psi 0.52 in2 perft Mu @ Top 0.79 k-ft 0.07 k-ft 0.05 k-ft 2.1 psi 0.52 in2 ` per ft Mu @ Bottom 0.79 k-ft 0.07 k-ft 0.05 k-ft 2.1 psi 0.52 in2 per ft Title : Santa Camelita at Vale La Quinta Job # 8366 Dsgnr: Date: 11:56AM, 12 APR 06 Description : - •, Scope Rev: 580001 User: K1/J-0601322, Ver 500, 1 -Dec -2003 & Gelneral footon P nal sis Design y Analysis p - _ '- Page. 2 ' (c)1983-2003 ENERCALC Engineering Software 8366.ECKCalculations Description 26'-0" Handicap -Bay i Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 91:75 1,082.25 587.00 587.00 psf DL + LL + ST 0.00 802.40 323.00 323.00 psf . Factored Load Soil Pressures ACI Eq. C-1 140.83 1,661.17 901.00 901.00 psf ACI Eq. C-2 0.00 1,123.36 452;20 452.20 psf ACI Eq. C-3 0.00 722.16 290.70 290.70 psf ACI Factors (per ACI 318-02, applied'inte'rnally td entered loads) -' ACI C-1 & C-2 DL 1.400 ACI C-2.Group Factor 0.750, Add" 11.4" Factor for Seismic 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add" l "0.9" Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST' ; 1.100 Used in ACI C-2 & C-3 corrosion resistance of aluminum for twice the life of most zinc coatings. HR -367m Roof & Wall is a through -fastened metal panel with 36" net coverage. HR -36 Roof & Wall is pre- dominantly used in industrial and light commercial applications. O wider coverage means fewer panels to handle and. install, saving time and money. ❑ Long spanning capability; design provides superior load and span capacities, saving money in structural support. O Quick, economical trim packages available as standard trim pieces that can be ordered by number. O High tensile steel panels in 29 and 26 gauge panels available with the DuraTechT'nt coating system or Zincalume'j Plus for unpainted applications. O Fiberglass panels are available in matching profile. HR -36 Roof & Wall (Typical Roof Application) 1/2 71/16".Painted side i >I a 36" Net Coverage — A i SPAN Engineered Solutions in Metal Tacoma, WA 800 733-4955, 253-3834955 FAX 253-272-0791 Fontana, CA 800-272-2466, 909-823-0401 FAX 909-823-2625 1996 AISI Specification w/1999 Supplement ' DATE: 4/12/2006 Santa Camelita at Vale La Quinta SECTION DESIGNATION: 10" x 2 1/2" x 14 ga. - Purlin & Beam Single C Stud INPUT PROPERTIES: Web Height = 10.0000 in Steel Thickness = 0.0750 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold -Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from-Top•Fiber (Ycg)-,' Moment of Inertia for Deflection (Ixx) 17.4578 in^4 Section Modulus (Sxx) 3.4039 in 3 Allowable Bending Moment (Ma) 9342.03 Ft -Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 5.0000 in Moment of Inertia (Ixx) 17.4578 in^4 . Cross Sectional Area (A) 1.2316 in^2 Radius of Gyration (Rx) 3.7650 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.6593 in Gross Moment of Inertia (lyy) 1.0228 in^4 Radius of Gyration (Ry) 0.9113 in Other Section Property Data Member Weight per, Foot of Length Allowable Shear Force In Web (Unpunched) Pao for use in Interaction Equation C5-2 Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) St. Venant torsion Constant (J x 1000) Warping Constant (Cw) Radii of Gyration (Ro) Torsional Flexural Constant (Beta) r4:1908•Ib/ft 3751.53 Ib 21882 Ib -1.7316 in 2.3092 in^4 21.6347 in16 4.2431 in' 0.8335 1996 AISI Specification w/1999 Supplement DATE: 4112/2006 Santa Camelita at Vale La Quinta SECTION DESIGNATION: 10" x 2 1/2" x 12 ga. - H.C. Purlin Single C Stud INPUT PROPERTIES: Web Height = 10.0000 in Steel Thickness = 0.1050 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber ( Yc 9) 5.0000 in Moment of Inertia for Deflection (Ixx) 23.9929 in^4 Section Modulus (Sxx) 4.7986 in 3 Allowable Bending Moment (Ma) 13169.75 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 5.0000 in Moment of Inertia (Ixx) 23.9929 in^4 Cross Sectional Area (A) 1.7089 in^2 Radius of Gyration (Rx) 3.7470 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.6614 in Gross Moment of Inertia (lyy) 1.3751 in^4 Radius of Gyration (Ry) 0.8970 in Other Section Property Data Member Weight per Foot of Length 5.8150 Ib/ft Allowable Shear Force In Web (Unpunched) 10358.93 Ib Pao for use in Interaction Equation C5-2 34860 Ib Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.7036 in St. Venant torsion Constant (J x 1000) 6.2802 in^4 Warping Constant (Cw) 28.9360 in^6 Radii of Gyration (Ro) 4.2127 in Torsional Flexural Constant (Beta) 0.8365 1996 AISI Specification w/1999 Supplement DATE: 4/12/2006 Santa Camelita at Vale La Quinta SECTION DESIGNATION: 5.125" to 5" x 4" x 14ga. - Knee Brace Single INPUT PROPERTIES: Web Height = 5.0000 in Steel Thickness = Top Flange = 4.0000 in Inside Corner Radius = Bottom Flange = 4.0000 in Yield Stress, Fy =. Fy With Cold -Work, Fya = OUTPUT PROPERTIES: Effective Section Properties, Strong Axis 0.0750 in 0.1250 in 55.0 ksi 55.0 ksi Neutral Axis from'Top Fiber"(Ycg) 3:1910 -in Moment of Inertia for Deflection (Ixx) 2.9120 in^4 Section Modulus (Sxx) 0.8348 in 3 Allowable Bending Moment (Ma) 2291.11 Ft -Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 2.5000 in Moment of Inertia (Ixx) 4.2860 in^4 Cross Sectional Area (A) 0.9533 in^2 Radius of Gyration (Rx) 2.1204 in Section Properties, Weak Axis -2.9017 in Gross Neutral Axis (Xcg) From Web Face 1.2731 in Gross Moment of Inertia (lyy) 1.6554 in ^4 Radius of Gyration (Ry) 1,3178 in Other Section Property Data 0.4254 Member Weight per Foot of Length 3.2438 Ib/ft Allowable Shear Force In Web (Unpunched) 6345.25 Ib Pao for use in Interaction Equation C5-2 12194 Ib Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -2.9017 in St. Venant torsion Constant (J x 1000) 1.7874 in^4 Warping Constant (Cw) 7.1347 in^6 Radii of Gyration (Ro) 3.8278 in Torsional Flexural Constant (Beta) 0.4254 1996 AISI Specification w/1999 Supplement . DATE: 4/12/2006 Santa Camelita at Vale La Quinta SECTION DESIGNATION: 5.125" to 5" x 4" x 12ga. - Knee Brace Single INPUT PROPERTIES: Web Height = 5.0000 in Steel Thickness = Top Flange = 4.0000 in Inside Corner Radius = Bottom Flange = 4.0000 in Yield Stress, Fy = Fy With Cold -Work, Fya = OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia for Deflection (Ixx) Section Modulus (Sxx) Allowable Bending Moment (Ma) Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia (Ixx) Cross Sectional Area (A) Radius of Gyration (Rx) Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face Gross Moment of Inertia (lyy) Radius of Gyration (Ry) Other Section Property Data Member Weight per Foot of Length Allowable Shear Force In Web (Unpunched) Pao for use in Interaction Equation C5-2 Torsional Properties Dist. from Shear Center.to Neutral Axis (Xo) St. Venant torsion Constant (J x 1000) Warping Constant (Cw) Radii of Gyration (Ro) Torsional Flexural Constant (Beta) 0.1050 in 0.1250 in 55.0 ksi 55.0 ksi 3.0703 in 4.4661 in^4 1.3163 in 3 3612.71 Ft -Lb 2.5000 in 5.8938 in^4 1.3270 in^2 2.1075 in - 1.2859 in 2.2871 in^4 1.3129 in 4.5153 Ib/ft 10487.40 Ib 22165 Ib -2.8964 in 4.8765 in^4 9.7482 in^6 3.8150 in 0.4236 1996 AISI Specification w/1999 Supplement ALS ' DATE: 4/12/2006 Santa Camelita at Vale La Quinta SECTION DESIGNATION: 10" x 2 1/2" x 12 ga. - Column (2) Boxed C Stud INPUT PROPERTIES: Web Height = 10.0000 in Steel Thickness = 0.1050 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold -Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis -from Top' Fiber (Ycg) ,. 5:0000 in Moment of Inertia for Deflection (Ixx) 47.9858 in^4 Section Modulus (Sxx) 9.5972 in 3 Allowable Bending Moment (Ma) 26339.51 Ft -Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 5.0000 in Moment of Inertia (Ixx) 47.9858 in^4 Cross Sectional Area (A) 3.4178 in^2 Radius of Gyration (Rx) a 3.7470 in t Section Properties, Weak Axis Gross Moment of Inertia (lyy) 14.3043 in ^4 Radius of Gyration (Ry) 2.0458 in Other Section Property Data Member Weight per Foot of Length 11.6300 Ib/ft Allowable Shear Force In Web (Unpunched) 20717.86 Ib Pao for use in Interaction Equation C5-2 69720 Ib