The URL can be used to link to this page

06-1921 (CCOM)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: Property Address: APN: Application description: Property Zoning: Application valuation: Applicant: 06700001921 79740 —ii IGHWAY 111 649-020-040- - CARPORT - COMMERCIAL REGIONAL COMMERCIAL 8618 Td!t44Q" Architect or Engineer: BUILDING & SAFETY DEPARTMENT BUILDING PERMIT LICENSED CONTRACTOR'S 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 Buand Professionals Code, and my License is in full force and effect. License CsinesCllass: 13 P>t( Lice No.: 810181 Date: 0& Contractor: (F'" OWNER -BUILDER DECLARATION I hereby affirm underpenaltyof perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or 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).: (_) 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 Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). e (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed -� pursuant to the Contractors' State License Law.). ( 1 I am exempt under Sec. , BAP.C. for this reason r Date: Owner: CONSTRUCTION LENDING AGENCY -I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: _ Lender's Address: LQPERMIT - Owner: 99C ONLY STORES C/O JEFF GOLD 4000 E UNION PACIFIC AVE COMMERCE, CA 90023 Contractor: JOHNSON - BENEDETTI CONST 333 N. PALM CANYON PALM SPRINGS, CA 92262 (760)677_-2053 Lic. No.: 810181 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 8/14/06 AUG 14 2006 ID LA 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 and policy number are: Carrier STATE FUND Policy Number 2290027197 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 shout come subject to the workers' compensation provisions of Section 3700 of the Labor C e; I shall f hwith co with th= provisions. �Date:y� �� /-Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENLTION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($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. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this 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 application, 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. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to buil c struction, and hereby authorize representatives Doff this county lltoo enter upon the above-mentioned pro r for insp(ecVQ1 �o[n pu,pJo,!e�\s. /� /A/ //'11 l Date: fI f V FT Signature IAoolicant or Aaentl:i v k _ "t— �c I Application Number . . . . . 06-000019.21 ------ Structure Information METAL CARPORT II -N ----- Other struct info . . . . . CODE EDITION 2001CBC FLOOD ZONE NO GARAGE SQ FTG ---------------------------------------------------------------------------- 648.00 Permit . . . CARPORT/GARAGE Additional desc . Permit Fee . . . . 108.00 Plan Check Fee 70.20 Issue Date . . . . Valuation . . . . 8618 Expiration Date 2/10/07 Qty Unit Charge Per Extension BASE FEE 45.00 7.00 9.0000 THOU BLDG 2,001-25,000 63.00 ---------------------------------------------------------------------------- Special Notes and Comments METAL CARPORT 18X36 FT. S-3 OCC. TYPE II -N CONSTRUCTION. 2001 CBC. ' ---------------------------------------------------------------------------- Other Fees . . . . . . . . ART IN PUBLIC PLACES -COM 23.09 HOURLY PLAN CHECK 225.00 STRONG MOTION (SMI) - COM 1.80 Fee summary Charged Paid Credited Due -------=--------- ---------- ---------- __1 -------- -------- Permit Fee -Total 108.00 00 .00 108.00 Plan Check Total 70.20 .00 .00 70.20 _Other Fee Total 249.89 .00 .00 249.89 Grand Total 428.09 .00 .00 --� 428.09 LQPERMIT n BAJA CONSTRUCTION CO., INC. 223 FOSTER ST., MARTINEZ CA 94553 Phone (800) 366-9600 Local (925) 229-0732 Fax (925) 229-0161 June 22, 2006 Building and Safety Department 78-495 Calle Tampico La Quinta, CA 92253 Attn: Nalin Pachunuri, Plan Reviewer Re: Plan Check #06-1921 Carport — 79-840 Highway 111 for Johnson -Benedetti (Baja Job #8396) Mr. Pachunuri: In reply to the structural plan check comments dated 05/21/06 for the above-mentioned project, we have revised our drawings and provided additional calculations as follows. 1. Per soils report, the allowable soil bearing pressure = 2000 psf and the allowable passive pressure = 250 pcf for isolated footings. A copy of the Summary of Recommendations is attached. The complete geotechnical report shall be submitted by the owner or the owner's representative. The foundation design based 2000 psf soil bearing pressure and 200 pcf passive pressure is acceptable. 2. Provided pier footing with (4) #5 vertical rebars with #3 ties at 18" o.c. See revised detail 5/S 1. 3. See item 4 below. Column embedment of 2'-0" into pier footing and 1'-6" into spread footing is adequate. 4. In lieu of column end caps at pier footings and base plates at spread footings, columns are provided with #4x1'-4" long horizontal rebars drilled at column ends. Bearing on the horizontal rebars transfers vertical loads to footings. See attached addendum calculations. have any questions or need additional clarifications please do not hesitate to call us. Si�ncerel�y, �oF Essio� Robert Preddy, PE CCO Director of En inee g QUINTA No. c 37046 CITY OF LA gip. 8' BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION OF tf /%/ ry &� j CIE Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Page IofI Job #8396A 4 -Car Space Addendum 06122/06 Addendum.- 9'-0" x 18'-0" BSP Carports (back 113) 4 -Car Space Building La Quinta, CA for:. Johnson=Beneditti Construction ------------------------------------------------------- Vertical load transfer to column footings: #4 x 14" horizontal bars each way at bottom of column to transfer vertical load to footing. fc:= 2500 -psi �,inf 0.5 -in Allowable bearing, 0.3•fc = 750.00 psi Rebar length, Lrebar = 16.0. in Rebar extension past column web, Ll := 0.5(Lrebar — 5 -in) L1 = 5.50 in ( both sides) Rebar extension past column flange, L2 := 0.5•(Lrebar — 10.0•in) L2 = 3.00 in ( both sides) A:= 2(L1 + L2)•(ceinf) A = 8.50 int Bearing capacity, Pbrg:= (750.0•psi)•A Pbrg = 6.37 kips Max. Vertical Load ................ P:= 5.83 -kips Max. Uplift Load ................... Uplift:= 3.29 -kips _ 7 rccl,ClYG1J t3b/Y1/ zVUb 15:42 909-822-3039 Jun 21 06 03:42p J B C M, Inc. 760-318-6134 p.2 W SCARY OF RECOIVIMNDAITONS w�dadons FA11 wable Bearing Pressure Continuous wall footings 1,500 ps;f 5A Pad Column footings 2 000 sf foundation Type S read Foundations 5.4 Ewing Materials Engineered fdl • Allowable Passive Pressure 250 1pcf 5.4 Active Pressure 30 pef 5.8 At -rest Pressure 50 Pcf 5.8 Allowable Coefficient of Friction 0.35 5.4 Soil Expansion potential Ve -low M<20 3.1 Geol 'c and Seismic Hazards Liquefaction Potential -Negligible 3.4.2 Si cant Fault and Magnitude San Andreas M7.7 3.4.3; 5.7 Fault Type A 3.4.3; 5.7 • Seismic Zone 4 3.4-3-5.7 Soil Profile e SD 3.4.3; 'S.7 Near -Source Y�stance $.1 1rnn 3.4.3; 5.7 Seismic Coeff'xcien 1�1 1.08 3.4.3-57 Seismic Coefficien Nv 1.35 3,4.3 5.7 Pavement '11= 4.0 (Auto Parldng Areas) 2.5" AC / 4.0" AB 5.9 Tl 7.0 (Truck Access) 4.0" AC/ 8.0" AB 5.9 Slabs Building Floor SlabsOn engineered fill 5.5 Modulus of Silbarade ReactionL: 200 vci Rdstin Site Con:d�idons 5 5 lxx Fill 2 feet 3.1 Soil Corrosivity low sulfates low chlorides 5.6 moderate coirosivi Groundwater Depth Presently about 100 feet, Historic hi h 70 feet 3.2 Estimated Fill and Cut 3 3 feet -- fill includes over -excavation feet — cut 1.1 • . The recotnlnendations contained within this mport are subject to the lu imitations presented i Section 6 of this report, We recommend that all individuals using this report read the limitations. E.ARTR SYSTEMS SOUTHVrEST K9 Baja Construction Co., Inc. Page 1 of 18 1 223 Foster Street Martinez, CA 94553 lob 48396 (800) 366-9600 4 -Car Space 05/01/06 ---------- 9' -0" x 18'-0" BSP Carports back 1/3 3 -Car. Space Building Indio, CA for: Johnson-Beneditti Construction Design Criteria: Roof Live Load ...................................... RLL := 20.0•psf Basic Wind Speed (mph) ....................... Wind = 80 Wind Exposure ........................................ Exp = C Seismic Zone ........................................... Zone = 4 SoilProfile ...............................................Soil = Sd Importance Factor ................................... 1:= 1 qs = 16.40psf urg0,f0\ Ce = 1.06 �' ® O T M. p9�•� Q Z=0.40 C37 IVIL .Allowable Stresses 16 Roof and wall sheeting ........................... ASTM A924 Grade 80 Fy:= 80.0•ksi Fb:= 36.0•ksi Frames, purlins and girts ........................ ASTM A607 Grade 55 Fy := 55.0•ksi Fb := 33.0•ksi Allowable Soil Bearing Pressure ........... ASBP:= 2000•psf Concrete ................................................... fc:= 2500 -psi at 28 days Reinforcements ....................................... ASTM A615, Grade 40 Roof Dead Loads: Roof panels .............................................. RDL1 := 0.74•psf Framing.................................................... RDL2 := 1.0•psf Misc......................................................... RDL3:= 0.26•psf Total Roof Dead Load, RDL := RDLI + RDL2 + RDL3 RD L = 2.00 psf Design per 2001 CBC CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DA t2 gy iNJUN 2 7 2006 = Baja Construction Co., Inc. Page 2 of 18 223 Foster Street Martinez, CA 94553 Job 48396 (800) 366-9600 4 -Car Space 05/01/06 ` Roof Sheeting: 29ga Alta -Rib panels L:= 10.0•ft cantilever, a :- 4.5 -ft tributary, s :- 1.0•ft w:= (RLL+ RDL1)•(s) w=20.74plf Spos:= 0.1029•in3 Sneg:= 0.0868•in3 M := 0.125•w•L2 M = 259.25 ft•lbfM fb �= fb = 30.23 ksi Spos Meant:= 0.5•w -a2 Mcant=209.S'9ft•lbf fb:= Mcant fb = 29.03 ksi Sneg Uplift Load: Ce = 1.06 qs = 16.40 psf 1 = 1.00 Unenclosed structure, Cq := 1.3 Pu := Ce•Cq•gs•I Pu = 22.60 psf wuplift :_ (Pu - RDL1)•(s) wuplift = 21.86plf Mluplift :_, 0.125•(wuplift)'L2MIuplift = 273.24ft- lbf at cantilever: M2uplift := 0•5.(Wuplift).a2 M2uplift = 221.32 ft- Ibf max(M I uplift, M2uplift) Sxreqd = 1.33•Fb Sxregd = 0.0747 in3 _ panel adequate Connection to purlins: #12 SD screws w/ 5/8"0 dome washer every flute (9" o.c.) Member in contact w/ screw head (29ga), tl := 0.0139•in Tensile Strength, Ful :=-82.0•ksi Screwhead diameter, d := 0.625• in dw := if (d < 0.50• in, d, 0.50• in) dw = 0.50 in Pnov := 1.5•0•dw•Ful Pnov = 0.85 kips Q := 3.0Pnov Pullover,Pa:= Pa = 284.95 Ibf S2 wu :_ (Pu - RDL1)•(0.5•L + a) wu = 207.66 plf Max. screw spacing, S acing1.33 Pa P g �_ Spacing = 21.90 in wu Actual screw spacing = 9.0 in - O.K. Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Roof Purlins: Cee 10" x 2 1/2".x 14ga L := 18.0 -ft cantilever, a:= 9.0 -ft tributary, s:= 9.5 -ft Tributary area, A:= (L + a)•(s) A = 256.50 ft RLL:= if(A<200•ft2,RLL, 16.0•psf) RLL= 16.00 psf w:= (RDL + RLL)•s w = 171.00 Of Ce = 1.06 qs = 16.40 psf I = 1.00 Tributary area greater than 100, Cq := Cq — 0.30 Cq = 1.00 Pu:= Ce•Cq•gs•I Pu = 17.38 psf 'uplift :_ (Pu — RDL)•(s) 'uplift = 146.15 plf See Burlin check below. Purlin to Beam connection: (8) - #12 screws d := 0.216 -in S2 := 3.0 Steel in contact with screw head• 14 Ra. Ful := 65•ksi tl := 0.075 -in Pnl := 2.7•tl•d•Ful Pn l =2.84 kips Steel not in contact with screw head• 14 a __..r.°Fu2 = 65•ksi tt_ 2 : 0.075. in Pn2 := 2.7•t2•d•Fu2 Pn2 = 2.84 kips For t2 Lt I equal to or less than 1 30.5 Pn3 := 4.2•(t2 . d) •Fu2 Pn3 = 2.61 kips Allow Shear per screw t Pn if <1P n� n1,Pn2,Pn3),mmn Pnl,Pn2) Pn = 2.61 kips Pn = 2.61 kips =___> Pa := Pn Pa = 0.87 kips Q GF := 8 -(Pa) GF = 6.95 kips P:= max(w,wuplift)•(L) P = 3.08 kips O.K. Page 3 of 18 Job #8396 4 -Car Space 05/01/06 1996 AISI Specification w/1999 Supplement Project: Model: Purlins - D + L 1 &0 e 4 Date: 5/1/2006 Page 1/1 a r�tixd�hL�� Unif Ld - Ib/ft U.UU tt 18.00 ft Section : Cee 10 x 2.5 x 14ga. Single Maxo = 9342.0 Ft -Lb Fy = 55.0 ksi Moment of Inertia, 1 = 17.46 in^4 Va = 3751.5 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 Left Cantilever 6925.5 0.741 4421.2 None 7971.9 0.555 0.471 L/459 Center Span 6925.5 0.741 3895.8 Full 9342.0 0.417 0.326 L/662 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 3462.8 2.50 2269.7 6925.5 2.57 YES R2 1154.3 • 2.50 1312.5 0.3 1.06 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Load :(Ib)" (Ft -Lb) Factor'V/Va f M/Ma Unstiffen' ' Stiffen' -'R1 1923.8 6925.5 1.00 0.51 0.74 0.81 NA R2 1154.2 0.3 1.00 0.31 0.00 0.09 NA 1996 AISI Specification w/1999 Supplement Project: Model: Purlins D + W 0*011 Date: 5/1/2006 Page 1/1 Unif Ld Ib/ft I R1 9.00 ft R2 18.00 ft Section : Cee 10 x 2.5 x 14ga Single Maxo = 9342.0 Ft -Lb Fy = 55.0 ksi Moment of Inertia, 1 = 17.46 in'4 Va = 3751.5 Ib Wind or Earthquake'Factor Included ? YES Flexural and Deflection Check Mmax Mmax/ Span Ft Mpos Bracing Ma(Brc) Mpos/ Deflection -Lb Maxo Left Cantilever 5913.0 0.475 Ft -Lb 3774.9 (in) Full Ft -Lb Ma(Brc) (in) Ratio Center Span 5913.0 0.475 3325.9 PAid-Pt 9342.0 0.303 6595.2 0.378 0.402 U538 0.279 U776 Combined Bending and Web Crioplirig Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) R1 (in) (Ib) (Ft -Lb) Value Req'd ? 2956.5 R2 2.50 2269.7 5913.0 1.65 YES 985.5 2.50 1312.5 0.2 0.68. No Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load .,(Ib) , R1 (Ft -Lb) < Factor ' 'V/Va MIMa . Intr.. Unstiffen "' Intr. Stiffer'" 1642.5 R2 5913.0 1.00 0.33 0.47 0.33 NA 985.5 0.2 1:00 0.20 0.00 0.04 NA Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Roof Beams: (2) Cee 10" x 2 1/2" x 14ga Left side, L1 := 2.08. ft Right side, L2:= 7.92 -ft Left side, P1 :_ (RDL + RLL)•(18.0•ft)•(8.5•ft) ' Pld1 :_ (RDL)•(18.0•ft)•(8.5•ft) Plll:= (RLL)•(18.0•ft)•(8.5•ft) Right side, P2:= (RDL + RLL)•(18.0•ft)•(9.5•ft) ' P2dl:= (RDL)•(18.0•ft)•(9.5•ft) P211:= (RLL)•(18.0•ft)•(9.5•ft) Max. Beam Moment (right side): Mmax :_ (P2)•(L2 – 2.5ft) Mmax = 16.68 ft- kips Sx := 3.4039•in3 Ix := 17.4578•in4 Mmax fb fb = 29.41 ksi 2•Sx P2 L2 3 P1 = 2754.00 IV Pldi = 306.00 IV P111 = 2448.00lbf P2 = 3078.00lbf P2d1 = 342.00 IV P211 = 2736.00 IV E := 29500•ksi • Q _ •( – 2.Sft) 0 = 0.27 in 2.(L2 – 2.5- ft) 3•E•(2•Ix) 474.64 Beam is adequate Beam to Column Conn • (4) 3/4"0 A307 bolts at7" bolt pattern Connection Load (half load to each side) PI -(LI + 2.5 -ft) – (P2d1)•(L2 – 2.5ft) RI := 0.50• R = 2.152 kips 2.5. ft V:= 0.25•RI V = 0.54 kips per bolt F . Allowable Bearing on 14 Ga (column ; Fu := 70.0•ksi d := 0.75•in Qb 2.22 Fp := 2.22'Fu Fp = 155.40 ksi Pn := Fp•d•t Pn = 8.74 kips Pn Pa := — Pa = 3.94 kips – 0. K. Q Allow. Bolt Shear, Va := 4.4 -kips – O.K. Page 6 of 18 Job #8396 4 -Car Space 05/01/06 L1 L I � PI P21 Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Knee Brace: Tapered Cee 5.125" to 5.0" x 4" x 14ga Lbr :=2 (1.83 ft)2 Lbr = 2.59 ft Pbr:= (P2)•(L2) — (P])•L1 2.5•ft•(0.707)- Pbr = 10551.31 lbf See check of knee brace below. Check Knee Brace Connection: (8).-#12 screws each side, each end d := 0.216•in Q := 3.0 Steel in contact with screw head: 14Qa Fug := 65-ksi tj := 0.075 -in Pnj := 2.7•tj•d•Fut Pn1 = 2.84 kips Steel not in contact with screw head: 14ea Fu, := 65•ksi t, := 0.075•in Pn2 := 2.7•t2•d•Fu2 Pn2 = 2.84 kips For t2 / ti equal to or less than 1 o.s Pn3:= 4.2•(t23•d) •Fu2 Pn3 = 2.61 kips Allow Shear per screw ,. 11t Pn := if < 1, min(Pni , Pn2, Pn3), min(Pn , Pn2) Pn = 2.61 kips t� Pn = 2.61 kips ____> Pa- Pn Pa = 0.87 kips 0 GF:= 2•(8)•(Pa) GF= 13.90 kips— O:K. Page 7 of 18 Job #8396 4 -Car Space 05/01/06 Project: Model: 'Knee Brace 1996 AISI Specification w/1999 Supplement raj C 0 Date: 5/1/2006 Page 1/1 R1 ----- 2.59 ft R2 Section : Channel 5 x 4 x 14ga Single^ Moment of Inertia, I = Maxo = 2291.1 Ft -Lb Fy = 55.0 ksi 2.91 in 4 Va = 6345.3 Ib Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Span Ft -Lb Maxo Mpos Ft Bracing Ma(Brc) Mpos/ Deflection Center Span 0.0 0.000 -Lb 0.0 in Noe 2291.•1 M0.000) (in) Ratio 0.000 U776 Combined Bending and Web Crippling Reaction or LoadBrng Pa Mmax Intr. Pt Load P(Ib) R1 (in) (Ib) (Ft -Lb) Value Stiffen Req'd ? 0.0 R2 0.0 2.50 2.50 1037.0 0.0 0.00 No 1037.0 0.0 0.00 No Combined Bending and Shear Reaction or Vmax Mmax Va Pt LoadIntr. R1 (lb) (Ft -Lb) Factor V/Va M/Ma Unstiffen Intr. Stiffen 0.0 R2 0.0 0.0 0.0 1.00 1.00 0.00 0.00 0.00 NA 0.00 0.00 0.00 NA -Combined Bending and Axial Load • . ,.., Axial Ld Span Bracing (in) Max Allow Ld Intr. (lb) Center Span 10551.0 (c) KyLy None KtLt None KUr Ib Value 24 11068.5 c 0/95 0.95 Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Column Loading: Dead Load + Live Load Dead load on column, Pdl :_ (RDL)•(18.0•ft)•(18.0•ft) Live load on column, PH := (RLL)•(18.0•ft)•(18.0•ft) Moment to column: Mcol :_ (P2)•(L2) — (Pl)•(L1) Mdl:_ "RDI (Mcol) RDL + RLL " RLL M11:= •(Mcol) RDL + RLL Wind Load: Ce = 1.06 qs = 16.40 psf I = 1.00 Unenclosed structure, Cq := 1.3 Pdl = 0.648 kips PH = 5.184kips Mcol = 18.649ft•kips Mdl = 2.072ft•kips MII = 16.577ft•kips Wind pressure, P:= Ce•Cq•gs•I P = 22.60 psf 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 := 1.5 =_____> Ca := 0.44 -Na Ca = 0.660 W:= RDL•(18.0-ft)•(18.0-ft) W = 648.00lbf 2.5 • Ca. 1 Vs :_ •(W) Vs = 0.35 kips 1.4-R Seismic Moment to Column Mseis := Vs -(9.5 -ft) Mseis = 3.298 ft. kips M1 Page 9 of 18 Job #8396 4-Car'Space 051/01!06 Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Columns, cont: (2) Cee 10" x 2 1/2" 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 rX := 3.7470•in r y y 2 2 K L 1 r Kx Lxl = 12420.62 I` = 3702.56 rY J I\ rX JI . 2 E Fe :_ Fe = 23.44ksi Ky LY)2 (Kx.Lx )2]ma ry rX Fy Fn := ifl Fe > 0.5•Fy,FyrI – ,Fe] Fn = 23.44ksi L ` 4 -Fe) Ae := 3.4178•in2 nc := 1.80 Pn := Ae• Fn Pn = 80.12 kips Pn Pa := — Pa = 44.51 kips nc Combined Loading - Dead Load + Live Load Qb := 1.67 ix := 47.9858•in4 Sx := 9.5972-in3 Mnx := Sx•Fy Mnx = 43.99ft. kips Pex :_ 7t•E•1x (Kx• Lx)2 Qc•(Pdl + Pll) ax := 1 – ax = 0.88 Pex Qc•(Pdl + PII) Qb•Cmx•Mcol + –0.94 1.0 O.K. Pn Mnx•ax Combined Loading - Dead Load + Wind Load (seismic not critical) Qc•(Pdl) ax := 1 - ax = .0.99 Pex Qc•(Pdl) Qb•Cmx•Mwind + = 0.31 < 1.33 O.K. Pn Mnx•ax Cmx := 1 Pex = 85.55 kips Page 10 of 18 Job #8396 4 -Car Space 05/01/06 Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 (800) 366-9600 Pier Footing: 24"0 x T-0" deep Caisson Max. Moment, Mmax := max(Mcol,0.75•Mwind,0.75•Mseis) Mmax = 18.65ft- kips Equivalent Point Load P :_Mmax P = 1.96 kips 9.5 -ft Allowable lateral bearing pressure ...................... S200• psf a �= ft Applied lateral force ....:.......................................... P = 1.96 kips Distance - P to ground ........................................... h := 9.5 -ft Pole diameter (or diagonal) .................................... b := 24.0- in Pole embedment depth ........................................... D:= 7.0• ft Structure is not adversely affected by 1/2" ground motion -- use twice value of Sa S, := 2•Sa D 3 S, = 933.33 psf 2.34• P A:-SI•b A=2.46ft d:= 2 I 1+ 1+ 4,A hl d=6.43ft Page 1 1 of 18 Job #8396 4 -Car Space 05/01/06 Check Pi er'Footing for Vertical Loads (DL+LL)• Allow. Soil Bearing ............................ SBPa := 2000•psf % Increase for depth ......................... % := 0.20. 1 ft Total Soil Bearing Pressure ............. SBPt := SBPa + %-(SBPa)•(D — 1.0•ft) SBPt = 4400.00 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 Actual Soil Bearing .............. SBP := PZ SBP = 1856.38 psf O.K. 71•r Baja Construction Co., Inc. Page 12 of 18 . 223 Foster Street Job 48396 Martinez, CA 94553 4 -Car Space (800) 366-9600 05/01/06 Check Pier FootingfUplift Loads (DL+Wind Ce = 1.06 Cq := 0.70 qs = 16.40 psf I = 1.00 Pu := Ce•Cq•gs•l Pu = 12.17 psf Uplift := (Pu — RDL)•(18.0•ft)•(18.0•ft) Uplift = 3.29 kips Allow. Skin Friction ••••••••••••• SBPa Ff := Ff = 333.33 psf 6 Pier Capacity ..............7.......... Cap := n•b•Ff Cap = 2094.40 plf Friction capacity .................. Fup := (Cap)•(D — 1 -ft) Fup = 12.57 kips (neglect top 1.0 ft) Weight of footing ................ W:=(145•pcf)•(n•r2)•(D) W=3.19 kips W FS := +Fup FS = 4.78 Uplift Check Alternate Spread Footing for Uplift Load: 3.0' x 5.5' x 24" deep Uplift = 3.29 kips W:= (145.0•pcf)•(3.O.ft)•(5.5•ft)•(24•in) W = 4.78 kips Allowable Skin Friction, Ff = 333.33 psf Footing Perimeter Length, L := 2•(3:0'ft + 5:5`ft) Effective Footing Depth, D:= 24.0• in — 12.0• in D = 12.00 in Footing Friction Capacity, Fup := Ff •(L)•(D) Fup = 5.67 kips Factor of Safety, W +Fup = 3.17 Uplift Baja Construction 223 Foster Street Martinez, CA 94553 Rev: User: KW -0601322, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERineering Software General Footing Analysis &Design CALC Engg spreatlfooting. ecw: Calculation Description Alternate Spread Footing uenerai intormation Dimensions... Allowable Sod Bearing 2,000.0 psf Short Term Increase 1.330 Seismic Zone 4 Live & Short NOT -Combined Col Dim. Along X -X Axis fc 2,500.0 psi Fy 40,000.0 psi Concrete Weight 145.00 pcf Overburden Weight 0.00 psf Loads Uoae Net: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dimensions... DL+LL+ST 1,166.2 Width along X -X Axis 5.500 ft Length along Y -Y Axis 3.000 ft Footing Thickness 24.00 in Col Dim. Along X -X Axis 10.00 in Col Dim. Along Y -Y Axis 5.00 in Base Pedestal Height . 0.000 in Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in Applietl vertical Load... DL+LL 1,678.7 DL+LL+ST 1,166.2 Dead Load Live Load 0.648 k ...ecc along X -X Axis9.000 in Short Term Load 5.184 k k ...ecc along Y -Y Axis 0.000 in Applied Moments... Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis (pressures @ left & right) Dead Load 2.072 k -ft (pressures @top &bot) Live Load 16.577 k -ft k -ft Short Termk-ft 7.730 k -ft Vu Applied Shears... Creates Rotation about Y -Y Axis k -ft Creates Rotation about X -X Axis (pressures @ left & right) Dead Load 9.572 (pressures @ top & bot) Live Load k kk Short Term k k 1.3 psi k ummary 1.3 psi _ Caution: X(static)ecc>Wid 5.50ft x 3.00ft Footing, 24.Oin Thick, w/ Column Support 10.00 x 5.00in x O.Oin high Max Soil PressureActual DL+LL 1,678.7 DL+LL+ST 1,166.2 Vn *Phi Allowable Allowable 2,000.0 psf 2,660.0 psf Max Mu Required Steel -Area 7.521 k -ft per ft "X Ecc, of Resultant0.518 16.135 in 20.576 in 0.00 psi 85.00 psi in2 per ft "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn * Phi X -X Min. Stability Ratio No Overturning -0.51 k -ft 1 -Way 2 -Way 9.572 85.000 psi1.500 Y -Y Min. Stability Ratio 1.577 :1 -ft 0.49 k -ft 3.049 170.000 psi Footing Design r Shear Forces Two -Way Shear One -Way Shears... Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI -C-1 ACI C-2 ACI C-3 Vn *Phi 3.05 psi 0.52 psi 0.33 psi 170.00 psi 9.57 psi 4.73 psi 3.04 psi 85.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 0.00 psi 85.00 psi 0.00 psi psi 0.00 psi 0.00 psi 0.00 psi 85.00 psi 85.00 psi ACI C-1 ACI C-2 ACI C-3 Ru / Phi -0.51 k -ft -0.51 k -ft -0.33 k -ft 1.3 psi 7.52 k -ft 0.49 k 3.37 k -ft 2.16 k -ft 19.9 psi -ft 0.49 k -ft 0.05 k -ft 0.05 k -ft 0.03 k -ft 0.03 k 1.3 psi -ft 1.3 psi As Reo'd -0.52 in2 per ft 0.52 in2 per ft 0.52 in2 per It 0.52 in2 per ft Baja Construction 223 Foster Street Martinez, CA 94553 Use(c)193-203ENE.VeLCEn,1-DecaS General Footing Analysis (c)7983-2003 ENERCALC Engineering Software g & Design Description Alternate Spread Footing spreadfooting. ecw: CalWations i Soil Pressure Summary -�' '- �- Service Load Soil Pressures Left Right Top DL + LL DL + LL + ST 0.00 1,678.69 643.45 Bottom 643.45 psf Factored Load Soil Pressures 0.00 1,166.17 329.27 329.27 psf ACI Eq. C-1 ACI Eq. C-2 0.00 2,596.07 0.00 995.09 995.09 psf ACI Eq. C-3 1,632.64 0.00 1,049.56 460.98 460.98 psf ACI FBCtOrS ACI 318-02, 296.35 _ 296.35 psf '— ` (per applied internally to entered loads) "" ASCIC 1 & C-2 DL ACI C-1 & C-2 LL 1.400 ACI C-2 Group Factor 0.750 Add 11.4" Factor for Seismic 1.400 ACI C-1 & C-2ST 1.700 ACI C-3 Dead Load Factor 1.700 0.900 Add"I "0.9" Factor for Seismic 0.900 ACI C-3 Short Term Factor 1.300 ....seismic = ST * : 1.100 Used in ACI C-2 & C-3 U TM X-Soan i*fie Featuring Zimal=e For Twice the Life! Zincalume combines the strength of steel with the corrosion resistance of aluminum for twice the life of most zinc coatings. X-Spanis. a,36" panel engineered with long spanning capabilities in mind. Its structural nature, economical gauges and lasting coating systems makes X -Span the preferred panel for carports. ❑ Long spanning capability and its design provides superior load and span capacities, saving money in the structural support system. ❑ Standard trim pieces are available and can be ordered by number. ❑ 26 gauge panels available with the DuraTech®nt coating system or ZincalumO Plus for unpainted applications. ❑ 29 gauge panels available with the ColorGuardTmxt coating system in Desert Beige, Surf White, and Light Stone or Zincalume® Plus for unpainted applications. 2 9„ 2 1/8" Painted side �--�336" Net Coverage �I Gauge Wt. S+ I I+ S- I- (Ibs/ft') (in'/ft) (in'/ft) (in'/ft) (in'/fU 29 ; 0.71 0.1029 0.1083 0.0868 0.1043 26 I 0.96 0.1497 0.1607 I 0.1277 0.1483 E SPAN Engineered Sohitions 172 Metal. Tacoma, WA 800-733-4955, 253-383-4955 FAX 253-272-0791 Fontana, CA 800-272-2466, 909-823-0401 FAX 909-823-2625 Dallas, TX 800-527-2503, 214-827-1740 FAX 2'14-828-1394 1996 AISI Specification w/1999 Supplement DATE: 4/25/2006 Sierra Creek Sr. Apts. SECTION DESIGNATION: Cee 5 x 4 x 14ga Single INPUT PROPERTIES: Web Height = 5.0000 in Top Flange = 4.0000 in Bottom Flange = 4.0000 in 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) Steel Thickness = Inside Corner Radius = Yield Stress, Fy = Fy With Cold -Work, Fya = 0.0750 in 0.1250 in 55.0 ksi 55.0 ksi 3'.1'910 in` 2.9120 in^4 0.8348 in 3 2291.11 Ft -Lb 2.5000 in 4.2860 in^4 0.9533 in^2 2.1204 in 1.2731 in 1.6554 in^4 1.3178 in 3.2438 Ib/ft 6345.25 Ib 12194 Ib -2.9017 in 1.7874 in^4 7.1347 in^6 3.8278 in 0.4254 1996 AISI Specification w/1999 Supplement DATE: 5/1/2006 SECTION DESIGNATION: Cee 10 x 2.5 x 14ga Single C Stud INPUT PROPERTIES: Web Height = 10.0000 in Top Flange = 2.5000 in Bottom Flange = 2.5000 in " Stiffening Lip = 1.0000 in 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) Steel Thickness = Inside Corner Radius = Yield Stress, Fy = Fy With Cold -Work, Fya = ro5 & I 0.0750 in 0.1250 in 55.0 ksi 55.0 ksi 5.0473 in 17.4578 in^4 3.4039 in^ 3 9342.03 Ft -Lb 5.0000 in 17.4578 in^4 1.2316 in^2 3.7650 in 0.6593 in 1.0228 in^4 0.9113 in 4.1908 Ib/ft 3751.53 Ib 21882 Ib -1.7316 in 2.3092 in^4 21.6347 in^6 4.2431 in 0.8335 Y 1996 AISI Specification w/1999 Supplement DATE: 5/1/2006 SECTION DESIGNATION: Cee 10x2.5x12ga (2) Boxed C Stud INPUT PROPERTIES: W - fev & `'e eb Height - 10.0000 in �' Top Flange = 2.5000 in Steel Thickness = 0.1050 in Bottom Flange = 2.5000 in Inside Corner Radius = Yield Stress, Fy = 0.1250 in Stiffening Lip = 1.0000 in Fy With Cold -Work, Fya = 55.0 ksi 55.0 ksi 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 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 5.0000 in... 47.9858 in^4 9.5972 in 3 26339.51 Ft -Lb 5.0000 in 47.9858 in^4 3.4178 in^2 3.7470 in 14.3043 in^4 2.0458 in 11.6300.lb/ft 20717.86 Ib 69720 lb