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13-0215 (SOTB)-P.O. BOX 1504 78-495 CALL, TAMPICO LA QUINTA, CALIFORNIA 92253 u ' VOICE (760) 777-7012 414. • � FAX 760 777-7011 BUILDING & SAFETY DEPARTMENT ` ,. i \ f� INSPECTIONS (760) 777-7153 BUILDING PERMIT, Application. Uumtou 13-00000215° Property Address: 47474 , WASHINGTON ST APN: 643-200-005- - - Application description: STRUCTURES OTHER 'THAN BUILDINGS Property Zoning: COMMUNITY COMMERCIAL Application valuation: 12000 Owner: LMLQ PROPERTIES ,78100 MAIN ST. SUITE .203 LA QUINTA, CA 92253 D A APR Contractor:OF UITAN Applicant Architect or Engineer: GIANNAPULOS, WILLIAM CITY 1072 E PAJARO ROAD FINANCE DEPT. PALM SPRINGS, CA 92262 (760)774-6348 ' Lic. No.: 284459 - -- --------------------------- *UCEMNSEDCONfCTOI';S 4DECLARATION - WORKER'S COMPENSATION DECLARATION ' I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with - I hereby affirm under 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 a certificate of consent to self -insure for workers' compensation, as provided License Class: B License No • 84459 for by Section 3700 of the Labor Code, for the performance of the work for which this permit is as °� � - - -- issued. • �Date:C�7L�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 -BU LDER DECLARATIO insurance carrier and policy number are: i I hereby affirm under penalty of perjury that I am exempt from the Contractor's tate license Law for the Carrier STATE FUND 'Policy Number- 1932512-2012 following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to Icertify 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 su ject to the worV'mpensevon provision of Section License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or - 3700 of the Labor Coded s 11 fort w' h comply wiprovisions. 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).: Date:VA/A Applicant: (_ 1 -1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and �� . the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: -The WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS U AWFUL, 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 ($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 - (_ 1 I, 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, 1 _ 1 I am exempt under Sec. B.&P.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. Date: Owner: • 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 ISec. 3097, Civ. C.1• city and county ordinances and state laws relating to building construction, and hereby au hori a representatives of this county to enter upon the above-mentioned property for i pectin p poses. Lender's Name: / /' - Lender's Address: Date:v Jv / Signature (Applicant or Agent): Date: 4/17/13 LQPERMIT, . �< Application.Number 13-00000215 Permit : . . BUILDING PERMIT Additional desc ;. Permit Fee; 135.00 Plan Check Fee : 87.75 Issue Date Valuation 12000 Expiration Date 10/14/13 Qty" Unit Charge Per ;'Extension BASE FEE 45.00 10.00 9.0000 THOU - BLDG 2,001-25,000 90.00 PermitELEC-MISCELLANEOUS Additional.desc .' . Permit Fee . . ... 21.75 Plan Check Fee - 5.44 • Issue Date Valuation .. 0 Expiration Date, 10/14/13' Qty Unit Charge Per Extension BASE FEE 15.00 9.00 .7500 PER ELEC DEVICE/FIXTURE 1ST 20 6.75 Special Notes and .Comments 700 SF STEE FRAMED CANOPY WITH TENSION CABLE CONNECTION TO EXISTING BLDG. PER ENGINEERED DESIGN. INCLUDES 9 QTY: EXTERIOR LIGHTS.ENGINEER: REZA ASGHARPOUR C67613. 2010 CODES ----------------------_-_-_----------------------------- • Other Fees . . . . BLDG STDS ADMIN (SB1473) ------------- 1.00 ENERGY REVIEW FEE 8.78 - HOURLY.PLAN CHECK 245.00 STRONG MOTION (SMI) - COM 2.52 Fee summary Charged Paid Credited Due Permit Fee Total 156.75 .00 .00 156.75 Plan Check -Total 93.19 .00 .00 93.19 Other' Fee Total 257:30 .00 ..00 257.30 Grand Total 507.24 .00 .00 507.24 - LQPERMIT " FIGUE � Awm i to G Bin. #6 Of La Qurnta Buidn,- a Safety Division 2013 . Permit # : P.O. Box 1504, 78-495 Calle TampSQAJ �, 14 1.a.Quinta, CA 92253 -{760) 777-7012 1�' ¢qtr U11V rq / Building Permit Application' and Tracking Sheet COPMF Project Address: 7/j/G�IJU Owner's Name:. 1 Q �� G A. P. Number. Adder: Legal Description: Contractor. g %� /iiLj� City, ST, Zip: Telephone: Address: CX,^J 0�_5 ProjectDescription: City, ST, Zip: Telephone: . ,0 State Lic. # : City Lie. #; -7 Arch., Engr., Designer � Address: CZ E'�` ��— City., ST, Zip: ME 1 Telephone: State Lic. #: Name of ContacfPerson: Construction Type:. Occupancy: Project type (circle one): New Add'n Alter Repair Demo Ft.: %�, # Sto ' I #Unit$ Telephone # of Contact Person: O 2 `Gf Estimated Value of Projoct u4>.s APPLICANT: DO NOT WRITE BELOW THUS UNE N Submittal Plan Sete Req'd Rec' TRACIGNG PERMIT FEES Plan Checlr sabmitted 2 it— Amount Structural Calcs. Reviewed, readyr corrections f Plan Check Deposit. . Truss Cala. Caged Contact Person ! ( Plan Check Balance. Title 24 Calci. Plans picked up Construction Flood plain plan Plans resubmitted 2 Mechanical Grading plan 2`! Review, ready for correctio tissue t Electrical Subcontactor list Called Contact Person low�; � � Plumbing Grant Deed Pians picked up SM.L H.O.A. Approval Plans resubmitted Grading IN HOUSE:- Review; ready for correctionslissue Developer Impact Fee Planning Approval Caged Contact Person A.T.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees c., No k'�N►�L Building & Safety Department .78-495 Calle Tampico PO Box 1504 R 1 La -Quinta, CA 92253 { (760) 777-7012 voice, (760) 777-7011 fax ti • T6 Greg Butler, Building Official To PD: March 5, 2013 From: Les Johnson, CDD Director Due date: March 12, 2013 Permit.# - 13-215 Status: 1St Review Building Plans Approval (This is an approval to issue a. Building Permit) The Planning Division has reviewed the Building, Plans for the following project: Description: Figue — Approximately 700 sq. ft. Awning for outdoor seating area Address or general location: 47474 Washington St. Applicant Contact: Lee Morcus, (760)219-9999 The Planning Division finds that: ... these Building Plans do not require Planning Division approval. ....these Building-Plans are approve by the Planning Division. ❑ ...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 Planning Division for review. Les Johnsonmmunity Development Director Vate Note: PLEASE RETURN PLANS WITH GREENSHEET TO. THE BUILDING DIVISION. o htt // eohazards.usgs' '/designmaps/us/summa P' ry.php?template=m Design Maps Summary .Repo - - : User -Specified Input ReportTitle La Quinta'Restaurant -Awning Fri February 15, 2013 00:06:39 UTC Building Code Reference Document ASCE 7-05 Standard (which makes use of 2002 USGS hazard data) Site Coordinates 33.704370N, 116.29418°W Site Soil Classification Site Class D - "Stiff Soil" Occupancy Category Occupancy Category I city rk Fra 51 Ranoho '� Berm" Kra 42 Mirage Runes Palm Desert e a Indio ,' ro ass Ave 46 I C14 Ave 50 2naA&o-- - La Ouinta 5aave r z a,Wil" $fates :K �,�EM QR`�kML'1L1C0�'��3'4��.� � Yt� USGS-Provided Output SS = 1.500 g... S= 1.500 9 SCIS = 1,000 g S1 = . 0.600 g SMI = 0.900 g S = DI 0.600 g MCE Response Spectrum Design Response Spectrum 1.65 1.50 i.lU 1.35 0.99 .1.20 0.88: 1.05- 0.77 0.90 _ Im 0.66 M0.75 A 0.55 0.60 H 0.44 0.45 0.33 0.30 0.22 OAS 0.11 0.00 I0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Period. T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed orimplied, as to the accuracy of the data contained therein. This tool is not substitute for technical subject -matter knowledge. O ZC. 01,1 2/14/2013 4:06 PM: y �Reza . PROJECT:, Seismic Load PAGE. sgharpoul CLIENT La Quanta Restaurant DESIGN BY ` R.A. ; JOB NO 120,660:,*DATE: a REVIEW BY One, Story. Seismic Analysis Based on;'IBC 064.0,08C:0 . Determine'Base Shear (Derived from ASCE 7-05 Sec. -12.8) V=MAX{MIN[SD1I/(RT) SDS:1/R] : 0.01 0;55{1/R}W ' _ MAX{ MIN[ 3.32W 0.80W) 0.01W , ,0.241N) ^ 0.80 W, (SD) (for S;.> 0.6 g only) 0.57'W, (ASD) _ :2:09 kips Where S ,,: Ds - (ASCE 7-05 Sec 11.4.4) -SD1 = 0.6.1:: (ASCE 7-05 Sec 1.1.4:4) S1 = 0.6. '. (ASCE 7-05 Sec 1.1.4.1) R 1.:25 (ASCE-7-05 Tab 12.2-1) 1= 1 (IBC 06 Tab 1604:5:&.ASCE 7-05 Tab.1,1.'5-1) Ct = 0.02 (ASCE 7-05 Tab 12.8-2) hn = 14.0 ft X 0.75 (ASCE 7-05 Tab 12.8-2) T= "Ct (hn) _ 0.145, see, (ASCE 7-05 Sec 12.8.2.1) Calculate Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-05, Sec 12.8:3 & 12. 8.6) L' evel Wx hx hxk Wxhxk, Fx ; AS (12.8-11) sxe,allowable, ASD Roof ..::.3:65 14 14.0 51 2:1 3.7 51 2:1 Where k 1 for T <= 0.5S,ce,aiiowatiie, ASD = 4a I / (1:4 Cd), (ASCE T-05 Sec 12:8.6) rt k- 0.5 T + 0.75 for T @ (0.5 , 2.5).Cd = 1 `16 --',(ASCE 7-05 Tab 12.271) for T > 2:5 Aa `- 0.02 hsx,.(ASCE 7-05 Tab 12.12=1) Calculate Diaphragm Forces (ASCE 7-05 Sec 12.10.1.1) Levet Wx EWx Fx EF x Fpx ASD, (12:10-1) Roof 3.7 : 3:7 2.1 2.1....:: 1.0 (o.V Wx j 3.7 2.1 Where Fmin =' 0.2 S: S' 1 Wx / 1.5 , ASD . Fmax = 0.4 SDS I WX / 1.5', ASD Reza - . . -PROJECT: Wind Load PAGE CLIENT La Ownta Restaurant ASgharpour ' DESIGN BY: 'R -.A. JOB NO 120660 t�Y ' DATE::.REVIEW ;W�nd?Anal sis�forrQ :i3n�Structure*Based on�ASCE�7�-05,/CIBC 2006�� BY: :R A :. INPUT DATA Exposure category (B,'C or D) Importance factor, pg 73, (0.87, ro or t15) I 1:00. Category II ' . � ` Basic wind speed (3 sec. gust wind) V - $5 mph p �. Topographic factor (Sec.6.5.7,2, pg 26 & 45j K, = 1 Flat Height of mean roof h = ft T Roof slope14 25. ' 12 Roof.length � .38 ft t. Roof horizontal projected width B - Effective 14 ft _ area:of component ! cladding A - 20 .' ft2 DESIGN SUMMARY , 1: Main Wind -Force Resisting System ; Max horizontal force / base shear from roof = 1.69 kips +' 0.17 kips (eave &columns increasing) 1.S6. kips . . Max vertical download force = 8.11 kips Max vertical uplift force _ 7•90 kips Max:mo'ment atcentroid of base.from roof . = 51;85 ft -kips + 5.19 ft -kips (eave & columns increasing) 57.04 ft* kips 2. Component and Cladding Elements i. < ' Max inward pressure _ .35 psf Max net outward pressure' - - 44 sf_ p ANALYSIS Velocity pressure' qb _ 0.00256 Kh K, Kd V2 I:. = 13.36 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposurecoefficientevaluated at height, h, (Tab. 6-3, Case 1 •pg 79) = 0.85 Kd = wind directionality factor. (Tab. 6-4, for building, page 80) = 0.85 h = height of mean.roof + = 14.00 ft Main Wind -Force Resisting Svstem (Seca 6.5.13:2) p=ghGCN F=pAr_ where: G = gust effect factor.' (Set. 6.5.8, page 26). = 0.85 0 = roof angle = 11.77 ,degree < 45 deg: [Satisfactory] Ai =.roof actual area.ftz - ...271.7 " , windward . ., : . 271.7 ft, leeward CN- net force coefficients. (Fig. 6-18A, page 66) Check Fig. 6-18A limitation h /L =:±. 0.37 within [0.25 , 1.0] [Satisfactory] h/ B= 1.00: within [0 .25, 1.01 [Satisfactory]' WIND TObOTTOM, • = 0° WIND TO TOP, = 180° CLEAR FLOW OBSTRUCTED CLEAR:FLOW OBSTRUCTED ' CASE C,,,W CNL CNW CNL . CNW ` C<NL- ' CNW CNL 0 A -0.77 -1.17 -1.06 -1.50 1.13 1.56 0.14 -1.14 (psf) -8.75 -13.30. -12.01 -17.04 12.81 17.68 1.61 - . • -12.98 11.77 - F (kips) -2.38 -3.61: : -3:26 4.63 3.48 4.81 0.44: -3.53 B • -1.68 0.00' -1:93 -0.69- 1.71 . . 0.47 1.03. -0.30 A psf) 719:13 0.00 :: -7.79. 19.47 5:35 11.67. . -3.41 F (kips) : • -5.20 0.00 -5.95 -2.12. 5.29 1.45 3.17 -0.93 (cont'd) WIND TO BOTTOM, = 0° WIND TO TOP, =.180° CLEAR FLOW OBSTRUCTED CLEAR FLOW IOBSTRUCTED CASE A CASE B CASE A CASE B CASE A CASE B CASE A CASE B Horizontal force /base shear'H (kips 1.22 ... -.1.06 -1.61' -1.65 1.69 1.38 0.63 0.46 Vertical download force V (kips) 0.00.: : 0.00 0.00 0.00 78.11 6.60- 0.00 2.20 Vertical u lift force V ki s 5.87 5.09 7.73 7.90 "0.00 0.00 3.03 0.00 Bendin � moment at centroid of base M: ft-kis 37.45686 33.4327 49:36917 51.2457 51:85 42:92396 -18.83 14.71666 Comuonerit and Cladding Elements (Sec. 6.5.13.3) p=4nGCN .: where: CN = not force coefficients. (Fig.:6-19A, page 70) a_= Max( Min( 0. 1i 0.1 B , 0.4h) , 0.04L , 0.04B:r 3ft ] , (Fig. 6-19B, footnote 6): _ .. .'3.0 ft For. effective area, 20 s .ft. as given. . CLEAR -WIND FLOW OBSTRUCTED WIND FLOW ZONE 3 ZONE 2 ZONE 1 ZONE 3 ..ZONE,2 . I ZONE 1 CN 3.08 '73.40 2.57 2.56: 1.71 -1.68 1.85 -3.92 1.54:,l -2.94 1.03 P (Psf) 1 34.97 -38.56 29.20 1 -29.03 1 19.47 -19.13. 20.97.. -44.49 17.51 ' -33.41 11.67 =21.90 { ?a i i. t J Title Block Line 1 Title : La Quinta Restaurant Job # 120660 You can change this area Engineer: Reza Asgharpour, P.E. using the "Settings" menu item Project Desc - :andwhen'using the "Printing & • • • - Title Block" selection. Title Block Line 6 Steel CQ� U 11111 Punted: 26 FEB 2013,1 9:51 AM File C luseri&6nt OfficeftcumentslENER CALC Data FilesVa quints restaurantec6 t NERCALC; ING.-1963 2012; Build:6.12: Si.-Ver.6.12.1:31-. x.11 . Description . Awning Post _ _ _49101 UJI 01111111:101 [ell Code Ref6enc6s' Calculations per AISC 360.-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used ASCE 7-05 _ General Information Steel Section Name: HSS 6x0.375 Overall Column Height 14.0 ft - Analysis Method : Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield 50.0 ksi Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus 29,000.0 ksi X -X (width) axis: Unbraced Length for X=X Axis buckling = 14.0.ft, K = 2.1 Load Combination : ASCE 7-05 Y-Y:(gepth) axis: Unbraced Length for X -X Axis buckling.=14.0 ft, K = 2.1 - • Applied Loads.. Pp_�. _ : Service loads entered. Load Factors will: be applied for calculations. Column self weight included : 315.693 Ibs' Dead Load Factor AXIAL LOADS ... Roof: Axial Load at 14.0 ft, :D = 0.30, LR = 0.30 k BENDING LOADS... Wind: Lat. Point Load at 14.0 ft creating Mx -x, W = 0.7070 k DESIGN SUMMARY Bending & Shear Check Results - - -� `-- -- - -- PASS Max. Axial+Bending Stress Ratio = 0.3645.:1 Maximum SERVICE Load Reactions .. Load Combination +p+W+H Top along X -X 0.0 k Location of max.above base 0.0 ft Bottom along X -X O.O A At maximum location values are ... Top along Y Y 0.0 k :. Pa :Axial - 0.6157 k Bottom along Y -Y 0.7070 k Pn / Omega : Allowable' 29.949 k Ma -k : Applied -9.898 k -ft Maximum SERVICE Load Deflections... Mn -x / Omega: Allowable 27.944 k -ft Along Y -Y 1.546 in at 14 -Oft, above base Ma -y: Applied : 0.0 k ft for load combination : W Only Mn -y I Omega: Allowable. 27.944. k -ft Along.X-X• _ 0.0 in at O.Oft above base:-: for load combination PASS Maximum. Shear Stress Ratio = 0.01270 : 1 Load Combination :: +p+W+H Location of max.above base 0.0 ft At maximum location values are .. . Va : Applied 0.7070 k Vn / Omega : Allowable 55.689 k Load Combination Results . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location :. 0.021 PASS O.00 ft::.. 0.000: :. PASS 0.00 ft: + +Lr+H 0.031 PASS 0.00 ft ` 0.000 PASS 0.00 ft +D+0.750Lr+0.750L•+H 0.028 PASS, . 0.00 ft 0.000 PASS 0.00 ft +D+W+H 0.364 PASS' 0.00 ft 0.013 PASS 0.00 ft +D+0.750Lr+0 750L+0.750W+H 0.280 PASS 0.00 ft : = 0.010 PASS 0.00 ft -- + .750L-4750S+0.750W+H 0.276 . .. PASS 0.00 ft ' 0.010 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.028 PASS 0.00 ft 0.000 PASS 0.00 ft +4.60D+W+H 0.360 PASS:,.:. 0.00 ft 0.013 PASS 0.00, ft Maximum Reactions Unfactored Note: Only non -zero reactions are listed_. _ _ X X Axis: Reaction 'Y -Y. Axis Reaction Axial Reaction Load Combination _ @ Base: @ Top @ Base . @ Top @ Base D Only -- k k _ 0.616 k Lr Only k. k 0.300 k. W Only k .-0.707 k :.k:. .. k k 0.916 k D+W _ k'- -0.707 k 0.616 k .Title Block Line 1 ,, You can°change this area Title:, La Quinta Restaurant::: Job # 120660 Engineer:' Reza A.sgharpout, P. E. using the "Settin' s'menu item ` 9 Project Desc :. 1 `2nd then using:the "Printing & _ Title BlJ.ock" selection. Title Block Line 6 -, Printed. 26 FEB 2013..9 51Md U 111•C�UserslFront OfficelDoi umentslENERCALC Data FlesVa gtiinta restauranLec6 `"'"$�-�k3ini�lXF u`'.ENERCALC_INC i98320't2,1d6 2s926,Ver.6;12.1.31' Description : Awning Post -• - -. - M_a_ximuli_ l Reactions = Unfaetored _ .__ _ Note: Only non-zero reactions are listed. X-X Axis Reaction. _ Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @Top @Base D+Lr+W k — _.— --- 0.707 -- ---- --- ...... _ .--- -- k-0.916+ k Maximum 0efie,,ctons#or Load Combinations - UnfactoFed Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance, DOnI y 0.0000 in 0.000 ft 0.000 in - 0.000 - ft LTOnly 0.0000 in 0.000 It OA00 in • 0.000_ ft W Only 0.0000 in 0.000.. ft 1.546 in; 14.000 ft D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft +W 0.0000. in - 0.000 ft 1.546 in 14.000 ft _ D'{+W 0.0000 in:' 0.000 ft 1.530 in 13.906 ft Steel Section Properties ~r .' HSS 6x0.375 Depth = 6.000 In ' - : I xx 24.80 in ^4 - - --- ^ _. 49.700 in 4 S xx. = 8.28..in^3. Diameter - 6.000 in R xx 2,000: in Wall. Thick = 0.375 in Zx = 11:200 in^3 .. Area = 6.200 . in"2 _ 1 yy = 24.800 in^4 C - 16.600 in^3 Weight = 22.550 plf S yy = 8.280 in^3 :.. R yy = 2.000 :in Ycg = O.000 in :. . o . ds IWroloa i 7K t . i .. .. .. X� 0 ja l +' I o .. . 6:6oin v _ .t Load s are total entered value. Arrows do not reflect absolute direction. .. .�, � .. s •.v w.v yep f v4t4ian ?)Aj rv-- T ns�on f �lP_