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BPAT2017-0023
�r. 78-495 CALLE TAMPICO aw LA QUINTA, CALIFORNIA 92253 DESIGN & DEVELOPMENT DEPARTMENT BUILDING PERMIT Application Number: BPAT2017-0023 Property Address: 80175 AVENUE 52 APN: 777070047 Application Description: HANES PROPERTIES / ENGINEERED SHADE STRUCTURE - 600SF Property Zoning: Application Valuation: $20,000.00 Applicant: BRIAN DONIHUE 1085 N. MAIN ST SUITE C ORANGE, CA 92867 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 Business and Professions Code, and my License is in full force and effect. License Class: B License N 89458_ actor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of 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 pbrsuant 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.). (_) 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.). (_) I am exempt under Sec. . B.&P.C. for this reason 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: VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 4/13/2017 Contractor: SHADE STRUCTURES INC DBA USA SHADE & FAB 8505 CHANCELLOR ROW DALLAS, TX 75247 (214)905-9500 Llc. No.: 989458 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: PENNSYLVANIA MANUFACTURERS ASSOCIATION INSURANCE C Policy Number: 2016750652321 I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. %Wf 1 applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION 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 Building Official 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 building construction, and hereby authorize representatives of this city to enter upon the r�, above-mentioned property for inspection purposes. ` ��/"�— DM. ��"� Si�yre (Applicant or Agent . K I Date: 4/13/2017 Application Number: 8PAT2017-0023 Owner: Property Address: 80175 AVENUE 52 HANES VILLAGIO APN: 777070047 4500 E THOUSAND OAK BLVD STE 103 ' Application Description: HANES PROPERTIES / ENGINEERED SHADE STRUCTURE - 600SF WESTLAKE VILLAGE, CA 91362 Property Zoning: Application Valuation: $20,000.00 Applicant: Contractor: BRIAN DONIHUE SHADE STRUCTURES INC DBA USA SHADE & FAB 1085 N. MAIN ST SUITE C 8505 CHANCELLOR ROW ORANGE, CA 92867 DALLAS, TX 75247 (214)905-9500 --------------------------------------------------------------------------------------------- LIc. No.: 989458 . Detail: PERMANENT SHADE CANOPY STRUCTURE 600 SF, FIRE RATED CANOPY ABOVE WATER FEATURE. PER 2016 CBC. 1, I FINANCIAL ••. DESCRIPTION ACCOUNT QTY AMOUNT AWNING/CANOPY 101-0000-42404 0 $15.20 DESCRIPTION ACCOUNT QTY AMOUNT AWNING/CANOPY PC 101-0000-42600 0 $215.84 Total Paid for AWNING/CANOPY: $231.04 DESCRIPTION ACCOUNT QTY AMOUNT HOURLY CHARGE - YES ADMINISTRATIVE STAFF 101-0000-42600 10.25 $10.00 DESCRIPTION ACCOUNT QTY AMOUNT HOURLY CHARGE -YES STRUCTURAL PLAN REVIEW ENGINEER 101-0000-42600 1 0.5 $47.50 Total Paid for BLDG CITY STAFF - PER HOUR: $57.50 DESCRIPTION ACCOUNT QTY AMOUNT BSAS SB1473 FEE 101-0000-20306 0 $1.00 Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 DESCRIPTION ACCOUNT QTY AMOUNT Credit Card Fee 101-0000-43505 0 $5.35 Total Paid for Credit Cart) Fee: $5.35 DESCRIPTION ACCOUNT QTY AMOUNT SMI - RESIDENTIAL 101-0000-20308 0 $2.60 Total Paid for STRONG MOTION INSTRUMENTATION SMI: $2.60 DESCRIPTION ACCOUNT QTY AMOUNT TECHNOLOGY ENHANCEMENT FEE 502-0000-43611 0 $5.00 Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00 Bin # 0 mm. Permit # QPAT .9-6i7_ o 0, Project Address: r City of ILS Quin to Building &r Safety Division 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-701,2 Quilding Permit Application and Tracking Sheet yQ�'7,� SZ Owner's Name: G1/l?b- A. P. Number: Legal Description: ZL Address: kO b #103 City, ST, Zip: Contractor; .'; Tele hone: 7Jof 3 ` _ Address: / Q�� Project Description: City, ST, Zip: 92 6 7 p � Tele h — 0 ne- P CC7 a 0 a 7 if N V L- L - State Lic. # : - City Lie. #t APR 0 3 2017 Arch.,-Engn, esigner: Address: Q 8',� Al, City, ST, Zip: COMMUNITY d . D. yz33 sss>?`` is nTelePhone.d Con tructioTYPe: Occupancy: : Statec L Lic. 4': ProJect tYPa (circle ne • New Add'n Alter Repair. Demo. 0 Name of Contact Person: Sq. F[.: 6o p # Stories: # Units: Telephone # of Contact Person: e -76D- 93C-0-703 Estimated Value of Project: ,0 # Submittal Req'd APPLICANT: DO NOT WRITE BELOW THIS LINE Rec'd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Cafes. Reviewed, ready for corrections Plan Check Deposit Truss Calcs, Called Contact Person Plan Check Balance. Title 24 Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2°" Review, ready for corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. II.O.A. Approval Plans resubmitted Grading IN HOUSE:- 'rd Review, ready for correctionstissuc Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. \Vks_ Appr Date of permit issue School secs, Total Permit Fees 'yOUNG . • _ _ tNG1.NEEFZING yn_ � 6 P x�� F - a Letter of Transmittal To: City.of La.Quinta ' : Today's, Date: 4-7-17 78-495 Calle Tampico: r City Due Date: 4-10-17 " La Quinta, CA 92253 Project Address: ' 80175 Avenue 52 Attn: MARY Plan Check #: BPAT2017-0023 Submittal: 1st' `4w ' c 1 ❑ 2nd. ❑ r 66th "t �+ ❑ . 3rd ❑ Other: We are forwarding: ❑ ,. By Messenger ❑ By Mail (Fed Ex or UPS) ❑ Your Pickup Includes: - .. Descriptions: Includes: # Of- -. 'Descriptions: Copies: ❑ Structural Plans ❑ Revised Struct. Plans ❑ Structural Calculations ❑ . Revised Struct. Calcs ❑ °Truss Calcs - , ❑ Revised Truss Calcs ❑ Soils Report - Update. ❑ ; Revised Soils Report ❑ Structural P/C Responses Approved.Structural Plans : . / Comments 1 ; Redlined Structural Plans O 1 Approved Structural Calcs ❑ . Redlined Structural Calcs ❑ Approved Truss.Calcs ❑ `Redlined Truss Calcs ❑ Approved Soils Report ❑ Redlined Soils Reports ❑ Other: Comments: Structural �content is approvable. ' Transit Per Diem- Admin Time = 0.25 hrs. Structural Engineer/Principal Review Time = 0.0 hrs. Plan`Review Engineer Time = 0.5 'hrs. ThisMaterial Sent for: ❑ Your Files ` Per Your Request ❑ Your Review _ ❑ Approval. ❑ . Checking ❑ At the request of: + Other: ❑ F, t BY: Joe Venuti Office : (760) 772=5107 r Other:,El LQPC@VALUENGR.COM APR .Y 0 2011 S. c17Y OF ' LA COMMLNI7ypE Q UrNr* s � y USASHADE x $ Fab.r.6c Structures N N1 A Xfo r S n Porti .✓bo /' .. i.- STRUCTURAL CALCULATIONS, PROJECT: 'VILLAGIO WATER WORKS RE CIEIVED MR - LOCATION: LA QUINTA, CA STRUCTURE: 4 POINT HYPAR SAIL UNIT CITY O GIMP UNFryQUIN ' DEVELOPMENT :o + Av x i V �k •�.-� � � .--Com........' \ ' •�" - •` /'�. .j -�.� �--- f - oFESS/py isZ' ice' z, w No. C32842 Exp. 12.31.17 r' C F CAU . March 10 101 GENERAL INFORMATION ANALYSIS ASSUMPTIONS AND DESIGN PARAMETERS WIND FORCE CALCULATION DRILLED PIER FOOTING DESIGN RISA -31) ANALYSIS GRAPHIC INPUT: Isometric Projected views Member and Node Numbers Basic Load Conditions (selected) TEXT REPORT: Global Information Materials Joint Coordinates Member Data Sections Boundary Conditions Basic Load Cases (BLC) Summary Load Combination (LC) Summary Envelope Reactions Envelope Member AISC Code check Material Takeoff GRAPHIC OUTPUT: Envelope Member AISC Code Check EV�CMD .014 i.. t a 1) CODE COMPLIANCE: CBC 2o16 (Based on IBC 2015) ASCE 7-10 & AISC ASD 14TH Edition z) DESIGN SOFTWARE: Risa3D 10.0 3) BASIC LOAD CONDITIONS: A) Dead Load (DL): Selfweight is calculated by the program. B) Roof Live Load (RLL): 5 psf applied to the fabric. C) Snow Load: 5 psf applied to the fabric. D) Wind Load: Ultimate wind speed (Vult): 115 MPH based on the ASCE 7-10 ultimate wind speed map 16o9A for 3 sec gust, Risk Category 11 & Exposure C. Refer to next page for detailed Wind Forces calculation. E) Seismic Load: Seismic Design Category: D Building Risk Category: Type II Site Class: D Seismic Risk Category: II , Spectral response coefficients: SDS =1.33 & SD1 =1 (based on worst case conditions of z.og and 1.og for Ss and S1 respectively) Response Modification Coeff: (Cantilevered Column special frame) (Ra=i 1/2) Seismic Response coefficient (CS): 0.53 Structure DL (see take -off report): 1,800 lbs Design Base Shear: V= Cs (W) = 954 Ibs Seismic loads are usually smaller than Wind loads for light steel frames, and will not govern the lateral analysis. 4) LOAD COMBINATIONS: DL+ LL 0.6 DL+ WL (UPLIFT) 0.6 DL+o.6WL(XA) DL + 0.75 [ LL + o.6 WL (XA) ] 0.6 DL + 0.6 WL (ZA) DL + 0.75 [ LL + 0.6 WL (ZA) ] o.6 DL+o.6WL(XB) DL + 0.75 [ LL + o.6 WL (XB) ] 0.6 DL + 0.6 WL (ZB) DL + 0.75 [ LL + 0.6 WL (ZB) ] 5) SOILS PARAMETERS: Per section 1806 and assuming Material Classification Number 5: a) Allowable End Bearing Pressure: 1,500 psf b) Allowable Lateral Bearing Pressure: 100 psf (zx Allowed by 1806.3.4) c) A skin friction of loo PSF is assumed based on section 1810.3.3.1.4 WIND FORCE CALCULATION: Per IBC 2015 section 16o9.1.1, Wind loads on every building or structure shall be determined in accordance with Chapter 26 through 30 of ASCE 7-10. Per ASCE 7-10 Chapter 27.4.3 (Directional Procedure): P=gnxGxCN qh = 0.00256 x KZ x KZt x Kd x V2 KZ = o.85 KZt=(1+K,xK2xK3)2 K,= o.00 K2 = 1.00 K3 = 1.00 KZt = (1 + 0.00)2 = 1.00 Kd = o.85 Vultimate fabric on= 115 MPH [FABRIC ON] Per IBC 2015 Eq 16-33, the Nominal Design Wind Load is do.6*Valt = 89 MPH qZ = 0.00256 x o.85 x 1.00 x o.85 x 115 2 = 24.46 PSF [FABRIC ON] G = o.85 From Figure 27.4-5: Clear wind flow, Roof Angle A=22.5°, Wind direction y=o°,18o° Load Case A CNW = 1.1 Load Case A CNS = 0.1 Load Case B CNW = -0.1 Load Case B CNS _ 7-o.8 Load Case A P = 24.46 x 0.85 x 1.1 = 22.9 PSF 115 MPH WINDWARD (FABRIC ON) p = 24.46 x 0.85 x 0.1 = 2.08 PSF 115 MPH LEEWARD (FABRIC ON) Load Case B p = 24.46 x 0.85 x (-0.1) _ -2.1 PSF 115 MPH WINDWARD (FABRIC ON) P = 24.46 x 0.85 x (-0.8) _ -17 PSF 115 MPH LEEWARD (FABRIC ON) Worst Case F = 24.46 x o.85 x 1.1 x Af= 22.9 PSF x Tributary Vertical Projected Area Wind forces obtained govern the lateral design of this steel frame, since seismic base shear value is 954 lbs total. DRILLED PIER FOOTING DESIGN. COLUMN 10.75" x 0:365" THK to Non -Constrained Case Computation of Cast in Place Concrete Footing according to iBC 2015 y + Table 18o6.2 Type of soil to use: Allowable Lateral. l 1500 zoo Foundation Bearing Class of Materials' ' • -Pressure s lbs/ft Z /ft 1. Massive crystalline bedrock 12000 1200 z. Sedimentary and foliated rock 4000 400 3. Sandy gravel and/or gravel (GW and GP) 3000 zoo 4. Sand, silty sand, clayey sand, silty gravel Ib . Max Uplift =862 and clayey gravel SW, SP, SM, SC, GM and GC 2000 150 5. Clay, sandy clay, silty clay, and clayey.silt • b=MY5 p CL, ML, MH, and.CH .• 1500 • loo Type of soil to use: ` r5 a l 1500 zoo 1807.3.24 Nonconstrained Case The following formula may be used in determining the depth of embedment required to resist lateral loads where. NO constraint is provided at the ground surface such as rigid floor, or rigid ground surface pavement. Design Reactions, Worst Case (refer to envelope joint reactions) Max Moment.= 945U Ib ft t " Max ShearP = O- s; 775 ,�z. Ib, applied lateral force 1 . Max Axial = t X03 Ib . Max Uplift =862 " Ib f Then: ^ • b=MY5 p diameter of round post or footing or diagonal dimension of square post or footing, feet ' d =5.,9. , depth of embedment in earth in feet but not over 12 ft for purpose of c6mputing lateral pressure (change until it matches formula obtained value) h = 12.2, distance in ft from ground surface to point of application of "P", calculated as ' Max Moment/ Max Shear= 94501775 " S, _ 393.3 allowable lateral soil -bearing pressure as set forth in Table 18o6.2 based on a depth of one third the depth of embedment E ' A- • 1.84 and: � Match at: 6.o t 1 -d = 8.0 ft . - Axial Loading Check: Area of footing= i 4.9, ft= Minimum Vertical Reinforcing Steel: Volume of Footing= 39.3 W As min = 3.53. in 3 Weight = ' " 5694.2 lbs, # bar W081 Max Axial Load = 1902.0 lbs Total vertical Load = 7596.2 lbs AFR= ' { 100.0- ps f _ AFR=Allowable Frictional Resistance Section 1810.3.3.1.4 (max 500 Osf) .Friction Resistance= 4712.4 lbs Excluding upper two feet Actual Load= 2883.8 lbs ,. ; llctuali a sure:01001015875 5 ., OK is less than allowable Pier Weight +Frictiong = 68.8 , 34 S lbs Using et actor o a safety f yf f3 , 1 Max uplift= 862.00 lbs i Actua Li ft�orc s6o >85 ps f OK is less than allowable Use a footing with 2-5!- z ft. Diameter and a minimum of 8.o • ft. Deep i s' ' 3 f DRILLED PIER FOOTING DESIGN. COLUMN 12.75" x 0.37511 THK to Non -Constrained Case Computation of Cast in Place Concrete Footing according to IBC 2015 ' ;•' ; .' Table 18o6.2 r' ' Type of soil to use: Allowable Lateral Foundation "' Bearing Class of Materials` Pressure s lbs/ft'/ t 1. Massive crystalline bedrock 12000 1200 2. Sedimentary and foliated rock 4000 400 3. Sandy gravel and/orgravel GW and GP 3000 zoo 4. Sand, silty sand, clayey sand, silty gravel and clayey gravel SW, SP, SM, Sr, GM and GC) 2000 150 5. Clay, sandy clay, silty clay, and clayey silt Ib -ft. ; CL, ML, MH, and CH cl 1 1500 100 Type of soil to use: 1500 a F +� .•.. " ' The following formula may be used in determining the depth of embedmentrequired to resist lateral loads where NO . Double this value is k^ allowed section 18o6.3.4 Type of soil to use: 1500 1807.3.2A Nonconstrained Case _ w The following formula may be used in determining the depth of embedmentrequired to resist lateral loads where NO . constraint is provided at the ground surface such as rigid floor or rigid ground surface pavement. Design Reactions, Worst Case (refer to envelope joint reactions) '-• a E it Max Moment a 3 Ib -ft. ; ' Max Shear (P)= 4035 is Ib, applied lateral force Max Axial = 't. ^02 Ib # s. Max Uplift = 1705 Ib Then: b= 2:5; diameter o f round post or footing or diagonal dimension of square post or footing, feet d = , g8 depth of embedment in earth in feet but not over a ft for purpose of computing lateral pressure (change until it matches formula obtained value) h = 6.5, distance in. ft from ground surface to point of application of "P", calculated as. ° g Max Moment/ Max Shear= 26183/4035 S, = 653.3' allowable lateral soil -bearing pressure asset forth in Table 18o6.2 based on a depth of one third the depth of embedment r A = 5.78 and: Match at: 9.9 t Axial Loading Check: t" t� 3 + Area of footing= 4.9 ft', s Minimum Vertical ReinforcingSteeli Volume of footing= , 49.1. ft' As min = 3.53 in: A f.; i Weight = 7117.7 lbs # bar = 8 ..�, : A , Max Axial Load =' 1902.0 lbs Total vertical Load = 9019.7 lbs .AFR= 100.0 psf AFR=Allowable Frictional Resistance Section 181o.3.3.1.4 (max 500 Ps)) Friction Resistance= 6283.2 lbs Excluding upper two feet. Actual Load= 2736.5 lbs - Ac ual Pressure, 557 5 . l 3 f ; , OK is less than allowable rE Pier Weight +Friction = 4466.96 lbs Using a safety factor of 3 Max Uplift = 1705.00 lbs Attr ua,5t lfft Forte, zj,�t psf OK is less than at r Y Use a footing with 2.5 ft. Diameter and a minimum of 10.0 ft. Deep ' i c C r E+ Lope Only Sotuftn Eme" oy Sowo, ti• j ' r • 4 a .OZ3L ♦ ? i n , ._.__ ��t• �——�f �' own �.o sof -e v .008 .i�.` 0 t oz3kef 3 DOWN ! .0080 Y j t' i it L -ft. SLC 3,114ND XA Envelope ONY SoWeon • 4 a .OZ3L ♦ ? n , ._.__ ��t• �——�f �' own �.o sof -e v .008 .i�.` 0 t oz3kef 3 DOWN .0080 L -ft. SLC 3,114ND XA Envelope ONY SoWeon Loads: BLC a, WIND ZA 'k: • ` Ir 1 • f i \--� . 0234 .,023W -.0234 - -- . .02 .008M Y r - " - •.023k't� �� , 023kd .0231Rf .0?31o•.f OMklf .023k.1 . _ -.00Bkm -.00BkBI • ` Ir 1 • f \--� . 0234 .,023W -.0234 - -- . .02 .008M ' 023 t(_... - " - •.023k't� �� , 023kd .0231Rf .0?31o•.f OMklf .023k.1 . _ -.00Bkm -.00BkBI • � � Loads: BLC 5, 1MND %B � " • Emelopa ONy Solution - ' j ,i.'�S ` 1 • f I, w L-ft BLC 6, WND ZB E—low ONy Sdub- Z X ' __ LL .01 \• \ j / .01 Loads: BLC 7. UPLIFT Emelow Only Solubon t Company USA Shade and Fabric Structures Mar 10, 2017 ' ROO-R, IS"A' Designer 1:57 PM Job Number Checked By: T E c x x: o:.L Model Name 4 POINT HYPAR SAIL - - - 1 (Global) Model Settincis J Display Sections for Member Calcs 5 Max ;Internal`SectionsforWember-Calcs 97. °« Include Shear Deformation? Yes I n c rea se ' N a i I i n qq �Ca a c ify afor`WindZ, _ti _ ` "` Yes Include Warping? Yes " Trans 'Load Btwn lntersectin`"Wood-Wall? Yes Area Load Mesh' in^2 144 Merge Tolerance in-- _> Mason Code ° , .. P -Delta Analysis Tolerance 0.50% Include.P=Deltaifor`Walls? . " Yes Automatically Iterate Stiffness for Walls? No Maxlterations:for Wall"Stiffness 3 Gravity Acceleration ft/sec^2 32.2 Wall Mesh -Size in ' ':_ 12 Ei ensolution Convergence Tol. 1.E- 4, Vertical Axis Y Global Member Orientation Plane Xz Static Solver __ Standard ,Sk line Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th 360-10 : ASD Ad'ustStiffness? Yes(Iterative) RISAConnection Code AISC 14th 360-10 : ASD Cold Formed Steel Code '" None Wood Code None - Wood Temperature < :1.00F - Concrete Code ACI 318-14 Mason Code ° , .. None Aluminum Code None - Building Number of Shear Regions 4 - -Re ionacinIncrernent m.r- ' ��> Region 4 Biaxial Column Method PCA Load Contour Panne .65 - Concrete Stress Block Rectangular Use Cracked Sections?..Yes .` Use Cracked Sections Slab? Yes Bad frarhinig.'Wamin s? , _- Unused Force Warnings? Yes Min, 1, Bar Diam. S acin ? , " _ A0--° - - Concrete Rebar Set REBAR SET ASTMA615 Min ,% Steel for Column:1r- Max % Steel for Column 8 RISA -3D Version 14.0.0 [\...\...\...\...\...\...\...\61540-1.O.R3D] '• Pagel Company USA Shade and Fabric Structures Mar '10,2017, A 'Designer 1:51 PM Job Number Checked By: BOOR -IS, E L Model Name 4 POINT HYPAR SAIL (Global) Model Settings. Continued . co ,Pedestal Ties #4 Hot Rolled Steel Properties Seismic Code None Seismic 'NotEntered. Add Base Weight?. _No Ct.X M5 .. ......... Ct z .035 TX (sec)',. Not'Entered T Z (sec) Not Entered RX . . . ........ . . . .......... .. ..... R Z 2.5 Footing Overturning Safety Factor 1.5 Optimize for OTM/Slidino No Check Concrete Bearing No Footing Concrete Wei oht,(k/ftA3),, .145 Footing Concrete f c (ksi) f5 Footing'Concrete % Ec (ksi) :2850 Lambda 1 Footing Steel :N (ksi) :'60 Minimum Steel 0.0018 Maximum Steel 0.0018 Footing Top Bar #5 Footinq Top Bar:Cover (in)-, I Footing Bottom Bar #5 Footing BBottomBar -Lover(in), 3, Pedestal Bar #8 Pedestal Bar Cover 3} 39.09 1 11.051 12.075 1 0 12 1 N2 <35.92377T-�10.7 11.47 1 0 N3 32.761 10.352 10.6570 -3 4 N4 29.638 10.007 9.649 ^ 07: to N5 .26.589 9.665 8.464 0 6 N61 .23;642 9.321 1- 7.129 0 - I 7 N7 -20.832 8.973 5.6770 N8 36.378; 10.698' 14.194 0" -8 9 33.427 10.4f:::=1 3.589 0 ,Pedestal Ties #4 Hot Rolled Steel Properties Seismic Code None Seismic 'NotEntered. Add Base Weight?. _No Ct.X M5 .. ......... Ct z .035 TX (sec)',. Not'Entered T Z (sec) Not Entered RX . . . ........ . . . .......... .. ..... R Z 2.5 Footing Overturning Safety Factor 1.5 Optimize for OTM/Slidino No Check Concrete Bearing No Footing Concrete Wei oht,(k/ftA3),, .145 Footing Concrete f c (ksi) f5 Footing'Concrete % Ec (ksi) :2850 Lambda 1 Footing Steel :N (ksi) :'60 Minimum Steel 0.0018 Maximum Steel 0.0018 Footing Top Bar #5 Footinq Top Bar:Cover (in)-, I Footing Bottom Bar #5 Footing BBottomBar -Lover(in), 3, Pedestal Bar #8 Pedestal Bar Cover 3} General Material Properties Label E Iksil G [ksil Nu Therm (\I E5 FDensilyfk/ftA 31 FABRIC 1500 1 .5 .65 LT.002 Joint Coordinates and Temperatures Label x [fti Y [fti z rftl Tem A [F1 Detach From Diap... 1N1 39.09 1 11.051 12.075 1 0 12 1 N2 <35.92377T-�10.7 11.47 1 0 N3 32.761 10.352 10.6570 -3 4 N4 29.638 10.007 9.649 ^ 07: to N5 .26.589 9.665 8.464 0 6 N61 .23;642 9.321 1- 7.129 General Material Properties Label E Iksil G [ksil Nu Therm (\I E5 FDensilyfk/ftA 31 FABRIC 1500 1 .5 .65 LT.002 Joint Coordinates and Temperatures Label x [fti Y [fti z rftl Tem A [F1 Detach From Diap... 1N1 39.09 1 11.051 12.075 1 0 12 1 N2 <35.92377T-�10.7 11.47 1 0 N3 32.761 10.352 10.6570 -3 4 N4 29.638 10.007 9.649 ^ 07: 5 I N5 .26.589 9.665 8.464 0 6 N61 .23;642 9.321 1- 7.129 0 - I 7 N7 -20.832 8.973 5.6770 N8 36.378; 10.698' 14.194 0" -8 9 N9 33.427 10.4f:::=1 3.589 0 10 N10 30.429 '10239 12.814 11 N11 27.441 I 10.009 11.897 0 12 N12 24.503. 9.779 10868 1 :0 1 13-1 N13 1 21.659 I 9.549 9.763 1 0 RISA -3D Version 14.0.0 ... \61540-l.O.R3D] Page 2 J,; Company, USA Shade and Fabric Structures Mar'10, 2017 Designer ,,. 1':57 PM Job'Numb6r Checked By: r e c e N "j"E :s Model Name' 4 POINT. HYPAR SAIL q. Joint,Coordinates sand Ternyeratures (Continued) .. _;s • Label ' : -, X; ft Y ft ' Z ft Temp F Detach From Dia .:. -Label-'- N44. W18959�:.. 9321,8642 15 1 N15- _ 33.776 ;:10:352 _ . _ 16.507 0: 1(6N,1'6 30968 11024. 1'5876 17 1 N17 '28-'089'10.126 I" '15.115 L X1;8 Vis. 25.�1'91W.w 10.01 14.26u� _ 1 ��MR, WN-1117"MR-WEowl _ -: 19 I` NlGlr 22.324 ...I_ --9:894 1 --13:349'... D. I 20 � N20 1.9 639 9 777 12 42,7 Nii( . 21-.'I N_2'_'1_.-- 16:886'• 9.661 :; 1.14.547' 0f ,. 122 %N22 ' M®E,.._. 31 305 10 01e3 1'82989. i ,VNE - 23 _ 'N23, 28:582: ', 10:014: 18:295: 0. 24 �N24 : , .. 257fi5_ , 1'001;3 1750`9 SOK. r:. s�: I , .. 25 I N25� �; _ ' 22:91 I 10.012= : x.;16.678 0.., h26r� I. N26us 20.0661 110>0`09 15845;. I 0 27 N27 X17 285 10:005 15.052,:'D: f'N2`814624: 99:99 1,43.47 re 0 -42=1 29 N29 28-.986" 9.676 21.612. D 3 30 ' N30N ..� 26 287 9=788 20 803 `� � J � 31 .I N31�: 23:48' 9.901' 19.949 .. p "'NEN32 :.�': 20.617 100�14R .:�' '1'91 ���0= I �� "33 • N33 17 745 '10.126 18 301 0 34 N N34 940 14,916 110 236 17 591 � 0 . 35 1 N35 12.183 10:341 17:008 01 ' 36�s WEN36 `:.: �, r ,: ...26;83:1 W .9 336M..,- 24 3441 ' . hfv- NKPNN 37 ,•. N37 24.1 -9.562: ': 23.355 ( 0 1 -�. 38 ISA38 MW :W2125IEM11MIN-92M _ 22379_ �� �.,�M0 . 39 - 1_N39 18.332 a 10.017' 21.472 0 . 41 N41 12.451 10 469 20 002 `> I 0 ` 42rN42, ' X9586 x . _. 69 0fi9 43 .I .'" 'N43 24:848 8.989 .�- 27.133- 44� u.... ..'� �N344'` r22026�M` 9336 25882: 0Mm N � "' 45 I N45' . 19 091 9.679 24.739 0 a N-8 N-EffW1,6576 n 1E002I ar23�736. 0=. 47' '..: 'N47' 13.009- .. -10.363. = 22.901'`, " 48 ° ,N48 �? _ 9925 a; ' 10706 _ � 2225° ., W61 IN HinsmW 49 I N49,: ` ` 6:856 I 11.051,•:`,, , "-21:798` : 0 ; 1 :: •: � �50�N60 s�� r., 460�46:i � ,0 I 1:0369 i ,�'0`� ` .. 51 I N51 26.012 0:' I 32.`361: I ":�0 • �0 X52 N52 0 " i0 2392'5 �.�. �. = 0' 0' 53+`,'' 19.547 N53 0. 54� N54. -�. 46�0�46�,. �, a.� ,� r� .9 t g ��0��.. }•" ���`� .:: ' �I 1;2 1,0.36 55 1 N55 F -26:012 I 8 32.361, 0'' X56 1% 2A r N56 �'� ,0. '12� 1 23;925"':0 } , 57 N51, 19.547, 8 r . I 0 1 0 .> 158AR ;M N58 M§ 419845 11 406 I 1s0 177 } 0 C , 59 N59 „..38:415 10:926 9.561I 0,: 35049 A �l+ ..� d "fig10 462 "?-" 61 1 N61 '311764 1 10.004 J7.5791 0 63 N63 .' 25.489 9.096 4.611 0 X64 N64 :;&V W22'529 IM8628 =2772y;f�0 } 65 N65 `'"19.704 8.141.' 21662 IO ya �N66 1'822 87634' 671 N67 16`457- 9 099 7.581 I 0'- I 14426r 954'9 1`07x75 M Ni0 69 N69 12 14. 9'98 9 13:784 I 0 W N70 � N, 1,0611 . 10 438 1:6 5934 ". W`0 ': , RISA-3D Version 14.0:0 \. \ ..\:.:\ .\.,.\...\... \61540-1:O.R3D - ' ` :Page 3, f 1 - M1 N50 N54 I COLUMNS HSS 12 75X0 375 C01amn Pi e' 45KS1 Typical '; �� . � _._ . _ � �45KSi M T ical.A 2��•.''M2 - .NM N55 ,� C"OLUMNSFHSS ti0.7.5X0F°365 . ,.tColumn Pi e 3 M3 N52'" N56 COLUMNS HSS 12.75X0.375, - . ,Column. `Pi e'' 45KS1 Typical 4 M4 N83 N57> .. WOU1 N NSYHSS ti0 75X0 365 a "Column Piy aINS K81 M,T ical 5 I M5 A54:1 N89 IPLATES . " Beam None- �60KSI:TypicEW,', t, 3 . �P� L� �r �3 �i�� � ,i4 ti.� 6, M6 <N55 1 N81 MI MO�M104;,' PLATESx Beam l None 50K9i'Z �T i8'IM,t r ical ' f 8��'IVI8. �N57N65� �PLANTES .:. ".: Beam .I^ `NonE 50f<81�T3Ypical 9 I M9 N89 N58 CABLES Beam I " None -WIREROPE Typical. 9 10 M N58 N58 ., , `. CABLES„, Beem. NoneIREROPET � 4 CompanyUSA Shade and Fabric Structures' 13 1' M13. N61 . I ' N62 . I CABLES Beam . Nonew1REROPE T Mar 10, 2017,, MU � MA14 ,liN62 -9N63� ' ” �� �a� � CABLES Beam l N no e� �..._ 1IVIREROPE Z,T Ical'% _• 17 = M17 N65 "I •N66• . ` - CABLES Beam I' None WIREROPE. Typical 1:57 PM d < i NSADesigner yJob Number 19 I M19 N67 I N68 I I CABLES " Beam I None WIREROPE T ical • '' , Checked By: T E c n x o_L o c .i ems ,ModellName• - :. 4 POINT HYPAR SAIL a �22� ' M22 N70 N71 `h ' , ... CABLES Beam l None 2 ?�!IRERO:PEI T ical 4 24 M24 N72� N7,3� _ � CABLES Bearn� Nome1 z WI , 0PE T"YPE901,11 . 25 M25 N73. N74 I,` ` _ CABLES ' : 'Beam None wIREROPE T' ical ` Joint C oordinatesand Temperatures' (Continued) _27'.M27 N75 N76 CABLES Beam None WIREROPE Typical': �• X28 M28 x N76� N.77 . � ' ' s CABLES.., Bae mm None, WIRER"®PES T Ical k '291, M29` N77; , N78 ..,I LCABLES :.. Beam None, WIREROPE T ical:': . y :'�; Label " X• ft Y ft Z ft Tem ` F Detach From DiaD' • 71 I N71 6 85410:9 I 19;191 0. % 29 " MN72 ,3��. 1 881 1 388 219562 "°<' 0Now_ 73 N73 706 897 23 698 7 .N74 4062" 5 . 114'15 23882 x0.� aM da 75 N75 7383; 10 941 24 298 I 0 ` 76'N76. ��1065>Z� :: ` X1.048�Y X2494'8 ' 0 77 .I `N77: :. 13'87 10.023 ,I 25 8345 I R W� N78� . 1,7"01 9 572, 26 953 ®,: '" Wa t 79 N7920 063; ` 9.1.14 28 301" 0 80 "N80' . 2p$ 017 86 2 9874. 81 I x N81 25.,859"8155 31.665 0. •, .�. 83 N83 29.39' 9.117 25:263 X84 N8c4 a 3151:9. 9 568: ': 2231 �0IUMIMW am ': 485 , 33 876 10.009' 19 541 p ' N86�. �� 36�4�4�7 .. 1€058•. 116969 � i ��® _ I :. � ��� ,, _ 87 N87" 39.221 1 10 917 14 605 0 nIV88 42 185 ? 19 443 89"N89: 45.326' . 11:897". 10:545 :: 0 _Member PrimarV Data Label T Joint: " J Joint K J... Rot :': Section/Sha a "TVDe Desi n List ' Material Desi n Rules t 1 - M1 N50 N54 I COLUMNS HSS 12 75X0 375 C01amn Pi e' 45KS1 Typical '; �� . � _._ . _ � �45KSi M T ical.A 2��•.''M2 - .NM N55 ,� C"OLUMNSFHSS ti0.7.5X0F°365 . ,.tColumn Pi e 3 M3 N52'" N56 COLUMNS HSS 12.75X0.375, - . ,Column. `Pi e'' 45KS1 Typical 4 M4 N83 N57> .. WOU1 N NSYHSS ti0 75X0 365 a "Column Piy aINS K81 M,T ical 5 I M5 A54:1 N89 IPLATES . " Beam None- �60KSI:TypicEW,', t, 3 . �P� L� �r �3 �i�� � ,i4 ti.� 6, M6 <N55 1 N81 MI MO�M104;,' PLATESx Beam l None 50K9i'Z �T i8'IM,t 7 1 M7 N56'1 -N73 I PLATES Beam I None 50KS1 T ical ' f 8��'IVI8. �N57N65� �PLANTES .:. ".: Beam .I^ `NonE 50f<81�T3Ypical 9 I M9 N89 N58 CABLES Beam I " None -WIREROPE Typical. 9 10 M N58 N58 ., , `. CABLES„, Beem. NoneIREROPET 11 I M11 N59 `N60 -CABLES � _ : Beam I None WIREROPE T Ical 1'2#Ma12�N60�N61,CALES,:. B< - RE 6MV °N` ones , U,UI.REROPE T ieal 13 1' M13. N61 . I ' N62 . I CABLES Beam . Nonew1REROPE T ' ical "'s' MU � MA14 ,liN62 -9N63� ' ” �� �a� � CABLES Beam l N no e� �..._ 1IVIREROPE Z,T Ical'% 15 M15 N63 N64` I CABLES Beam I None ',WIREROPE T ical .j' 1'6� M16N64 N65 CABLErv�Beam ( None.. -S1NIREROPE T,—r 17 = M17 N65 "I •N66• . ` - CABLES Beam I' None WIREROPE. Typical `.. '�" i 'Y'eSfitE3r. .-s-.dx`rK @ 1 5s." -k 1'8IIVI18�N66N67 '. 'CAB`LES�-y 1NIRERoPE�, None T ical 19 I M19 N67 I N68 I I CABLES " Beam I None WIREROPE T ical • '' .. r"" ?u m. 1NtREROPE t 20 r AM20 N68 N69 1 ` .CABLES."F Beam 21- -;'M21,-.. Y- N69 .:N70 I . CABLES Beam None ' WIREROPE T Ical , �22� ' M22 N70 N71 `h ' , ... CABLES Beam l None 2 ?�!IRERO:PEI T ical 23 , M23 N71 N72 CABLES Beam None WIREROPE Typical 24 M24 N72� N7,3� _ � CABLES Bearn� Nome1 z WI , 0PE T"YPE901,11 . 25 M25 N73. N74 I,` ` _ CABLES ' : 'Beam None wIREROPE T' ical ` V26 6IVI26 N74 N75 ?:r :,. � �Mu ',ES ,:. Beam Woneg«WIREROPE�£ -T' Ical ; _27'.M27 N75 N76 CABLES Beam None WIREROPE Typical': X28 M28 x N76� N.77 . � ' ' s CABLES.., Bae mm None, WIRER"®PES T Ical k '291, M29` N77; , N78 ..,I LCABLES :.. Beam None, WIREROPE T ical:': I30 M30 N781V79 3CABLESBeatn�None_R;WIREROPE sv �t, T"`Ical �.; ,, 31 1 M31 - N79 N80 .: I CABLES Beam None WIREROPE T ICaL IRER, 32 �M32 � N80 N81� � � ,CABLES°' � Beam I !None�,�� w oPE T' ICaI 33 j M33 I Mid N82:.1CABLES Beam .. None WIREROPE' ,>> RISA-3D'Version' 14.0;0 [\: \ \::.\. \.._\..A.':.\61540 1.'0, k 3 D Page 4 >- Company USA Shade and Fabric Structures. Mar 10, 2017 Designer 1:57 PM MRS Job Number Checked By: - T E C H N O O .G .1' E -S Model Name 4 POINT HYPAR SAIL Member Primary Data (Continued) V I D..f Cenfir.n /C L.nr.e Tvnn rl—;— I icf KAaf—iol rinc n D'.1— 'M --M34 IN82 N83 CABLES, Beam • 9None WIREROPE'. T'�ical 523 35 M35 N83 N84 I CABLES Beam None WIREROPE Typical Typical11:908160:...160.... 36 - °- :M36 N84 N85 = CABLES Beam I 'None ` `WIREROPE Typical WIRER... 37 ( M37 N85 I- N86 I CABLES Beam I None WIREROPE ' TVDical =None 38 I ° M38' N86 N87 I w - CABLES a 'Beam -None `,WIREROPE. Typical , 39 I M39 N87 I N88 CABLES Beam None WIREROPE Typical ®1111111111 , 40 " M40 �:N88 ',,'N89 . -.; CABLES �� ,`.Beam 'NOne ,WIREROPE " ^T ICaI` r Hot Rolled Steel Section Sets 4ZK— Tyne rleei— 1 icf nn.4eriml rleci— A rn91 I,,,; ri i— r + I rinAl Joint Boundary Conditions ' Joint Label X rk/inl Y rk/inl Z rk/inl X Rot.rk-ft/radl Y Rotrk-ft/radl Z Rot.rk-ft/radl' 1 COLUMNS HSS 12.75X0.375 HSS12.750.375 Column Pie I 45KS1 ITypical 113.61 262 262 523 I 4 128 2 : �COLUMNS'HSS'10.75X0.365 HSS10.75X.365 Column Pipe I 45KSI Typical11:908160:...160.... 321.... WI N D ZA . WL, 3 CABLES 3/8 100 Beam None WIRER... ITypicall .11 100 100 1 100 ®�®�®�® 6 I 4 J PLATES: 75X6 t Beare =None > ,50KS1 ; TYpi�1 4:5' .2111115 115 :777 Joint Boundary Conditions ' Joint Label X rk/inl Y rk/inl Z rk/inl X Rot.rk-ft/radl Y Rotrk-ft/radl Z Rot.rk-ft/radl' Basic Load Cases 1 N50 Reaction Reaction Reaction I Reaction I Reaction Reaction I 4 128 2 N51 Reaction, Reaction Reaction I Reaction I Ruction-- Reaction WI N D ZA . WL, 3 N52 Reaction Reaction Reaction I Reaction Reaction Reaction ®�®�®�® 6 I -4 N63 Reactiori r Reaction; Reaction RReadidn Ruction Reaction Basic Load Cases Load Combinations OLV ✓CJl.11 llVll VOIC VI DL n VIGV... 1 VIGV... L VIGV... -JVll ll I'lJlll VWII Iu... -1 32 nICO ... JUIIGI.... 2 LL I - LL- I 4 128 ®®1® 3, I WIND XA I WL I 4 {' 128 C—+— 4 WI N D ZA . WL, _ _ ~ 4:: 128 E:,-+.. - 5 I WIND XBI WL I 4, 128 ®�®�®�® 6 I WIND ZB, a WL _ 4 P 128 ®1111111111 7 I -UPLIFT WL 128 Load Combinations � ®0�0�©0���®1111111111 Envelope Joint Reactions Reactions Joint X rkl LC � • . e • ®®1® 1 I N50 r)—";M;— - C D QI f` C—+— QI r C—+~ QI f` C—+— QI f` E:,-+.. - 01 f` C-..f..r � ®0�0�©0���®1111111111 Envelope Joint Reactions Reactions Joint X rkl LC � • . e • ®®1® 1 I N50 max .775 � 1.902 X1111111111 .205 � • . � • ®®�0�� • .OE7 6- 9.45 6 L 2 X111®111 -.696 . • � . ®�®�®�® 4 1 '-.238 1 9 1. -2.475--110,1 -:029: 1 ®1111111111 9,1 � . • , . = ®Om ����®1111111111 •0 ff$T.i• ®®� ® ®1111111111 -..,. Page.5 • . ®m00©®© - X1111111111 • . ®®I®®�®� - ®1111111111 • � • = ®®�©®© - X111®11 Envelope Joint Reactions Reactions Joint X rkl LC Y [kj LC Z k - LC MX [k-ftl LC ' MYL-ft LC MZ k -ft LC 1 I N50 max .775 9 1 1.902 7 .205 1 2 2.971 6 • .OE7 6- 9.45 6 L 2 min -.696 2. =`862. 4 1 '-.238 1 9 1. -2.475--110,1 -:029: 1 1 -6.562 9,1 RISA -3D Version 14.0.0 [\...\...\...\...\...\...\...\61540-1.O.R3D] -..,. Page.5 3 I N51"' max.''-. � .923 6 1.804 . 10' _`''4.0335 ':.. 6. ;.1 ` 26:183 ' ' -6',. .357 <: 4'' . :4:'832 ..", rnin � fi59 9� 1 705., 6 X007" 1� =1¢5 594 X8 '356 _ 2 x.6 046,§S 96%, 5 N52 . max 68 ''4 1 1.8977 19 324 7.. 3;296,1 8.. 12 6 ' 6.335 7 �6 � rmin�`752 7��s��:_.�86 �2 ,:T27�i • �6`��439��6 . X067 _ 9:'" 905'' 6 7 N53 -; max 667 �'�7 1:84 �8 1 949- _ 1 14.'385 ._ 10 375 2 '5.722' 6_� 8�s, n' mmo w6w�.=1':666 61 Na''931: 3 69, v`�% AR's s 6 4; �r374 K4 4'832 7a 9, � I Totals: ...` maz ' :;.:567. "4: j _ 4.695 ' 1 , , 622 5 : ; 7 M1 HSS12.75x0.375 083 0 6 008 0 9 268.149 366.467 120..:.120.... 1.32 H1 -1b s" '2 AM26 AtHSS,1,WUX.366 307 .y 0' ` '6 044 _X0 6 263;2oa,'32o'882 ss';43I8843'1 95?4 H�1..1Eb 3 I M3 HSS12:75x0.375 : 084 0 6 008 0', 7 268149 366.467 120 ... 1120.... 1.3151 H1'-1 b 4 . � M4 HSS10 75X 365 292 W,0 6 WE'RUS 0 R6 263 26 320 882 88 43 88 43;2 0®.7 HA1 1 b . _. 5 I M5 75X6 .005 0 9 .033 0 3 118.806 13x 731 2 10516 8 1.0771" H1-1b b. 75X6 033 729 6IA8 0 4 11i95613�a731 2y105 a 681048 H1a1'.:li Z I M7 75X6 005 0 7 034 0- 9 118.791 134.731',2.10516.8...11.0771 H1 --1b M fVlB� r75X6� . 032 5rt734 2,igo5 j16 8 9 L M9 ' 3/8 100 .143 0 9 9.999 Q- ' 1' 6 5.661 5.665 .039 .039 1.6671 Hl -lb 10'; MIV110 ' :3/8,1'00 '146 0 1.09999 01 85661 > 5665 090080p02 81IAN 11 I M11 3/8 100 - :152 0 7: 1 9.999 0. 18 5.661 5.665 .039 .039 1.0161 H171b 12 M12" Q81 ...1?86 0 7 9 999 0 6111' `1 5 665 x39 X039? 1 - g 13 M13 3/8100, " .183 0 7 9.999 0 2 5.661 5.665 ":039 .039 .1.01' 1 H1 -1b 1"4� 111114 �3%8100�' N X1$8 0°� 7" 9999n0•.6 5661 X5665 X039 03911057 H 11`b } 15 1 M15 3/8 100 .154 0 7 9.999 0 8 5.661 5.665 1.039'.039 1.1671 : H 1=1 b 1'6 M16 a � S/8 1x00 '" WWI MUM 9 X9)999 ` 0&0 � 8 t5`-'661�� �5 - %Gs X039: K1 667 �H1�1 b 17- M17 3/8100 .143 0 8 9.999 .0. 6 5.661 5.665 .039 .039 1.667 H1 -1b 10 V11 6 1'8 IU11i8 ?.: X3/8 xzf00 x:.1,58 6 .7 9 999 _ .: a5?661 5 665.. G39 039! r6V,RHWTbllft 1}b -19 M19 3/8100. .198 0. 10 9.999y 0 6 5.661 5.665 :039 .039 1.04 > H1 -1b 920 M20 ; h 3%8 100. 1.89 0 1.0 9 999 0 5 5 661 50665 M990101 AR1� WH1 1�b .. 21 M21 )3/8100 .204' 0' 10 9.999 0 .5 5.661 5:665..039 .039 1:029 H1=1 a 2� M22 . , ..; : 3%8100 156 0 9 99990 6 5fi61 5665 X039 X039 1O�T 9 H11fb' .23 M23 3/8.100 .150 0 8" 9.999 0 19 5:661 5:665 .039 .039 1:0071 H1 71 b 24 M24�`" 3/8100: 143 0' w -7 . 6999 0" 6 5:661 '56fi5� 039.X039 1 667 H1 1'ti 25 M25 3/8 100 "" 143 0 7 9:999 .0 , 6 5.662 5.665 .039 .039 1.667 Hl -'lb ps a1'0` 5662 5665 X039' '039'.1288 H11 b `9999' 27 M27 3/8-100 .149 0 9 9.999 0 10 5.662 5.665 039 039 1.0161 H1-1 b 28 1111128 3%8 100 T66 :CO O. ,�9'�999 , 0' 19 &662 5 6652X03-9, 1-668 H1 1Eb -' $} 29 M29 _ 318 100 184 0 9 9.999 0 4 5.662 5;665,.039 .039 1".011 H1=1b F' 30� M30� �&Vf- 0 itm�0 9. '9`99N00'0 %6 45662W65x 65 W,3-9 t'.`0 §1 097 H1 1'b 31 I M31. 3/8100 '.157 0 9 9.999 . 0 I6 5.662 5.665 .039.0391-1361 H1 -1b 32 �;IVI32 3%8 X10090 1 144'0 ��0�� 10 � R 9 9992 � 0 ``='6�, .5 6626.. 5:665 X039 �039� -1 667 AFH-WI 1VO , Y 33 1 M33 3/8 100 149 0 J0 9.999 0 16 5:661: 5.665 .0391.039 1.6671 HlA b - �34� ?M34�" . �3/81.00 � 18W 0 0 9; 9 999 " �0 6 6%611 Wa6f X039 16301012, H1 1b . 35, • M35 3/8 100 210 0 - 8 9.999 0 6 5.661 5.665 .039 .039 1.054:H1 -1a : } 36 M361 9999' 50 35 661 56E5 X039 039 11 H11?b .3T M37 3/8 100 '.206 0 8 ' 9.999 6 3 .5.661 5.665 .039 .039 1.026 H1 -1a X38¢4 11/138 X3/8 100 49: 999 '0 6 666`1 < 5 665 �:0391�:039'A':!0J,'T H13,1 b ` 7 z 39 1 M39 , 3/8100 150 0` 10 9.999 0 I7 5:661 5:665:1.0391.03911..0021 H1 -1b { 40 IVI40 3y18 100, w 143 ,0 9�9 999 W0 '6 f5 661 5665 X039 X039 1667. -At H11 b Material Takeoff "Material" ,� .., _ - Size Pieces z Len th ft •• Wei ht y 1 Hot Roiled"Steel ,%�2ufw : 4'SKS1 V HSS10,15XA l 2XWORN HOWNW,K, OR I 3 45KS1 1 - HSS12.75x0:375 2 24 111 k `4��' �.{�' 50KSi��� �;�• <.�3.75X6 � � �`� �����4 $ �� ' `':� � 3 ,� � �a���0:� � ��<;ti 5• WIREROPE 3/8100 " Company USA'Shade and Fabric Structures Mar 10 2017 d4 Designer. �- 1:57 PM Job Number 4- Checked By: , r e r x e.,o.;t :o .c a es `Model Name 4 POINT HYPAR SAIL' . Envelope A/SC 14th(360-10): ASD Steel Code Checks Member ShaDe Code Ch... Loc ft : LC'. Shear Ch..: Loc ::.... LC Pnc/o::. Pnt/om`...Mn ...Mnz... Cb _: -`E n 7 M1 HSS12.75x0.375 083 0 6 008 0 9 268.149 366.467 120..:.120.... 1.32 H1 -1b s" '2 AM26 AtHSS,1,WUX.366 307 .y 0' ` '6 044 _X0 6 263;2oa,'32o'882 ss';43I8843'1 95?4 H�1..1Eb 3 I M3 HSS12:75x0.375 : 084 0 6 008 0', 7 268149 366.467 120 ... 1120.... 1.3151 H1'-1 b 4 . � M4 HSS10 75X 365 292 W,0 6 WE'RUS 0 R6 263 26 320 882 88 43 88 43;2 0®.7 HA1 1 b . _. 5 I M5 75X6 .005 0 9 .033 0 3 118.806 13x 731 2 10516 8 1.0771" H1-1b b. 75X6 033 729 6IA8 0 4 11i95613�a731 2y105 a 681048 H1a1'.:li Z I M7 75X6 005 0 7 034 0- 9 118.791 134.731',2.10516.8...11.0771 H1 --1b M fVlB� r75X6� . 032 5rt734 2,igo5 j16 8 9 L M9 ' 3/8 100 .143 0 9 9.999 Q- ' 1' 6 5.661 5.665 .039 .039 1.6671 Hl -lb 10'; MIV110 ' :3/8,1'00 '146 0 1.09999 01 85661 > 5665 090080p02 81IAN 11 I M11 3/8 100 - :152 0 7: 1 9.999 0. 18 5.661 5.665 .039 .039 1.0161 H171b 12 M12" Q81 ...1?86 0 7 9 999 0 6111' `1 5 665 x39 X039? 1 - g 13 M13 3/8100, " .183 0 7 9.999 0 2 5.661 5.665 ":039 .039 .1.01' 1 H1 -1b 1"4� 111114 �3%8100�' N X1$8 0°� 7" 9999n0•.6 5661 X5665 X039 03911057 H 11`b } 15 1 M15 3/8 100 .154 0 7 9.999 0 8 5.661 5.665 1.039'.039 1.1671 : H 1=1 b 1'6 M16 a � S/8 1x00 '" WWI MUM 9 X9)999 ` 0&0 � 8 t5`-'661�� �5 - %Gs X039: K1 667 �H1�1 b 17- M17 3/8100 .143 0 8 9.999 .0. 6 5.661 5.665 .039 .039 1.667 H1 -1b 10 V11 6 1'8 IU11i8 ?.: X3/8 xzf00 x:.1,58 6 .7 9 999 _ .: a5?661 5 665.. G39 039! r6V,RHWTbllft 1}b -19 M19 3/8100. .198 0. 10 9.999y 0 6 5.661 5.665 :039 .039 1.04 > H1 -1b 920 M20 ; h 3%8 100. 1.89 0 1.0 9 999 0 5 5 661 50665 M990101 AR1� WH1 1�b .. 21 M21 )3/8100 .204' 0' 10 9.999 0 .5 5.661 5:665..039 .039 1:029 H1=1 a 2� M22 . , ..; : 3%8100 156 0 9 99990 6 5fi61 5665 X039 X039 1O�T 9 H11fb' .23 M23 3/8.100 .150 0 8" 9.999 0 19 5:661 5:665 .039 .039 1:0071 H1 71 b 24 M24�`" 3/8100: 143 0' w -7 . 6999 0" 6 5:661 '56fi5� 039.X039 1 667 H1 1'ti 25 M25 3/8 100 "" 143 0 7 9:999 .0 , 6 5.662 5.665 .039 .039 1.667 Hl -'lb ps a1'0` 5662 5665 X039' '039'.1288 H11 b `9999' 27 M27 3/8-100 .149 0 9 9.999 0 10 5.662 5.665 039 039 1.0161 H1-1 b 28 1111128 3%8 100 T66 :CO O. ,�9'�999 , 0' 19 &662 5 6652X03-9, 1-668 H1 1Eb -' $} 29 M29 _ 318 100 184 0 9 9.999 0 4 5.662 5;665,.039 .039 1".011 H1=1b F' 30� M30� �&Vf- 0 itm�0 9. '9`99N00'0 %6 45662W65x 65 W,3-9 t'.`0 §1 097 H1 1'b 31 I M31. 3/8100 '.157 0 9 9.999 . 0 I6 5.662 5.665 .039.0391-1361 H1 -1b 32 �;IVI32 3%8 X10090 1 144'0 ��0�� 10 � R 9 9992 � 0 ``='6�, .5 6626.. 5:665 X039 �039� -1 667 AFH-WI 1VO , Y 33 1 M33 3/8 100 149 0 J0 9.999 0 16 5:661: 5.665 .0391.039 1.6671 HlA b - �34� ?M34�" . �3/81.00 � 18W 0 0 9; 9 999 " �0 6 6%611 Wa6f X039 16301012, H1 1b . 35, • M35 3/8 100 210 0 - 8 9.999 0 6 5.661 5.665 .039 .039 1.054:H1 -1a : } 36 M361 9999' 50 35 661 56E5 X039 039 11 H11?b .3T M37 3/8 100 '.206 0 8 ' 9.999 6 3 .5.661 5.665 .039 .039 1.026 H1 -1a X38¢4 11/138 X3/8 100 49: 999 '0 6 666`1 < 5 665 �:0391�:039'A':!0J,'T H13,1 b ` 7 z 39 1 M39 , 3/8100 150 0` 10 9.999 0 I7 5:661 5:665:1.0391.03911..0021 H1 -1b { 40 IVI40 3y18 100, w 143 ,0 9�9 999 W0 '6 f5 661 5665 X039 X039 1667. -At H11 b Material Takeoff "Material" ,� .., _ - Size Pieces z Len th ft •• Wei ht y 1 Hot Roiled"Steel ,%�2ufw : 4'SKS1 V HSS10,15XA l 2XWORN HOWNW,K, OR I 3 45KS1 1 - HSS12.75x0:375 2 24 111 k `4��' �.{�' 50KSi��� �;�• <.�3.75X6 � � �`� �����4 $ �� ' `':� � 3 ,� � �a���0:� � ��<;ti 5• WIREROPE 3/8100 " 32 • _ 115.2 :" 0 6 L Total HR Steel. _" . ' p V 40 1'58 1"WWWNAMM, wY - Cma Clad \ (Em) No 1 1.0 961.0 % 1690 56.18 o:.so 1 r a of 14 ti, B 20 .16 i �_. .......... .. _.. r + 15 0 Member Code Checks Dlspbyed (Emeloped) Emelupe ONy $olubon - t