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Plans (15) t Kamran Moayedi,P.E. ` 1500 W.Embassy Street 44144 COAST SIGN Anaheim,CA 92802 INCORPORATED 714-999-1940 1500 West Embassy St.Anaheim,CA 92802 Kamran.Moayedi@coastsign.com (714)520-9144 FAX:(714)520-5847 Project Information Lic.#: KW-06010914 Licensee:Coast Sign,Inc. Project Title : OFFICE DEPOT Description : New Awning I.D. : 134933 Address : 15060 S.W. Sequoia PKWY, Tigard, OR Project Leader : Kamran Moayedi/Niambi Rowland Phone : 714-999-1940 Fax :714-999-1999 eMail : kamran.moayedi@coastsign.com Project Notes GENERAL NOTES: 1.DESIGN CODE 2014 Oregon Structural Specialty Code(OSSC) 2.DESIGN LOADS:ASCE 7-10 3.WIND SPEED 110 MPH,EXPOSURE B 4 ANCHOR BOLTS HILTI HLC SLEEVE ANCHORS SPECIAL r , '''' I CIN REQUIRED 5.INSTALLER SHALL VERIFY ALL EXISTING CONDITIO S A$ teoflOgRINIW at fri%ISpecialty Code VALIDITY OF PERMIT ❑ Concrete arid lio+s ifiaaGint Steel THE ISSUANCE OF A PERMITg BASED ON CONSTRUCTION NJ Bolts Installed in Concrete DOCUMENTS AND OTHER DATA SHALL NOT PREVENT 0 Special Moment-Resisting Concrete Frame THE CODE OFFICIAL FROM 0 Reinforcing'Stec`it prestressing Steel Tendons REQUIRING THE CORRECTION OF ERRORS.OSSC 105.4 ❑ Structural li�l ittirft� ❑ High-StrenW,I !Bolting ��EO PROpSS ❑ Structural(Jlasorry /�! j4MIReirtfarJ a \ ,.,m Concrete APP— ...f 9051 1E Insulating( pp FII OREGON IM Spray Apr -. `'.t-Resisthre Materials �y OFc 31,TO. YA Pilings: OriU j ;•'i$r�y and Caissons 14.1 �`° ' V Otcr€tc: EXPIRES: (jig ❑ Special racit,:;: Excavation and Filling 0 Smoke-Lo nuo Systems Ad03 a ti` A 0 Other lnspectlons r CITY OF TIGARD "' RI'VI F`, ' I) FOR CODE COMPLIANCE / y}� l li f l l c i),'. �♦i c: I I I' ,I,,' FL: .u, �;�-- on ��-7 A ;.1' 1 oa6� ce--etu_o i pK 'j Suis;, 4: 13N,: Date: q -!C.1- Jq 1 MecaWind Pro v2 . 2 . 8 . 5 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date : 8/23/2019 Project No. . Company Name : Designed By . Address Description . City Customer Name : State • Proj Location : File Location: C:\Users\kamran moayedi\AppData\Roaming\MecaWind\Default.wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 110.00 mph Structural Category = I Exposure Category = B Natural Frequency = 10.00 Hz Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 7.00 Zg = 1200.00 ft At = 0.14 Bt = 0.84 Am = 0.25 Bm = 0.45 Cc = 0.30 1 = 320.00 ft Epsilon = 0.33 Zmin = 30.00 ft Pitch of Roof = 0 : 12 Slope of Roof(Theta) = .00 Deg h: Mean Roof Ht = 20.00 ft Type of Roof = FLAT RHt: Ridge Ht = 20.00 ft Eht: Eave Height = 20.00 ft OH: Roof Overhang at Eave= .00 ft Overhead Type = Overhang Bldg Length Along Ridge = 125.00 ft Bldg Width Across Ridge= 200.00 ft Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 30.00 ft lzm: Cc*(33/Zm)^0.167 = 0.30 Lzm: 1*(Zm/33)^Epsilon = 309.99 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.81 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.82 Gust Factor Category III Rigid Structures - Flexible or Dynamically Sensitive Structures Vhref: V*(5280/3600) = 161.33 ft/s Vzm: Bm*(Zm/33)^Am*Vhref = 70.89 ft/s NF1: NatFreq*Lzm/Vzm = 43.73 Hz Rn: (7.47*NF1)/(1+10.302*NF1)^1.667 = 0.01 Nh: 4.6*NatFreq*Ht/Vzm = 12.98 Nb: 4.6*NatFreq*B/Vzm = 129.78 Nd: 15.4*NatFreq*L/Vzm = 271.55 Rh: 1/Nh-(1/(2*Nh^2)*(1-Exp(-2*Nh))) = 0.07 Rb: 1/Nb-(1/(2*Nb^2)*(1-Exp(-2*Nb))) = 0.01 Rd: 1/Nd-(1/(2*Nd^2)*(1-Exp(-2*Nd))) = 0.00 R: ((l/Beta)*Rn*Rh*Rb*(0.53+0.47*Rd))^0.5 = 0.02 GG: (2*Ln(3600*nl))^0.5+0.577/(2*LN(3600*n1))^0.5 = 4.71 Gust3: 0.925*((1+1.7*lzm*(3.4^2*Q^2+GG^2*R^2)^0.5)/(1+1.7*3.4*lzm))= 0.82 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.82 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Wind Pressure on Components and Cladding (Ch 30 Part 1) • ` a; .3�_2_ Roof not 5 , 1 1 SI 4 a:.5 5,. 2 ? [3 `' ails As, Gable Roo 9 a All pressures shown are based upon STRENGTH Design, with a Load Factor of 1 Width of Pressure Coefficient Zone "a" = = 8.00 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf Zone 1 1.00 1.00 1.0 1 0.30 -1.00 16.00 -21.77 Zone 2 1.00 1.00 1.0 2 0.30 -1.80 16.00 -36.52 Zone 3 1.00 1.00 1.0 3 0.30 -2.80 16.00 -54.97 Zone 4 1.00 1.00 1.0 4 0.90 -0.99 19.92 -21.58 Zone 5 1.00 1.00 1.0 5 0.90 -1.26 19.92 -26.56 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.70 Qhcc:.00256*V^2*Khcc*Kht*Kd = 18.45 psf Project: coAsr c Sign Support Job B: INCORPO p a,RD. By KM Courtyard-453 6th Ave.San Diego Date: 4/10/2015 Check Awning Frames: n.cm. woo WwINi front Elevation Cross Section Design Loads: Wind Speed= 110 MPH Wind Pressure= 36.52 PSF Canvas Load is Negligible Supporting Frames @ 2'-6" O.C.: W=36.52*2.5= 91 Lbs/Ft See Calcs Use 1"x1"x0.10"Alum.Tubes Connections: Maximum Downward Forc 280 Lbs Maximum Pullout= 164 Lbs 3/8" HILTI HLC Sleeve Anchors: Pailow= 2180 Lbs Tallow= 2020 Lbs Combined= 0.21 <1.0 OK Use 3/8" Diam Threaded Rods with HILTI HY-200 Epoxy,2-1/2" Embd't ESR 3187 Code Check .y (Env) >Calc 90-1.0 75-.90 50-.75 -.091k/ft 0:.50 iip.1 1111111 1/11/1 110 11111, 910 M2 1 1 ' 111111111111N 4111111111111 I N4 Loads: BLC 1, Wind Load Envelope Only Solution SK- 2 Awning Aug 26, 2019 at 12:23 PM Awning Frame.r2d Aug 26, 2019 ICompany'R'SA Job NuDesigner : 12:19 PM Number Checked By._ Model Name : Awning (Globaq Model Settings 'Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Merge Tolerance(in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? 'Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size (in) 12 Eigensolution Convergence Tol. (1.E-) 4 Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10):ASD Adjust Stiffness? Yes(Iterative) Cold Formed Steel Code AISI S100-12: ASD Wood Code AWC NDS-12: ASD 'Wood Temperature < 100F Concrete Code ACI 318-11 Masonry Code ACI 530-13: ASD Aluminum Code AA ADM 1-10: ASD-Building AISC 14th(360-10):ASD Number of Shear Regions 4 Region Spacing Increment(in) 4 Concrete Stress Block Rectangular Use Cracked Sections? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR_SET_ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 Aluminum Properties Label E[ksi] G[ksi] Nu Therm(...Density[...Table B.4 kt Ftu[ksi] Fty[ksi] Fcy[ksi] Fsu[ksi] Ct 1 3003-H14 10100 3787.5 .33 1.3 .173 Table 8... 1 19 16 13 12 141 2 6061-T6 10100 3787.5 .33 1.3 .173 Table B... 1 38 35 35 24 141 3 6063-T5 10100 3787.5 .33 1.3 .173 Table B... 1 22 16 16 13 141 4 6063-T6 10100 3787.5 .33 1.3 .173 Table B... 1 30 25 25 19 141 5 5052-H34 10200 3787.5 .33 _ 1.3 .173 Table B... 1 34 26 24 20 141 6 6061-T6 W 10100 3787.5 .33 1.3 .173 Table B... 1 24 15 15 15 141 Aluminum Section Sets Label Shape Type Design List Material Design Rules A[n2] I(90,270) ...I(0,180)[i... 1 1"Tube HORIZON.. RT 1 x 1x 0.10 Beam None 3003-H14 Typical .36 .049 .049 2 1"tUBE vERTICAL RT 1 x 1x 0.10 Column A-N Wide FI... 3003-H14 Typical .36 .049 .049 RISA-2D Version 17.0.1 [S:\-Structural Calcs\Office Depot\Chanhassen, MNWwning Frame.r2d] Page 1 • Company : Aug 26, 2019 I I RISA Job NuDesigner 12:19 PM Number Checked By___ ANEMETscHEKco Model Name : Awning Joint Coordinates and Temperatures Label X[ft] Y[ft] Temp[F] 1N1 0 1.5 0 _ 2 N2 1.88 1.5 0 3 N3 0 4 0 4 N4 3 0 0 Joint Boundary Conditions Joint Label X[k/in] Y[k/in] Rotation[k-ft/rad] Q N1 Reaction Reaction © N3 Reaction Reaction Aluminum Design Parameters Label Shape Length[ft] Lb-out[ft] Lb-in[ft] Lcomp top[ft]-Lcomp bot[ft]-L-torqu... K-out K-in Cb Function 1 M1 1"tUBE vE... 2.5 Lb out Lateral 2 M2 1"Tube HO.. 1.88 Lb out Lateral 3 M3 1"Tube HO.. 3.128 Lb out _Lateral 4 M4 1"Tube HO... 1.872 Lb out Lateral Joint Loads and Enforced Displacements Joint Label L,D,M Direction Magn itu de[(k,k-ft), (in,rad), (k*s^2Jf... No Data to Print ... Member Point Loads Member Label Direction Magnitude[k,k-ft] Location[ft,%] No Data to Print ... Member Distributed Loads (BLC 1 : Wind Load) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,F... Start Location[ft,%] End Location[ft,%] 1 !I M3 Y -.091 -.091 0 0 2 M4 Y -.091 -.091 0 0 Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 I Wind Load None 2 Load Combinations Description Solve PD..SR..BLCFact..BLCFact..BLCFact..BLCFact..BLCFact..BLCFact..BLCFact..BLCFact..BLCFact..BLCFact... 1 Yes 1 .6 1 RISA-2D Version 17.0.1 [S:\-Structural Calcs\Office Depot\Chanhassen, MN\Awning Frame.r2d] Page 2 : Aug 26, 2 01 9 12PM ICompany 'R'SA Designer Checked9 Job Number By.___ ANEMETSCHEKCOMPANV Model Name : Awning Envelope Joint Reactions Joint X[k] LC Y[k] LC Moment[k-ft] LC 1 N1 max .164 1 -.007 1 0 1 2 min .164 1 -.007 1 0 1 3 N3 max -.164 1 .28 1 0 1 4 min -.164 1 .28 1 0 1 5 Totals: max 0 1 .273 1 6 min 0 1 .273 1 Envelope Member Section Forces Member Sec Axial[k] LC Shear[k] LC Moment[k-ft] LC 1 M1 1 max 0 1 -.004 1 0 1 2 min 0 1 -.004 1 0 1 3 2 max 0 1 -.004 1 .002 1 4 min 0 1 -.004 1 .002 1 5 3 max 0 1 -.004 1 .005 1 6 min 0 1 -.004 1 .005 1 7 4 max 0 1 -.004 1 .008 1 8 min 0 1 -.004 1 .008 1 9 5 max 0 1 -.004 1 .01 1 10 min 0 1 -.004 1 .01 1 11 M2 1 max .16 1 -.007 1 0 1 12 min .16 1 -.007 1 0 1 13 2 max .16 1 -.007 1 .004 1 14 min .16 1 -.007 1 .004 1 15 3 max .16 1 -.007 1 .007 1 16 min .16 1 -.007 1 .007 1 17 4 max .16 1 -.007 1 .01 1 18 min .16 1 -.007 1 .01 1 19 5 max .16 1 -.007 1 .014 1 20 min .16 1 -.007 1 .014 1 21 M3 1 max -.32 1 .041 1 .01 1 22 min -.32 1 .041 1 .01 1 23 2 max -.286 1 .015 1 -.011 1 24 min -.286 1 .015 1 -.011 1 25 3 max -.251 1 -.011 1 -.013 1 26 min -.251 1 -.011 1 -.013 1 27 4 max -.217 1 -.036 1 .005 1 28 min -.217 1 -.036 1 .005 1 29 5 max -.183 1 -.062 1 .044 1 30 min -.183 1 -.062 1 .044 1 31 M4 1 max -.082 1 .061 1 .057 1 32 min -.082 1 .061 1 .057 1 33 2 max -.061 1 .046 1 .032 1 34 min -.061 1 .046 1 .032 1 35 3 max -.041 1 .031 1 .014 1 36 min -.041 1 .031 1 .014 1 37 4 max -.02 1 .015 1 .004 1 38 min -.02 1 .015 1 .004 1 39 5 max 0 1 0 1 0 1 40 min 0 1 0 1 0 1 RISA-2D Version 17.0.1 [S:\-Structural Calcs\Office Depot\Chanhassen, MN\Awning Frame.r2d] Page 3 : Aug 26, 2019 12:19 PM I ICompany 1 RISA Jobs INumr ber Checked By___ ANEMETSCHEKCOMPA2. Model Name : Awning Envelope AA ADM1-10:ASD -Building Aluminum Code Checks Member Shape Code Che... Loc[ft] LC ShearCh... Loc[ft] LC Pnc/Om[k_Pnt/Om[k] Mn/Om(k-...Vn/Om[k] Cb Eqn 1 M1 RT 1 x 1 x 0... .162 2.5 1 .005 0 1 1.675 3.491 .065 .815 1.... H.1-1 2 M2 RT 1 x 1 x o... .295 1.88 1 .009 0 1 1.926 3.491 .065 .815 1.... H.1-1 3 M3 RT 1 x 1 x o... .727 3.128 1 .076 3.128 1 1.421 3.491 .065 .815 2.... H.1-1 4 M4 RT 1 x.1x0... .909 0 1 .075 0 1 1.929 3.491 .065 .815 2.... H.1-1 Member Section Deflections Strength LC Member Label Sec x[n] y[in] (n)L/y'Ratio No Data to Print ... RISA-2D Version 17.0.1 [S:\-Structural Calcs\Office Depot\Chanhassen, MN\Awning Frame.r2d] Page 4