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Home My WebLink AboutENGINEERING0 1 L/ ® �LOLM 0 CARL E. THOMPSON, JR. P.E. Serving the Ind Phone: (423)781-7336 Email: carl@tesengrs.com Mailing Address: P.O. Box Project #: 011317 ustry Since 1984 Fax: (423)781-7337 Website:tesengrs.com 1500, Englewood, TN 37329 DWG #: EB-6963 Family Dollar 3'-0"x3'-0"x10'-0" Fabric Awning - Southeast & Southwest Elevations Florida Building Code 6t' Ed. (2017) (ASCE 7-10) VULT = 160-mph Structural Calculations Location: Family Dollar, 3214 Avenue D, Ft. Pierce, FL 34950 for emlodumtries In c . Address: 6434 Burnt Poplar Road, Greensboro, NC 27409 Phone:336-668-2791 www.aIlenindustries.com P.O.# 165322 5-. No. 36639 : c 0•• STATE OF X%Fs+' c� OR February 9, 2018 This document is for the sole use of C.E.T. and his designees. Unauthorized use is strictly prohibited. Pi w'4 Dollar T-ONT-O'k10'-0" Fabric Awning O'� *To Section Southeast &Southwest Elevations CARL E. THOMPSON, JR., P.E. Awning Frame 8 Wall Fastener Design P.O. Box 1500, Englewood, TN 37329 Calc. by Date ChWd by Phone: (423) 781-7336 Fan: (423) 781-7337 D.J.W. 1 219/201 S 1 C. E.T. WIND LOAD & FASTENER DESIGN WIND LOADING (ASCE7-10) In accordance with ASCE7-10 incorporating Errata No.1 and Errata No. 2 Using the components and cladding design method Building data Job R� Projec.:: 011318 DWG #: EB-6963 Sheet noJrev 2 Date 2/9/2018 *"_ .S HOMPB ��'�. n. or 55 9 Lot / t0 ,L MY ; C :V% STATE OF � Tedds calculation version 2020 Type of roof Flat Length of building b=100.00 ft Width of building d = 85_00 ft Height to eaves H = 22_00 ft Height of parapet hp = 3_00 ft Mean height In = 22_00 ft General wind load requirements Basic wind speed V =160.0 mph Risk category II Exponent coef (r26.6-1) Kd = 0.85 Exposure category (cl.26.7.3) C Enclosure class (cl.26.10) Enclosed buildings Int pres coef+ve (T26.11-1) GCpI_p = 0.18 Int pres coef—ve (f26.11-1) GCp; n =-0_18 Parapet int. press. coef +ve GCp; pp = LIS Parapet int. press. coef—ve GCpi_pp =-0-0_18 Gust effect factor Gf = 0.85 Topography Topo factor not significant Kn = 1.0 Velocity pressure Velocity pressure coefficient K, = 0.92 Velocity pressure qh = 51.0 psf Velocity pressure at parapet Velocity pressure coefficient K, = 0.94 Velocity pressure qp = 52.4 psf Peak velocity pressure for internal pressure Peak velocity pressure — int q; = 51_03 psf Equations used in tables Net pressure p = qh x [GCP - GCP;] F LE COPY Parapet net pressure p = qp x [GCP - GCpiy] Components and cladding pressures - Wall (Figure 30.4-1 and Figure 30.4-2A) amity Dollar 1-0"x3'-0"xl0'-0" abric Awning one a.engrn wram hill. area *Lwcl (ft) (ft) (ft) 4 4.2 10.0 41.7 0.80 -GCP Pres (+ve) (psi) Pres (-ve) (ps[) -0.89 PULr50.1 PULT=-54.7 V Paso=30.1 PASD=32.8 This document is for the sole use of C.E.T. and his designees. Unauthorized use is strictly prohibited. P` Job R�' �G Z HOMP�OO� Dollar 3'-0"x3'-0"x10'-0" Fabric Awning a y 9 Southeast & Southwest Elevations Pro ec., 011318 1 . DWG #: EB-69 0%�� M69 Section sheet nolrev.O% CARL E. THOMPSON, JR., P.E. Awning Frame & Wall Fastener Design 3 P.O. Box I500, Englewood, TN 37329 Fax: 'Z� q/r8 STATE OF Cat. 6Y Date Chk'tl by Date Phone: (423) 781-7336 (423) 781-7337 D J W 2/9/2018 C.E.T. 2/9/2018 0,� . 400 FRAME DESIGN wn11111 Allowable Stress Design Pressure, P,vsD = 0.6 * 54.7 psf = 32.8 psf Loadine Method — Continuous Beam — Two Unequal Spans — Unirormly Distributed Load Tributary Width, Width = (2 ft+ 6 in)=30.000 in Distributed Laod, w= Width * PASD = 82.050lbs/ft Span 1 Length, LI = (2 ft + 5.5 in) = 29.500 in Span 2 Length, L2 = (1 ft + 8.5 in) = 20500 in Moment at Middle Support, MI = (-1) * ((w * (L2)' + w *(LI)') / (8* (LI + 1-2))) = _586.102 lb —in Reaction at Top Support, RI = MI / LI + (w * LI) /2 = 80.985 Ibs Reaction at Bottom Support, R3 = MI / L2 + (w * Lz) /2 = 41.494 Ibs Reaction at Middle Support, R2 = w * LI + w * L2 — RI — R3 = 219396 lbs Location of Max Moment Between Span 1 Supports, XI = RI / w=11.844 in Max Moment Between Span 1 Supports, Mxl = RI * Xl — (w* (XI)2 / 2)= 479.606 lb —in Location of Max Moment Between Span 2 Supports, X2 = R3 / w = 6.069 in Max Moment Between Span 2 Supports, M . = R3 * X2 — (w* �z)2 / 2}= 125.905 lb --in RT 1"X1"XO.125" WALL Calculation of section properties 77 A = 0_44 in Iw = 57.Ox10� in 4 rw=0.36in Z. = 145.x10' 63 X. = 0.00 in Xo=0.00in Sxe = 114.x10' in3 t � w � • aYrp r. 6 = 57.Ox10' in4 r„,=036in Zyy = 145.40' in Y"=O.00in Yo=0.00in Syy = 114.403 in W = 57.Ox10-' 0 rx = 0.36 in lyy = 57.Ox10a in4 ryy, = 0.36 in This document is for the sole use of C.E.T. and his designees. Unauthorized use is strictly prohibited. PI, a �,lyDollar 3'-0"x3'-0"x10'-0"Fabric Awning Southeast & Southwest Elevations -COE I Section CARL E. THOMPSON, JR., P.E. Awning Frame & Wall Fastener Design P.O. Box 1500, Englewood, TN 37329 Cale. by Date ChIM by Phom: (423) 781-7336 Fax: (423) 781-7337 D W 2/9/2018 1 C.E.T Job Rt ProjL R.011316 DWG #: EMS33 Sheet no./rev. t��Li 4 �* Date � i ASTM Aluminum Alloy designation 6063-T52 Fy = 27 ksi Fy welded = 12 ksi Bending Stress on Span 2 (Non -Welded Region), UB = Mxl / S, = 4_2 ksi Unity Check: Bending Stress, UCPa = 6B / (0.6 x Fy) = 26.0 % Bending Stress on Span 2 (Non -Welded Region), cre = M.2 / S,a = 1_1 ksi Unity Check: Bending Stress, UCPa = 6B / (0.6 x Fy) = 6_8 % Bending Stress at Middle Support (Welded Region), 6B = abs(M1 / S,") = 5_1 ksi Unity Check: Bending Stress, UCPa = 6B / (0.6 x Fy_wemed) = 71.4 % WALL FASTENER DESIGN 1 STATE OF Vertical Projection, V = (3 ft + 0 in) Horizontal Projection, H = (3 ft + 0 in) Diagonal Length, D = 4(V2+ H2) = 50.912 in Distance Between Bottom Fastener & Top of Awning, Le = (2 ft + 9 in) = 33.000 in Reaction at Bottom Wall Mounting Clip, Rclip = (w * D2 / 2) / L6 = 268.527 lbs Vertical Shear Load per Wall Mounting Clip (Worst Case), Scup = Max(Rclip, R1 , R2) * (H/D) = 189.877 lbs Horizontal Tension Load per Wall Mounting Clip (Worst Case), Tcup = Max(Rclip, R1 , R2) * (V/D)=189.877 lbs Fastener Type Fastener Diameter in Allowable Shear Load(lbs) Allowable Tension Load(lbs) #Wall Fasters Req'd Per Mounting Clip Through Bolt WBacker 3/8" 500 lbs 300 lbs =1 #12 Self -Tapping Screw 0.216" 490 lbs 165 lbs Je(J-7 appmg JCreW allowable Laaas per tt1(.'-CS Cvatuation Report t: YR-/Y76, Metal Nastenings (16-gauge base material thickness min) V it This document is for the sole use of C.E.T. and his designees. Unauthorized use is strictly prohibited. Lill , Li I qslc CARL E. THOMPSON, JR. P.E. Serving the Industry Since 1984 Phone: (423)781-7336 Fax: (423)781-7337 Email:carl@tesengrs.com Website:tesengrs.com Mailing Address: P.O. Box 1500, Englewood, TN 37329 Project #: 011417 DWG #: EB-6964 Family Dollar 3'-6" x 3'-6" x 14'-0" Fabric Awning - South (Entry) Elevation Florida Building Code 6" Ed. (2017) (ASCE 7-10) VvLT = 160-mph Structural Calculations Location: Family Dollar, 3214 Avenue D, Ft. Pierce, FL 34950 for 2 mfflem lmdustrjV S In C 0 Address: 6434 Burnt Poplar Road, Greensboro, NC 27409 Phone:336-668-2791 www.allenindustries. corn P.O.# 165322 it —c •.vim No. 36539 STATE OF tc••A .•� 1111111161100 February 9, 2018 This document is for the sole use of C.E.T. and his designees. Unauthorized use is strictly prohibited. a, ;ily Dollar 3'-6"x3'-6"xl4'-0" Fabric Awning COE OTI " South (Entry) Elevation Section CARL E. THOMPSON, JR., P.E. Awning Frame 8 Wall Fastener Design P.O. Box 1500, Englewood, TN 37329 Calc. by Date ChWd by Phone: (423) 781-7336 Fax: (423) 781-7337 D W 2/9/2018 1 C.E.T WIND LOAD & FASTENER DESIGN WIND LOADING (ASCE7-10) In accordance with ASCE740 incorporating Errata No. 1 and Errata No. 2 Using the components and cladding design method Building data JobF -- /111111/ N.- �tHoypS �G Prcja ,:. 011418 �� •.•.••. DWG #: EB-6964 E o. 5 9 Sheet no./rev. 2 *; STATE OF Date 2l9Y1018 ��0�'•- n Tedds caleu;abon version 20.20 Type of roof Flat Length of building b = 100.00 it Width of building d = 85_00 It Height to eaves H = 22_00 ft Height of parapet hp = 3.00 ft Mean height h = 22_00 it General wind load requirements Basic wind speed V = 160.0 mph Risk category II Exponent coef (11"26.6-1) Kd = 0.85 Exposure category (d.26.7.3) C Enclosure class (d.26.10) Enclosed buildings Int pres coef +ve (T26.11-1) GCp;y = 0.18 Int pres coef —ve (1726.11-1) GCP;_n = -0_18 Parapet int. press. coef +ve GCp;yp = 0.18 Parapet int. press. coef —ve GCp; np = -0_18 Gust effect factor Gr = 0.85 Topography Topo factor not significant Kn = 1.0 Velocity pressure Velocity pressure coefficient K� = 0.92 Velocity pressure qh = 51.0 psf Velocity pressure at parapet Velocity pressure coefficient K: = 0.94 Velocity pressure qp = 52.4 psi Peak velocity pressure for internal pressure Peak velocd pressure — int q; = 51_03 psf FIT C 0 PY Equations used in tablesL Net pressure p = qn x [GCP -GCP;] F Parapet net pressure p = qp x [GCP - GCpy] Components and cladding pressures - Wall (Figure 30.44 and Figure 30A-2A) Component Zone Length Width Eff. area +GCP GCP Pres (+ve) Pres (-ve) (ft) (ft) (ft2) (psi) (psi) amily Dollar 5 4.9 14.0 68.1 0.77 -1.00 PULT=48.4 PuLT=-60.0 1-6"x3'-6"xl4'-0" PASD=29.0 PAso=-36.0 abric Awning This document is for the sole use of C.E.T. and his designees. Unauthorized use is strictly prohibited. P' _.. Jy Dollar 3'-6"x3'-6"x14'-0" Fabric Awning South (Entry) Elevation Section CARL E. THOMPSON, JR., P.E. Awning Frame & Wall Fastener Design P.O. Box 1500, Englewood, TN 37329 Calc. by Date Chk'tl by Phone: (423) 781-7336 Fax: (423) 781-7337 D J W 2/9/2018 C.E.T. FRAME DESIGN Allowable Stress Design Pressure, PASD = 0.6 * 60.0 psf = 36.0 psf Job 8: .011418 DWG #:EB-6964 wC,E Sheet noJmv. 4 . C Z 2/9/2018 g0�; STATE OF "40 Loading Method — Continuous Beam — Two Unequal Spans — Uniformly Distributed Load Tributary Width, Width = (2 ft + 0 in) = 24.000 in Span 1 Length, LI = (2 ft + 10.75 in) = 34.750 in Moment at Middle Support, Reaction at Top Support, Reaction at Bottom Support, Reaction at Middle Support, Distributed Land, w = Width * PASD = 72.000 lbs/ft Span 2 Length, L2 = (1 ft + 11.5 in) = 23.500 in MI = (-1) * ((µ' * (L2)3 + w *(L,)3) / (8* (LI + L2))) _-707391 lb —in RI = MI / LI + (w * LI) /2 = 83.8931bs R3 = MI / L2 + (w * L2) /2 = 40.398 lbs R2 = w * LI + w * L2 — RI — R3 = 225.208 lbs Location of Max Moment Between Span I Supports, XI = RI / w=13.982 in Max Moment Between Span I Supports, M.I = RI * XI — (w* (XI)2 / 2)= 586.509 lb in Location of Max Moment Between Span 2 Supports, X2 = R3 / w = 6.733 in Max Moment Between Span 2 Supports, M 2 = R3 * X2 — (w* (X2)2 / 2)= 136.002 lb in RT 1 "X1"X0.125" WALL Calculation of section oronerties A = 0.44 in n Iw = 57.Ox10' in4 Iw = 57.0x10-3 in4 I. = 57.040 in4 rw=0.36in rw=0.36in r.=0.36in Z,x = 145.x10' ins Zyy = 145.40' in3 Xe=0.00in Ye=0.00in Xp=O.00in YP=O.00in Sx, = 114.x10' in Syy = 114.40' in lyy= 57.040' 0 ryy = 0.36 in This document is for the sole use of C.E.T. and his designees. Unauthorized use is strictly prohibited. P Job R: _::Jy Dollar 3'-6"x3'-6'k14'-0" Fabric Awning Projs.. r. 011418 South (Entry) Elevation DWG #: EB-6964 OE TO Sect on Sheet no./rev. ,''C CARL E. THOMPSON, JR., P.E. Awning Frame & Wall Fastener Design 4 P.O. Box 1500, Englewood, TN 37329 Cale. by Date Chk'd by Dale Phone: (423) 781-7336 Fax: (423) 781-7337 D.J.W. 2/9/2018 1 C.E.T. 2/9/2018 ASTM Aluminum Alloy designation 6063-T52 Ft. = 27 ksi Fv welded = 12 ksi Bending Stress on Span 2 (Non -Welded Region), 6B = Mxl / S. = 5_1 ksi Unity Check: Bending Stress, UCpe = cre / (0.6 x Fy) = 31.8 % Bending Stress on Span 2 (Non -Welded Region), 68 = Mx2 / Sm = 1_2 ksi Unity Check: Bending Stress, UCpB = crB / (0.6 x F/.) = 7_4 % Bending Stress at Middle Support (Welded Region), UB = abs(M1 / S p) = 6_2 ksi Unity Check: Bending Stress, UCpa = 68 / (0.6 x Fy welded) = 86.2 % WALL FASTENER DESIGN 111uur/1pi ♦♦``� T HOMp ''�i, V E• �:; �i� FAO•• STATE OF '''11111111 110 Vertical Projection, V = (3 ft + 6 in) Horizontal Projection, H = (3 fir + 6 in) Diagonal Length, D = 4(V2+ H2) = 59.397 in Distance Between Bottom Fastener & Top of Awning, Lo = (3 ft + 3 in) = 39.000 in Reaction at Bottom Wall Mounting Clip, Rchp = (w * D2 / 2) / Lb = 271385 lbs Vertical Shear Load per Wall Mounting Clip (Worst Case), Sccp = Max(Rcgp, RI , R2) * (HID) = 191.898 lbs Horizontal Tension Load per Wall Mounting Clip (Worst Case), Tcsp = Max(Rcnp, R1, R2) * (V/D) = 191.898 Ibs Fastener Type Fastener Diameter in Allowable Shear Load lbs Allowable Tension Load bs #Wall Fasters Req'd Per Mounting Clip Through Bolt W/Backer 3/8" 500 lbs 300 lbs =1 #12 Self -Tapping Screw 0.216" 490 lbs 1651bs Ne[J-1 apping Screw Allowable Loaas per /CC-J J' Eva[uat/on Keport bJ'K-/Y76, Metal Nastenings (16-gauge base material thickness min.) �.r": � s Mt 1 � P � This document is for the sole use of C.E.T. and his designees. Unauthorized use is strictly prohibited.