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Home My WebLink AboutCOMM2021-0351CONTRACTOR SHALL CALL FOR INSPECTIONS: (817) 410-3010 CONTRACTOR REGISTRATION Structural Calculations WILL BE REVOKEQ UPON P>-RMIT EXPIRATION. L CH . ANGES REQUIRE for AFAPPROVAL OF APP REVISED PLANS Riverwalk 22 x 11.33 Sierra Mode HALL BE Grapevine, Texas APRROVED PLP►NpT A! TtiMES KEPT ON 3OBSITE Basisof Design....................................................................................... 1 Canopy Layout and Tributary Column Areas ..................................................... 2 Calculaton of Design Wind Loads - Main Force Resisting Systems ......................... 3 Risa Calculations.................................................................................... 4-12 Bolt Check Calculations.............................................................................. 13 Foundation Calculations.............................................................................. 14 Seismic Analysis to Design Wind Loads ........................................................ 15-17 Anchor Calculations.............................................................................. 18-29 24 Ga Mega Rib Load Capacity and Span Tables ......................................... 30 Riverwalk 22' x 11.33' Sierra Model Details ..................................... A...... Sheets/ 1 - 12 June 16, 2021 Digitally signed by Alan E Money Date: 2021.06.16 11:43:05 -07'00' .ALAN E. ONEY"—'r ............. ........................ .... , o'. 111965 i Structural Calculations and Design Details Applicable to Installation of One - 22' x 11.33' Sierra Model at the Subject Site AI%Mnc CoNsuLTANTs. PLLC CONSULTEVG �'1iYGINTzMG SERVICES � �� COPY a,.i`0,3s(2447 W 12 Street, Suite 1 Tempe, AZ 85281 Phone: (480) 927-9696 Fax: 480) 927-979, 1 3 8S 3q $ S �iaQev YrQ� P5�,-��Q CLIENT: JCRS 21088A Cows TIInws PROJECT: iRiverwalk 22' x 11.33' Sierra Model Grapevine, Texas GENERAL NOTES & BASIS OF RESIGN F 1. BUILDING CODE ............................ IBC 2015 ASCE 7-10 1. GRAVITY DESIGN: Sail Cloth Ventilation Reduction: N/A EXPOSURE ................................... C Seismic Design Category = A OCCUPANCY CLASS .................. U Risk Category = 1I 3 SECOND WIND GUST .............. 115 (mph) Structure Obstructed N Min: 0.48 (kPa) 10.0 (psf) Live Load:I 20.0 (pst) Dead Load:1 1.9 (psf) Snow Load: 20.0 (psf) SR:` 0.957I(kPa) I DeadLoad:l 0.09(kPa) SS= 0.9571(kPa) Member Dead Load will be included n the Risa Calculation 3. SOILS: Soil bearing pressure ................................... Minimum footing depth ........................................ C40W2 41"Ry I M 1,000 psf Soil lateral bearing pressure .......... 12 (inches) Unless local conditions are greater 1. CODES AND STANDARDS. Comply with the following Codes: A. ACI 318, "Building Code Requirements for Reinforced Concrete". B. ACI 347, "Recommended Practice for Concrete Form Work" 2. MATERIALS shall conform to the following: A. Cement; ASTM C150, Type V, Portland Cement. B. Hard rock aggregates: ASTM C33 Lightweight aggregates: ASTM C330 C. Water shall be potable. 3. MIX DESIGNS: A. The maximum slump shall be 4" w/o plasticizer added. B. Use pea gravel and/or plasticizer in congested areas. D. Air entrainment: ASTM C260 E. Fly ash: ASTM C618 F. Calcium chloride SHALL NOT be used. Prepared By: MJK Checked By: MJK Date: O6(15I21 100 psf C. Limit fly ash to 20% of the total cement. D. Concrete mixes shall conform to the following: Max 28 Day Dry Aggregate Strength Weight Size Type of Concrete Member (psi)* W/C Ratio (pcf) (inches) Footings & Slabs on Grade 2500 0.45 150 3/4 *(Special Inspection not required) 4. CONSTRUCTION: A. Mechanically vibrate concrete during placement. 5. FOOTINGS: B. Center footings on structure above, UNO. C. Exterior footings to be embedded a minimum depth. STEEL 1. CODES AND STANDARDS. Comply with: Reinforcing: 60 ksi A-615 - Grade 60 Roof Decking: 50 ksi A-792 - Grade 50 Bolts ASTM A36, ASTM A307 as specified on details Min Cement Entrained Per CY Air (%) (lbs) 5 fl 517 A. CRSI "Manual of Standard Practice". B. ACI "Detailing Manual", ACI 315 (or SP-66). HSS Tube: 46 ksi A -500 Pipe: 36 ksi A-501 2. CONSTRUCTION: A. Detail, bolster, and support all rebar. Tie bars securely with proper clearances before casting concrete. B. Use rebar free flaky rust, grease, dirt, and other materials, which affect bond. C. Minimum la slices inches : Bar # #3 #4 #5 46 p p ( ) 1 Inches 1 16 I 20 I 24 I 33 D. Make cold bends. DO NOT use heat. DO NOT re -bend a previously bent bar. E. Minimum concrete cover: (securely position and anchor rebar prior to pour) Cast against and permanently exposed to earth .......... 3 (inches) Slabs -On -Grade (SOG)............................................ Center of slab, UNO F. DO NOT weld reinforcing unless specifically noted. Page 1 CLIENT: lGrapevine, CRS 21088A MCON "U.TAt%I� (PROJECT: Riverwalk 22' x 11.33'Sierra Model Texas Member Weights psf Area TO Wt (Ibs) Roof Type & Guage: 249 369 T&G Roofing 249 9 Misc Appurtenances & Malls: 249 125 Total Material Rise Weight = 731 SF I Areas Trib: CNc _I 12SI SF CM, =f 125�SF 29Ye Snow Load for Seismhc = 9305 Total Load for Seismic = 1,212 Roof Snow Load [IBC 1608, ASCE 71 (Eq 7-1) prM: Y'.Lr. C a).. ps pFGround Snow Load= 20 psf C.=Exposure Factor— 1.0 [ASCE T 7-2] C,*= Thermal Factor-- 1.2 [ASCE T 7-3] I= Impoortance Facto— 1.0 [ASCE T 74] pri 16.8 psf C,= Sloped Roof Coef1= 1.00 [ASCE F 7-2] (Eq 7-2) p,=Cs*pf pa psf Spans 1 Canopy Dimensions Prepared By: MJK Checked By: MJK Date: 06/15/21 Width� 11.33 (ft) Length (ft) Roof Pilch (in) V (in) H Column Height 12 (ft) Columns Top of Structure Height 5 (ft) Structure Geometry Rectangle 'Rectangle Area Formula A=W'L= 249.26 ft-2 Page 2 ■■�� CLIENT: CRS 21088A Prepared By: MJK �1� l■1�N�Ua�i5 PROJECT: Ftiverwalk 22' x 11.33' Sierra Model Checked By: MJK Grapevine, Texas I Date: 06/15121 Calculaton of Design Wind Loads - Main Force Resisting Systems ASCE 7-10 Exposure: C Occupancy Class: U Eq: p=%*G*CN (Eq 27.4-3) [262] 3s Wind Gust (mph): 115 z Exp Where: qi,= 0.00256*k,.*krt*kD*VZ*I (Eq 27.3-1) [260] ft C z 5 k, 0.85 (T 27.3-1) [261] 0 0.85 kn= (1+ kt*k2*k3)2 (F 26.8-1) [253] 15 0.85 kt= 0.29 H/Lff0 (F 26.8-1) [253] 20 0.9 k,= 1.0 X/LH=O (F 26.8-1) [253] 25 0.94 k3 0.0 Z/h,,=Z/O (F 26.8-1) [253] 30 0.98 k 1.0 35 1.01 kD= 0.85 40 1.04 V= 115 mph (F 26.5-1A) [247a] 45 1.065 50 1.09 qh= 0.00256*0.85*1*0.85*115^2= 24.46 psf 60 1.13 G= 0.85 (S 26.9.4) [254] Rise I Run qh*G= 20.79 psf Roof Pitch = 3 11 12 a= Degrees CN Values interpolated to 14 degrees CNw = p (psf) CNL = p (psf) U--j 14.0 I Case A - Clear/Unobstructed Wind Flow: y=00 -0.86 -17.88 -0.99 -20.58 ACN = 0.13 CN(Avg) = -0.92 Case B-Clear/Unobstructed Wind Flow: y=00 -1.83 -38.12 0.00 0.00 ACN = -1.83 CN(Avg) = -0.92 Case A-Clear/Unobstructed Wind Flow: y=180° 1.25 25.92 1.50 31.28 ACN = -0.26 CN(Avg) = 1.38 Case B-Clear/Unobstructed Wind Flow: y=1800 1.77 36.87 0.31 6.38 ACN = 1.47 CN(Avg) = 1.04 (F27.4-4 thru F27.4-7) [267-270] Main Wind Force Resisting System 0.35 S "S 1.0 Figure 6-18A I Net Pressure Coefficient, CN Monoslope Free Roofs Open Buildings q S 45% y = 0',180° L L ■ 0.5L 0.5L 0.3L 0.5L CWW CNL Wind Wind CNL CNW Direction Direction It or h 0 r y= 180° Y=0. � I///IIIIIIIlIIlI II/II//IIII�////II Roof Load Wind Direction, v = 0° Wind Direction' 0° -18 Angle Case Clear Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Flow A CNW CNL CNW CNL CNW CNL CNW CNL g° A 1.2 0.3 -0.5 -1.2 1.2 0.3 -0.5 -1.2 B -1.1 -0.1 -1.1 -0.6 -1.1 -0.1 -1.1 -0.6 A -0.6 -1 .1 -1.5 0.9 1.5 -0.2 4.2 B -1.4 0 -1.7 -0.8 1.6 0.3 0.8 43 ]5° A -0.9 -1.3 -1.1 -1.5 1.3 1.6 0.4 -LI B .1.9 0 -2.1 -0.6 1.8 0.6 1.2 -0.3 Page 3 �N 12 CRS MJK F�— co IN 16 m 8 +15 Riverwalk 22x11.3 Sierra IN6 �N7 L SK-1 June 16, 2021 at 11:21 AM Riverwalk 22' x 1 1.33'Sierra Mode... Page 4 kAl �N6 UI 8 CRS MJK Riverwalk 22x11.3 Sierra i Page 5 IN7 SK-2 June 16, 2021 at 11:21 AM Riverwalk 22' x 11.33' Sierra Made... N12 N6 w N 16 -�45 v -�N 8 I Member Code Checks Displayed (Enveloped) i Envelope Only Solution CRS MJK n v Riverwalk 22x11.3 Sierra N7 SK-3 June 16, 2021 at 11:22 AM Riverwalk 22' x 11.33' Sierra Mode... Page 6 Company 11RISA Designer Job Number Awm*.-scH*gcnvpaaw Model Name Hot Rolled Steel Properties CRS MJK Riverwalk 22x11.3 Sierra June 16, 2021 11:22 AM Checked By: Label E IDsil G [psi] Nu Therm U1 E..Densitvllb/f... Yieldrosn Rv Furpsil Rt 1 A36 Gr.36 2.9e+7 1.115e+7 .3 .65 490 1 36000 1.5 58000 1.2 2 A572 Gr.50 2.9e+7 1.115e+7 .3 .65 490 50000 1.1 58000 1.2 3 A992 2.9e+7 1.115e+7 .3 .65 490 50000 1.1 58000 1.2 4 A500 Gr.42 2.9e+7 1.115e+7 .3 .65 490 42000 1.3 58000 1.1 5 A500 Gr.46 2.9e+7 1.115e+7 .3 .65 490 46000 1.2 58000 1.1 Desiqn Size and Code Check Parameters Label Max DeAhfinl Min Deothiinl Max Widthlini Min Widthlinl Max Bendino Chk Max Shear Chk 1 1_ Hot Rolled Steel Section Sets Label Shape Tvne Desion List Material Design Rul... A rin21 Jyy lin4l Izz rin41 J f in4l I 1 Column j HSS5X5X2 Column Tube I A500 Gr.461 Tvoical 2.23 1 8.8 1 8.8 13.7 1-2 Perimeter HSS5X3X2 Beam Tube I A500 Gr.46 Tvnical 1.77 2.75 6.03 6.02 3 Mid HSS5X3X2 Beam Tube A500 Gr.46 Tvoical 1.77 2.75 6.03 6.02 I 4 Rafter HSS6X3X2 Beam Tube A500 Gr.46 Tvoical 2 3.23 9.43 7.73 I 5 Extension #1 HSS3X3X2 Beam Tube A500 Gr.46 Tvnical ' 1.3 1.78 1.78 2.84 6 Ext #2 HSS3X3X2 ' Beam Tube A500 Gr.46 Tvoical 1.3 1.78 1.78 I 2.84 , Joint Coordinates and Temperatures Label X ifti N1 0 2 N2 1.5 1_ 3 N3 1.5 I 4 N4 6.219 I 5 N5 6.219 6 N6 0 7 N7 7.519 8 N8 1.5 9 N9 1.5 1 10 N10 0 111 I N11 9.156 112 N12 0 113 N13 3.858 14 N14 3.858 15 N15 9.156 16 N16 11.33 17 N17 1.5 118 N18 3.8595 119 N19 1.5 120 N20 3.858 N21 9.156 121 122 N22 6.219 Joint Boundary Conditions Y rftl Z fftl Temo IF] D-etach From Dian... 9 3.4375 0 j 9.375 3.4375 0 1 0 3.4375 0 10.554 3.4375 0 1 0 3.4375 0 9 0 0 10.879 2.047 0 0 18.5 0 1 9.375 18.5 0 1 9 18.5 0 1 11.289 18.5 0 1 9 20 0 9.9645 1.050735 0 9.9645 18.5 0 0 18.5 0 11.83 21.896 0 1 9.375 0.408528 0 I 9.9645 3.4375 0 I 9.375 20.2514 0 9.9645 20.648 0 11.289 21.535 0 10.554 1.693 0 Joint Label X Ilb/inl Y flbfinl Z flb/inl X Rot.rk-ft/radl Y Rot.Ik-ft/radl Z Rot.fk-f /radl I 1 N3 Reaction Reaction Reaction 2 N5 Reaction Reaction Reaction 3 Na Reaction Reaction Reaction 4 N15 Reaction Reaction Reaction RISA-3D Version 17.0.4 [HA ... 1...\... \Riverwalk 22' x 11.33' Sierra Model Grapevine, Texas CRS 21088An* 1 Page 7 Company CRS June 16, 2021 11RISA Desner11:22 MJK AM Job Number Checked By: AHEMETSCHEKCCWAW Model Name Riverwalk 22x11.3 Sierra Hot Rolled Steel Desicrn Parameters Label Shape Length... Lbvvifti Lb2z ftl Lcomo to ... Lcomr. b... Kvy Kzz Cm-vv Cm-zz Cb y sway? sway Function 1 M1 Column 9.375 Lateral 2 M2 Column 10.554 Lateral 3 M3 Column 9.375 Lateral 4 M4 Rafter 7.892 Lbvv Lateral 5 M5 Rafter 4.864 Lbvv Lateral 6 M6 Perimeter 15.063 Lbvv Lateral] 7 M7 Perimeter 15.364 Lbvv Lateral)' 8 M8 Mid 15.063 Lbvv Lateral ! 9 M9 Column 11.289 Lateral 10 M14 Extensio... 2.387 Lbvv Lateral ) 11 M15 Ext #2 3.029 Lbvv Lateral J 12 M16 Ext #2 1.751 Lbvv Lateral j 13 M17 Extensio... 2.148 Lbvv Lateral ) 1 14 M18 Ext #2 3.035 Lbvv Lateral 1 15 M19 Ext #2 1.744 Lbvv Lateral Member Primary Data Label I Joint J Joint K Joint Rotataide.. Section/Shape Type. Degign-U0 Material Desion Rules_ 1 M1 N3 N2 Column Column Tube A500 Gr. Tvoical 2 M2 N5 N4 Column Column Tube A500 Gr. TyojcaI 3 M3 N8 N9 Column Column Tube A500 Gr. Tvnical 1 4 M4 N9 N11 Rafter Beam Tube A500 Gr. TWlcal 5 M5 N2 N4 Rafter Beam Tube A500 Gr. Tvcjcal 6 M6 N9 N2 Perimeter Beam Tube _ A500 Gr. Typical 7 M7 N11 N4 Perimeter Beam Tube A500 Gr. Tvoical 8 M8 N14 N18 Mid Beam Tube A500 Gr. cal Typical 9 M9 N11 N15 Column Column Tube A500 Gr. Tvoical 10 M14 N18 N13 Extension #1 Beam Tube A500 Gr. Trmical J 11 M15 N2 N17 Ext #2 Beam Tube A500 Gr. Tvnical 12 M16 N9 N19 Ext #2 Beam Tube A500 GrAf Tvoical I 13 M17 N14 N20 Extension #1 Beam Tube 4500 Gr.4 Tvoical 14 M18 N11 N21 Ext #2 Beam Tube A500 GrAE Typical 15 M19 N4 N22 Ext #2 Beam Tube 4,500 GrAE Tvoical Member Advanced Data Label 1 Release J Release 1 Offsetlini ,J Offsettini T/C Only Phvsical pefl Ratio OotionsAnalvsis .. Inactive Seismi... 1 M1 Yes "* NA "" None 2 M2 Yes ** NA "` Norte I 3 M3 Yes "` NA ** _ None 4 M4 Yes None 5 M5 Yes None 6 M6 Yes None 1 7 M7 Yes None 8 M8 Yes None_I 9 M9 Yes "* NA *' None 10 M14 Yes None I 11 M15 Yes None 12 M16 Yes None 13 M17 Yes None 14 M18 Yes _ None 15 M19 Yes None RISA-31D Version 17.0.4 [HA ... 1...1... 1Riverwalk 22' x 11.33' Sierra Model Grapevine, Texas CRS 21088APJO 2 Page 8 Company CRS June 16, 2021 Designer MJK 11e2 AM IIRISA Job Number CheckedBy: ♦SitMt:1[:flCR{:VM✓HlY1 Model Name Riverwalk 22x11.3 Sierra Member Area Loads (BLC 1 : Dead Load) Joint Joint B Joint C Joint D Direction Distribution Maanitudeir)sfl _ 1 1 N12 N6 N7 N16 Y PerD to A-B -2 Member Area Loads (BLC 2: Live Load) JointA Joint B JointC Joint D Direction Distribution Maonitudetost'l N12 N6 I N7 I N16 Y Pem to A-B -20 Member Area Loads (BLC 3: Snow Load) Joint A Joint B Joint C Joint D Direction Distribution Maanitudeiasfl 1 _ N12 I N6 N7 N16 Y PerD to A-B -20 Member Area Loads (BLC 4: Wind Load) Joint Joint B Joint C Joint D Direction Distribution Maanitude[Dsfl N12 N6 N13 N20 Pero Pert) to A-B 25.92 _1, _ 2 N20 N13 i N7 N16 1 Pero Pero to A-B 31.28 Member Area Loads (BLC 6: Wind uplift) Joint A Joint B Joint C Joint D Direction _ Distribution MaonitudelDsn 1 N12 N6 N13 N20 Pero Pero to A-B -17.88 2 N20 N13 N7 N16 Pert) Pero to A-B -20.58 Basic Load Cases BLC Descriation Cateaory X GravitvY Gravity Z Gravity Joint Point Distribu...AreaiM. Surface... 1 Dead Load DL 1 1 2 Live Load RILL 1 3 Snow Load SL 1 4 Wind Load WL 2 1 5 Earthquake Load EL I. 6 Wind uolift WL 2 7 BLC 1 Transient.. None I 43 I 8 BLC 2 Transient— None j 43 1 I 9 BLC 3 Transient— None _ I 43 � 10 BLC 4 Transient... None 86 11 BLC 6 Transient ... None _ 86 Load Combinations 17escrintion _ So.. PDelta S... BLC .Fac... BLC Fac.. BLC Fac...BI ,CFac•_ BLC Fac.. BLC Fac.. BLC Fac..,BLC Fac..BLC Fac...BLC Fac.. 1 Case 1 Yes DL 1 I 2 Case 3 Yes DL 1 RLL 1 I I I I 3 Case 3 SL IYes DL 1 SL 1 I I 1 4 Case 4 Lr I Yes DL 1 RLL .75 I 5 Case 4 SL Yes DL 1 SL .75 I 6 Case 5 Yes DL 1 4 .6 7 Case 6a snow Yes DL 1 4 .45 SL .75 I 8 Case 6a Lr Yes DL 1 4 .45 RLL .75 I 9 Case 6b snow Yes DL 1 SL .75 EL .525 J 10 Case 7 Yes DL .6 4 .6 I 1 11 Case 8 Yes DL .6 EL .7 12 Case 5 U❑ Yes DL 1 6 .6 13 Case 7 Up Yes DL .6 6 .6 I 14 LIVE LOAD CHE._ RLL 1 i RISA-31) Version 17.0.4 [HA ... 1...1... 1Riverwalk 22' x 11.33' Sierra Model Grapevine, Texas CRS 21088AF* je 3 Page 9 Company CRS IIRISA Designer MJK Job Number ANEMETSCHExcommw Model Name Riverwalk 22x11.3 Sierra June 16, 2021 11:22 AM Checked By: Load Combination Desicrn Description ASIF CD Service Hot Rolled Cold For... Wood Concrete Masonry Aluminum Stainless Connection i Case 1 r 2 ', Case 3 3 Case 3 SL 4 , Case 4 Lr 5 Case 4 SL _ 6 Case 5 7 Case 6a snow 8 Case 6a Lr g ICase 6b snow IBT Case 7 11 I Case 8 12 Case 5 Up _ 1 13 Case 7 UQ . _ 14 LIVE LOAD... Yes Yes Yes ! Yes Yes Yes _ Yes Yes Yes Yes es I Yes i Yes Yes 1 Yes Yes Yes Yes Yes I Yes I�Yes Yes" Yes Yes Yes Yes I Yes Yes I Yes Yes I Yes_ Yes Yes Yes ' Yes Yes 1 Yes Yes Yes Yes I ---Yes Yes _ Yes Yes Yes , Yes Yes Yes f I Yes Yes Yes Yes Yes _ Yes Yes Yes Yes Yes --Yes, Yes Yes Yes _ Yes Yes I Yes Yes _ Yes Yes Yes Yes Yes Yes Yes -,-Yes Yes I Yes Yes Yes Yes -Yes Yes Yes Yes I Yes Yes Yes Yes Yes Yes Yes I Yes Yes Yes Yes Yes Yes Yes __Yes I Yes Yes Yes Yes_ Yes I Yes Yes Yes _j Yes _ Yes I Yes I Yes I Yes Envelope Joint Reactions �1 Joiint N3 max _ X rlbl LC Y rlbIL �rlbt LC 133.906 12 1108 .3821 3 1 133.754 8 MX rib-ft L 0 131 MY rib-ftl_ 0 LC MZ b- i 13 0 13 2 min -191.818 101 3.39 1101 -33.68 113 0 1 0 _ 1 0 1 1 1 3 N5 max 109.427 131 2125.77 1 8 1164.342 ' 8 0 13 0 13 0 13 1 4 min -166.503 6 1-894.135 13'_ -53.295 13 0 1 0 1 1 0 _ 1 5 N8 max 163.133 1211323.198 3 55.964 13 0 _13. 0 13 1 0 13 6 min 1-230.084 10 -2.455 13 -182.346 7 1_ 0 1 1 0 1 0- f 7 N 15 max! 134.551 113_ 2212.343 8 31.011 13 0 1 131 0 1 13 0 13 1 8 f 1 min 1-217.3641 6-830.779 13 -115.75 70 1 1 1 0 1 1 0 1 1 4 Totals: max 536.898 13 6361.877 8 0 _ 13. 1 I _ mini -801.65 1 6-1482.371 13 0 1 1 I ! I I Envelope Member End Reactions ber Me... Axia�IbL Cry Shearilbl LC z SheaAlb) LC Torouerlb... LC_y--Mome... LC_ -z Mom... LC 1 M1 I max 1o86.3e2 r 3 191.818 i 10 i 133.754 8� 0 113 0 13 0 13� 2 min 3.39 110 1-133.906112 -33.68 13 I 01,1 0 1 3 J max 1015.243 3 191.81810 133.754 8 0 1 13 . 1253,947I 8 _ 1255.3661 12 4 _ min-39.294 10 1-133.906 12 -33.68 1 13 0�1-315.7417 13 1-1798-�_ 10 5 M2 I max 2125.77 8 i 166.503 6 164.3421 8 0 13 I 0 13 f 0_ 13 6 min-894.135 13_1-109.427 13-53.295 13 ._ 0 1 1 0 1 0 1 7 j _J `max 2045.685 8 166.503 6 164.342 8 0 13 1734.465 8 1154.888 13 _B I min-942.186 _13-109.427 13 .-53.295 13 0 1-562.474 13-1757.272 6 9 �M3 I I max 1323.1983 230.084 10 55.964 13 _ 0 13 0 13 0 i 13 10 1 min _ -2.455 13-163.133L12 1-182.346 7 0 1 0 1 1 0 1 11 J maxi 1252.059 3 230.0841 10J 55.964 : 13 0 113 524.6611 13 1 1529.375 12 12 _ min -45.139 , 13-163.133' 12-182.3461 7 1-1709.493 7 1-2157.035 10 13 M4 I� max 190.4051 3 624.267_ _ 3 74.028 1 10 650.676 8 1139.206 _7 3 1501.584 12 14 min-148.887 10 j-22.949 10 -63.157_I 12 _-219.129 13 1-214.361 6 _-2106.772 10 15 _ J 'max 104.744 _ LL458.018 13 48.963 10 _ 44. 024 13�18_3.353 10 2193.973 6 16 1 min-178.568 6 1-803.675 6 -36.96 12-220.348 7 ,I-126.953 12 1399.0261 13 17 1 M5 1 1 Imax.166.416 _ 12 1417.416 12 83.784 12 _ 179.257 13 209.245 8 11283.1571 12 1 18 1 min 1-207.167 10 -482.573 10-113.885 10-579.547 7-125.794 13 1-1848.557 10 19 I J max 137.701 _ 13 653.6941 13 157.928 13 404.672 8 158.491 13 j 1982.7571 6 20 . f min 1-235.569 6-1122.4391 6 1-89.162 6-135.5921 13-257.228 6-1260.045 13 H M6 I I max 199.85 , 8 625.6921 8_�51.548 1 12 54.223 1 8_ .115.538 10 1155.547 8 �'2_` 2 min-115.5581 13-165.4071 13 1-73.666 1 10 I-29.387 1 13 1-97.367 12-311.84 13 23 1 maxi 99.85 ' 8 151.4381 13 178.634 1 6 54.223 1 8 151.5121 10 996.488 8 RISA-3D Version 17.0.4 [HA ... 1... 1... 1Riverwalk 22' x 11.33' Sierra Model Grapevine, Texas CRS 21088AJ e 4 Page 10 Company CRS IIRISA Designer MJK Job Number AHEME75CHEKCOMPAW Model Name Riverwalk 22x11.3 Sierra EnveloAe Member End Reactions (Continued) 1 24 ?5 26 1 27 1 28 29 f 30 { 31 32 33 34 1 35 1 36 37 138 V-39 140 1 41 42 1 43 144 { 45 46 47 48 49 1 Fil1 1 51 152 53 1 54 1 55 1 56 I. 57 { 58 160 Member M7 M8 M9 M14 M15 M16 M17 M18 M19 Me... AxiaAlbl LC Y Shearflbl min-115.558 13 -606.912' 1 max 79.154 3 906.473 min 1.525 13 -271.912 J max 138.087 3 231.743 min 7.099 13 -773.468 I max 32.487 3 869.525 min, -25.065 10 -253.864 J max 32.487 3 210.975 min -25.065 10 -739.67 1 max 2126.68 8 134.551 min-882.177 13 -217.364 J max 2212.343 8 134.551 min-830.779 13 -217.364 1 max .017 10 204.585 min -.012 12 -59.056 J max 0 13 0 min 0 1 0 1 max 0 13 233.905 min 0 1 -63.656 J max 0 13 0 min 0 1 0 1 max 0 13 139.404 min 0 1 -38.175 J max 0 13 0 min 0 1 0 Max 0 13 286.061 min 0 1 -89.664 J max 0 13 0 min 0 1 0 1 max 0 13 436.542 min 0 1 -140.756 J max 0 13 0 min 0 1 0 1 max 0 13 144.497 min 0 1 -43.47 J max 0 13 0 1 min 0 1 0 Envelope AISG ASD Steel Code Checks Member Shape 1 M1 HSS5X5X2 2 M2 ` HSS5X5X2 1 3 M3 HSS5X5X2 1 4 M4 HSS6X3X2 15 i M5 HSS6X3X2 1 6 M6 HSS5X3X2 7 M7 HSS5X3X2 _ 8 M8 HSS5X3X2 9 M9 HSS5X5X2 1 10 M14 HSS3X3X2 111 M15 HSS3X3X2 12 M16 HSS3X3X2 13 M17 HSS3X3X2 14 M18 HSS3X3X2 15 M19 HSS3X3X2 June 16, 2021 11:22 AM Checked By: LC z Shearilbl LC Torquellb... LC v-v Mome... LC z-z Mom... LC 7 -53.574 13 -29.387 13 -111.166 12 -208.17 13 8 83.35 12 29.31 8 248.165 10 1764.721 8 13 -125.407 10 -15.552 13 -178.992 12 -504.114 13 13 106.054 6 29.31 8 197.689 10 1430.072 8 7 -69.017 13 -15.552 13 -132.857 12 -437.41 13 8 80.21 12 25.685 8 224.552 10 1215.332 8 13 -118.465 10 -8.786 13 -170.593 12 -329.406 13 13 98.741 6 25.685 8 221.142 10 1232•061 8 7 -65.166 13 -8.786 13 -151.937 12 -356.229 13 13 31.011 13 0 13 1306.706 8 1518.943 13 6-115.75 7 0 1 -350.08 13 -2453.821 6 13 31.011 13 0 13 0 13 0 13 6-115.75 7 0 1 0 1 0 1 8 18.326 13 0 13 30.444 10 250.896 8 13 -27.164 6 0 1 -20.544 12 -64.277 13 13 0 13 0 13 0 13 0 13 1 0 1 0 1 0 1 0 1 8 20.26 13 0 13 44.653 10 355.524 8 13 -29.371 6 0 1 -30.802 12 -96.826 13 13 0 13 0 13 0 13 0 13 1 0 1 0 1 0 1 0 1 8 17.542 10 0 13 10.624 13 122.377 8 13 -12.101 12 0 1 -15.401 6 -33.528 13 13 0 13 0 13 0 13 0 13 1 0 1 0 1 0 1 0 1 8 39.941 10 0 _ 13 28.091 13 335.482 8 13 -26.69 12 0 1 42.212 6 -92.294 13 13 0 13 0 f 13 0 13 0 13 1 0 1 0 1 0 1 0 1 8 62.787 10 0 13 62.59 13 661.461 8 13 41.309 12 0 1 -95.131 6 -213,249 13 13 0 13 0 13 0 13 0 13 1 0 1 0 1 0 1 0 1 8 13.353 13 0 13 15.473 10 111.019 8 13 -20.295 6 0 1 -10.18 12 -32.634 13 3 3 I3 3 1 1 0 1 0 1 1 0 1 1 0 1 Code ... LocMI r ... Locift 711 sil Ft ipsil Fb y-v ..Fb z-z .. �b rmmv .322 9.375 6 .009 0 91 s....27600 127600 27600 1--• .6 .6 H 1-2 418 10• 8 .008 0 718...27600 27600 276001•_,_.6 .6 H1-2 .417 9.375 6 .011 f 0 1770... 27600 27600 27600 1 • • • .6 .6 H 1-2 .325 2.384 8 .125 0 v 8 19009 ... 27600 27600 30360 1 •3411.85 H1-2 i 312 4.8 6 138 2.432 y g 23230 ... 27600 27600 303602.3.278 .85 H2-1 1 .246 7.531 8 .040 0 v 8 7101,5.. 27600 27600 27600 1 • • • • .85 .85 H 1-2 1 .353 0 8 .048 0 v 8 6825.7--127600 27600 27600 1•••.85 .85 H 1-2 1 .379 7.217 8 .046 0 v 8 17101.5.. 27600 27600 27600 1 .85 .85 H1-2 I .465 0 8 .010 0 v 16 20030 ... 27600 27600 276001•• 6 .6 H1-2 1 .091 0 8 .016 0 , v 8 25687 ... 27600 30360 30360•• .85 .85 H1-2 .130 0 8 .018 0 v 8 25003 ... 27600 30360 30360 1....85 .85 H1-2 1 .045 0 8 .011 0 v 8 26297 .... 27600 30360 1 30360 `1 ••• . .85 .85 H1-2 1 .122 0 8 .022 0 v 8 25925••• 27600 3004360'30360 1••• .85 .85 Hl1-2 1 27600 .041 0 8 .011 0 v 8 26304...127600 03 0 � 3036011.....85 . H 1-2 1 RISA-31D Version 17.0.4 [HA...\ ... \... \Riverwalk 22' x 11.33' Sierra Model Grapevine, Texas CRS 21088AR3* 5 Page 11 IIIRI Company CRS SADesigner MJK Job Number A NEMETSCHEK OWPAW Model Name Riverwalk 22x11.3 Sierra Material Takeoff Material Size 1 Hot Roiled Steel !- 2 A500 Gr.46 I HSS3X3X2 3 1 A500 Gr.46 I HSS5X3X2 I 4 1 A500 Gr.46 I HSS5X5X2 5 I A500 Gr.46 HSS6X3X2 f 6 ! Total HR,Steel I I June 16, 2021 11:22 AM Checked By: Pieces Lenathrftl Weight[LBI 6 J 14.1 I 62.349 3 45.5 I 273.975 4 40.6 I _ 308.028 2 I 12.8 86.809 15 I 112.9 731.161 RISA-3D Version 17.0.4 [HA ... 1...I... 1Riverwalk 22' x 11.33' Sierra Model Grapevine, Texas CRS 21088AFJ* 6 Page 12 CLIENT: CRS 21088A AMMWCoNsuLTANTsPROJECT: Riverwalk 22' x 11.33' Sierra Model Grapevine, Texas Perimeter M7 : Moment Couple from Risa Calculation Beam Depth = 5 inches Mu(resultant) conservative = 1.76 ft-kips d = 3.75 inches Bolt Pairs= 1 Top Bolt Force = 5.6 kips Bolt Dia (in): 5/8 A3071 OK Kn/W = 6.1 kips Mid M8 : Moment Couple from Risa Calculation Beam Depth = 5 inches Mu(resultant) conservative = 1.23 ft-kips d = 3.75 inches Bolt Pairs= 1 Top Bolt Force = 3.9 kips Bolt Dia (in): 5/8 A3071 01V Rn/W = 6.1 kips Rafter M4 : Moment Couple from Risa Calculation Beam Depth = 6 inches Mu(resultant) conservative = 2.19 ft-kips d = 4.75 inches Bolt Pairs= 1 Top Bolt Force = 5.5 kips Bolt Dia (in): A30 i 1 OK Rv/S2 = 6.1 kips : Moment Couple from Risa Calculation Beam Depth = 4 inches Mu(resultant) conservative = 0.00 ft-kips d = 2.75 inches Bolt Pairs= 1 Top Bolt Force = 0.0 kips Bolt Dia (in): I A3071 OK Rv/n = 6.1 kips Per Beam Ring Shear Loading= Checked Combined Loading Shear check (ksi) fv=Pv/Ab = Tension Check (ksi) ft=Pt/Ab = Ft' = 26-1.8*fv <20 If Ft > ft then OKI Per Beam Ring Shear Loading= Checked Combined Loading Shear check (ksi) fir=Pv/Ab = Tension Check (ksi) ft=Pt/Ab = Ft' = 26-1.8*fv <20 If Ft > ft then OKI Per Beam End Loading= Checked Combined Loading Shear check (ksi) fv=Pv/Ab = Tension Check (ksi) ft=Pt/Ab = Ft' = 26-1.8*fv <20 If Ft > ft then OKI Prepared By: MJK Checked By: MJK Date: 06/15/21 Per Beam Ring Shear Loading= Checked Combined Loading Shear check (ksi) fv=Pv/Ab = Tension Check (ksi) ft=Pt/Ab = Ft' = 26-1.8*fv <20 If Ft > ft then OKI 0.91 kips Bolt Area (inA2) 0.3068 2.966 18.40 20.00 OK 0.87 kips Bolt Area (in A2) 0.3068 2.836 12.85 20.00 OK 1.80 kips Bolt Area (in A2) 0.3068 2.617 18.06 20.00 OK 0.00 kips Bolt Area (in A2) 0.3068 0.000 0.00 20.00 OK Page 13 CLIENT: CRS 21088A CUNSUWA PROJECT: Riverwalk 22' x 11.33' Sierra Model Grapevine, Texas Vertical Column Height of Column = 11.30 ft Max Moment at Top of Footing = 0.01 kip-ft Max Vert / Column = 2,212 lbs Total Pole Uplift / Column = 830 lbs Soil / Foundation (Spread) Allowable Bearing Capacity = B = 1,000 psf kp = 100 psf/ft Ms = (w*L2/2*h3* 150)+F*w*h3*L Ms = 3.04 kip-ft Mresultant = 0.01 kip-ft FSeverturninp = 1.00 [ FS Actual=303.751 Check Overturning OK I Fnd Wt = 2,025 lbs CMU Clmn Wt = - lbs Bearing Pressure= 245.78 psf I OK I Soil / Foundation - (Pier) Allowable Bearing Capacity = B = 1,000 psf kp = 100 pSFft Footing Type = Unconstrained Dimensions of Pier Foundation Embedment Depth = d = 4 ft (=48") Min Diameter = b = 24 inches Fnd Wt = 1,886 lbs End Bearing = 704 psf/ft CMU Clmn Wt = - lbs Total Wt = 2,689 lbs OK I Bearing by Skin Friction Reference Braja M.Das Assumed Cohesion Ph= 100 psf Strength of soil = tan (27 degrees)*45*h^2/2 183 Skin Friction psf = 283 psf Perimeter = 2(3.14)*r 6 ft Skin Friction resistance*/1.1(F.S.) lbs = 6,476 lbs Friction Resistance OK I Prepared By: MJK Checked By: MJK Date: 06/15/21 Dimensions of Spread Foundation h3 = 1.3v ft (=18") Length = L = 36 inches Min Side = w = 36 inches With CMU Surround n FS,lin = 1.5 [ FS Actual =1.: Pole Uplift = 830 Friction Resistance= - Ttl Fnd Uplift Resistance= 2,025 lbs Check Dead Wt Uplift OK I Constrained Lateral Resistance d = sgrt(4.25*(Mg/(S3*b)) [IBC Eq 18-31 0.16 ft Check O k I where s3 = 800 Unconstrained Lateral Resistance d=0.5*A*(1+[l+(4.36*h/A)]^1/2) [IBCEg18-1] 0.22 ft Check UK - 1 where A = 2.34*P/(S 1 *b) = P = M/hl = S1= 2*kb*d/3 = 0.00 1 lb 267 psf Page 14 CLIENT: CRS 21088A Prerared Bv: MJK ,■� M��]� 7 PROJECT: Riverwalk 22' x 11.33' Sierra Model Checked Bv: I MJK 1�►1.1�1 '� �' � Grapevine, Texas Date: 06/15/21 USGS-Provided Output Grapevine, Texas IBC 2015 Seismic Design Requirements - Equivalent Lateral Force Procedure Ss = 100.100 Saa = 10.16I SD8 = .7 Sys = 5 0.00 S, o3 IBC/CBC Section 1613 Earthquake Loads REFERENCE Risk Cateeory i I ASCE 7-10 Table 1.5-1 [21 Importance Factor = 1.01 ASCE 7-10 Table 1.5-2 (5) Site Classification Soil Site Class = !] IBC 1613.3.2 [366] Site Coefficients Ss = = 0,100 Mapped Spectral Accelerations: Short Period IBC Figure 1613.3.1(1) USGS or Site Data [366-369] St = = 0 052 Mapped Sectral Accelerations: 1 sec Period IBC Figure 1613.3.1(2) USGS or Site Data [370-371] Fa = = 1.600 Site Coefficient IBC Table 1613.3.1(1) [366] F = 2,41 Site Coefficient IBC Table 1613.3.1(2) [367) Sms = 0.1601 Max Spectral Accelerations: Short Periods IBC Eqn. 16-37 [366) SMI = 0.1251 Max Spectral Accelerations: 1 sec Period IBC Egn.16-38 [366] DesLn Spectral Response Acceleration Parameters SDs = 1. i o- ` 5% Damped Spectral Acceleration: Short Period IBC Eqn. 16-39 [367] SDI = 0.0831 5% Damped Spectral Acceleration: 1 see Period IBC Egn.16-40 [367] SDC = A I Seismic Design Category IBC Table 1613.3.5(1) [367] Euuivalent Lateral Force Procedure T. = CI hnx =� 0.1771 Fundamental Period ASCE 7-10 Eqn. 12.8-7 [90] Ct= 0,029 Period Parameter ASCE 7-10 Table 12.8-2 [901 x = 0.800 Period Parameter ASCE 7-10 Table 12.8-2190] hn 10.01 Structure Height Ra = 1.250 Response Modification Factor ASCE 7-10 Table 12.2-1 [73-77) TL = 12.000 Long -Period Transition Period ASCE 7-10 Figure 22-12 [2251 Ca = SDs/[RR] =1 0.0851 Seismic Response Coefficient ASCE 7-10 Eqn. 12.8-2 [891 where; Cs > 0.300 Lower Limit ASCE 7-10 Eqn. 15.4-1 [1401 Cs > 0.8 S1/[R/I] = 0.033 Lower Limit for Si > 0.6g ASCE 7-10 Eqn. 15.4-2 [140] CS < SDI/T[R/I] = 0.377 Upper Limit for T < Ti. ASCE 7-10 Egn.12.8-3 [891 Cs < SD1TL/T^2[R/1] = 25.590 Upper Limit for T > TL ASCE 7-10 Eqn. 12.84 [89] Design Value Cs 0.0851 W = 1 2 1 Total Dead Load and Snow Load (kips) 120= 1.250 ASCE 7-10 Eqn. 12.8-1 [89] Emh = cmflo 0.131 Equivalent Seismic Base Shear (kips) 0.52 Equivalent Seismic Load (psf) Ev = .2SDs*D = 0.026 Em = Emh + Ev = 0.155 Frvind 0.879 Unfactored Horizontal Wind Base Shear (kips) : Lateral Wind Shear> Seismic Base Shear : Wind Controls Design Page 15 6/15/2021 ATC Hazards by Location nT'C Hazards by Location Search Information Address: 3985 Grapevine Mills Pkwy, Grapevine, TX 76051, Oro Decatur D USA Coordinates: 32.9808393,-97.0375114 0' i5 467 ft =risco oMoKinney o ), Piano 0 Elevation: 467 ft qw Tlmestamp: 2021-06-15T22:59:57.429Z Weatherford Fort Worth Dallas 0 0 V col Hazard Type: Seismic Arlington Reference ASCE7-10 Gw-.9le Map data 02021 Google, INEGI Document: Risk Category: II Site Class: E MCER Horizontal Response Spectrum sa(g) 0.25 0.20 0.15 0.10 0.05 0.00 0 2 4 6 8 10 12 Basic Parameters Design Horizontal Response Spectrum Sa(g) 0.15 0.10 0.05 0.00 Period (a) 0 2 4 6 8 10 12 Period (a) Name Value Description SS 0.1 MCER ground motion (period=0.2s) S1 0.052 MCER ground motion (period=1.0s) SMS 0.251 Site -modified spectral acceleration value SM1 0.183 Site -modified spectral acceleration value SDS 0.167 Numeric seismic design value at 0.2s SA SDI 0.122 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC B Seismic design category Fa 2.5 Site amplification factor at 0.2s Fv 3.5 Site amplification factor at 1.0s Page 16 httpsJ/hazards.atcouncil.argWseismic?lat-32.9808393&ing=-97.0375114&address=3985 Grapevine Mills Pkwy%2C Grepevine%2C TX 76051 %2C U... 1/2 6/15/2021 ATC Hazards by Location CRg 0.89 Coefficient of risk (0.2s) CRC 0.863 Coefficient of risk 0.0s) PGA 0.047 MCEG peak ground acceleration FPGA 2.5 Site ampl'fication factor at PGA PGAM 0.118 Site modified peak ground acceleration TL 12 Long -period transition period (s) SsRT 0.1 Probabilistic risk -targeted ground motion (0.2s) SsUH 0.113 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1 RT 0.052 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.061 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.5 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Des ipn Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitudellongitude location in the report. Page 17 https:Hhazards.atcouncil.orgl#lseismic?lat=32.9808393&ing=-97.0375114&address=3985 Grapevine Mills Pkwy0/62C Grapevine%2C TX 76051 %2C U... 212 ' ' • ' Anchor DesignerT"" Software Version 2.9.7376.143 1.Prolect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Inv Lit Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, h�f (inch): 8.000 Anchor category: - Anchor ductility: Yes hmin (inch): 9.38 Cmm (inch): 3.75 Smin (inch): 3.75 Company: AMMTec Consulting, Inc Engineer: Alan E. Money, P.E. Project: Address: 2447 W 12th Street Ste #1 Phone: (480) 927-9696 E-mail: ammtec@ammtec.com Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, fc (psi): 2500 Wc,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Date: 9/10/2014 Page: 1 1/6 Base Plate Length x Width x Thickness (inch): 6.00 x 6.00 x 0.50 Yield stress: 36000 psi Profile type/size: HSS5X5X5116 Recommended Anchor Anchor Name: Heavy Hex Bolt - 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 6956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 18 • O Anchor Designer TM Company: AMMTec Consulting, Inc Engineer: Alan E. Money, P.E. Software Project: • Version 2.9.7376.143 Address: 2447 W 12th Street Ste #1 ® Phone: (480) 927-9696 E-mail: ammtec@ammtec.com Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads Nua Jib]: 2000 Wax Jib]: 2000 Vuay Jib]: 0 Mux [ft-lb]: 0 Mir [ft-lb]: 0 <Figure 1> �d00 Ib el r-- 1 2000 lb x Date: 1 9/10/2014 Page: 2/6 ) lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongte.com Page 19 <Figure 2> elk' Anchor Designer TM Software Version 2.9.7376.143 • 11 Company: Engineer: Project: Address: Phone: E-mail: r. nn AMMTec Consulting, Inc Alan E. Money, P.E. 2447 W 12th Street Ste #1 (480) 927-9696 ammtec@ammtec.com • 11 6: Date: f 9/10/2014 Page: 13/6 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.660.9000 Fax: 925.847.3871 www.strongtie.com Page 20 Anchor Designer TM 1 Company: AMMTec Consulting, Inc I Date: 19/10/2014 Software Engineer: Alan E. Money, P.E. Page: 4/6 Project: • Version 2.9.7376.143 Address: 2447 W 12th Street Ste #1 ® Phone: (480) 927-9696 E-mail: ammtec@ammtec.com 3. Resuitina ADchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu. (lb) Vu.. (lb) Vusy (lb) 4(Vuss)2+(Vuey)2 (lb) 1 2000.0 2000.0 0.0 2000.0 Sum 2000.0 2000.0 0.0 2000.0 Maximum concrete compression strain (%.): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 2000 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'm (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Y Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 — 4. Steel Strength of Anchor in Tension (Sec. D.S.'U N.. (lb) d ^. (lb) 13100 0.75 9825 ,5. Concrete Breakout Strenath of Anchor in Tension (Sec. D.5,Z Nb = kcAa41ehW-I(Eq. D-6) kc A. f'c (psi) haf (in) Nb (lb) 24.0 1.00 2500 6.000 17636 ON.b = 0 (ANcI ANw)T d,NTc,NW.p,NNb (Sec. D.4.1 & Eq. D-3) ANc (in2) AN. (in2) ca,min (In) Tad,N 'Fc.N Yop,N Nb (lb) 0 ON6 (lb) 324.00 324.00 9.00 1.000 1.00 1.000 17636 0.70 12345 6. Pullout Strenath of Anchor in Tension fSec. D.5.31 ONpa = 0Vlc,PNp = 0'1'o,PBAwy& (Sec. D.4.1, Eq. D-13 & D-14) 'Yo,P Abro (in2) f. (psi) 0 ONp� (lb) 1.0 0.67 2500 0.70 9394 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongbe.com Page 21 i ` • Anchor DesignerT"" Company: AMMTec Consulting, Inc Date: 9/10/2014 Engineer: Alan E. Money, P.E. Page: , 5!6 Software Project: Version 2.9.7376.143 Address: 2447 W 12th Street Ste #1 Phone: (480) 927-9696 E-mail: ammtec@ammtec.com A. Steel Strenath of Anchor in Shear (Sec. D.6.11 V.. (lb) Ogrout 0 OgmutoVs (lb) 7865 1.0 0.65 5112 9. Concrete Breakout Strenath of Anchor in Shear (Sec. D.6.21 Shear perpendicular to edge in x-direction: Vbx = min 17(le/de)024d"4f.Cet'•5; 9Mfccet'•51(Eq. D-33 & Eq. D-34) le (in) de (in) Ae f c (psi) cal (in) Vbx (lb) 5.00 0.625 1.00 2500 9.00 11324 OVcbx =0 (Avc/Avcc)'Yed,vYc,v%,vVbx (Sec. D.4.1 & Eq. D-30) Avc (in2) Awo (in2) Tod,v Fc,v 'ph,v Vbx (lb) 0 OVcbx (lb) 243.00 364.50 0.900 1.000 1.000 11324 0.70 4756 Shear parallel to edge in x-direction: Vby = min17(/e/de)024d.A.4 ccet'•5; 9Aaqfcce,'•51 (Eq. D-33 & Eq. D-34) 4 (in) de (in) Aa fc (psi) ce1 (in) Vby (lb) 5.00 0.625 1.00 2500 9.00 11324 OVcbx =0 (2)(Avc/Avco)W9d,vV1c,vTh,vVby (Sec. D.4.1 & Eq. D-30) Avc (inz) Avc. (in2) Wed,V ''P.,v V'h,V Vby (lb) 0 OVebx (lb) 243.00 364.50 1.000 1.000 1.000 11324 0.70 10569 10. Concrete Pryout Strenath of Anchor in Shear (Sec. D.6.31 OVcp = OkcpNcb = okcp(ANc/ANco)'YedNPc,NY'cp,NNb(Sec. D.4.1 & Eq. D40) kcp ANc (W) AN. (W) 'Yed,N 'Yc,N :op,N Nb (lb) 0 OVcp (lb) 2.0 324.00 324.00 1.000 1.000 1.000 17636 0.70 24691 11, Results JVteractlon of Tensile and Shear Forces (Sec. D.TJ Tension Factored Load, Nue (lb) Design Strength, 0Nu (lb) Ratio Status Steel 2000 9825 0.20 Pass Concrete breakout 2000 12345 0.16 Pass Pullout 2000 9394 0.21 Pass (Governs) Shear Factored Load, Vue (lb) Design Strength, eVe (lb) Ratio Status Steel 2000 5112 0.39 Pass T Concrete breakout x+ 2000 4756 0.42 Pass (Governs) II Concrete breakout y- 2000 10569 0.19 Pass (Governs) Pryout 2000 24691 0.08 Pass Interaction check Na/ON. Vue/OV. Combined Ratio Permissible Status Sec. D.7..2 0.00 0.42 42.1 %. 1.0 Pass 618"0 Heavy Hex Bolt, F1554 Gr. 36 with hef w 8.000 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongte.com Page 22 !-`11►�11+`1•J►�■ Anchor Designer"" Software Version 2.9.7376.143 Base Plate Thickness Required base plate thickness: 0.257 inch Company: AMMTec Consulting, Inc j Engineer: Alan E. Money, P.E. Project: Address: 2447 W 12th Street Ste #1 Phone: (480)927-9696 E-mail: ammtec@ammtec.com 12. Waminq$ - Designer must exercise own judgement to determine if this design is suitable. Date: 1 9/10/2014 Page: 616 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strtrongtie.com Page 23 Anchor Designer TM Software Version 2.9.7376.143 1.Prolect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Ino ut Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, hsf (inch): 8.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hrom (inch): 11.13 ca. (inch): 14.31 C.In (inch): 1.75 Smm (inch): 3.00 Recommended Anchor Anchor Name: SET-XP® - SET-XP w/ 5/8"0 F1554 Gr. 36 Code Report: ICC-ES ESR-2508 Company: AMMTec Consulting, Inc Engineer: Alan E. Money, P.E. j Project: j Address: 2447 W 12th Street Ste #1 Phone: (480) 927-9696 E-mail: ammtec@ammtec.com Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, fc (psi): 2500 4fc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at comers: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Periodic Temperature range, ShortlLong: 110/75°F Ignore 6do requirement: Not applicable Build-up grout pad: No Date: 9/10/2014 Page: 1 116 Base Plate Length x Width x Thickness (inch): 6.00 x 6.00 x 0.50 Yield stress: 36000 psi Profile type/size: HSS5X5X5/16 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 926.560.9000 Fax: 925.847.3871 www.strongte.com Page 24 • ,0 Anchor DesignerTM � Company: AMMTec Consulting, Inc Engineer: Alan E. Money, P.E. - r r Software Project: . Version 2.9.7376.143 Address: 2447 W 12th Street Ste #1 e Phone: (480) 927-9696 E-mail: ammtec@ammtec.com Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 2000 Vuax [lb]: 2000 Vuay [lb]: 0 Mux [ft-lb]: 0 Muy [ft-lb]: 0 <Figure 1> 7M00 lb 21 Date: 9/10/2014 Page: 2/6 ) lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongte.com Page 25 i ti elk, Anchor DesignerT"" Software Version 2.9.7376.143 <Figure 2> Company: Engineer: Alan E. Money, P.E. AMMTec Consulting, Inc 2447 W 12th Street Ste #1 Date: 19/10/2014 Page: 1316 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 926.847.3871 www.strongtie.com Page 26 i + Anchor DesignerTM Company: AMMTec Consulting, Inc Date: 19/10/2014 Engineer. Alan E. Money, P.E. Page: 416 Software j Project: - Version 2.9.7376.143 Address: 2447 W 12th Street Ste #1 +9 ! Phone: (480) 927-9696 E-mail: ammtec4�ammtec.com 3. Resultina Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vuax (lb) VUey (lb) �(Vuex)2+(Vuay)2 (lb) 1 2000.0 2000.0 0.0 2000.0 Sum 2000.0 2000.0 0.0 2000.0 Maximum concrete compression strain (%.): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 2000 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Y Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 XT 4. Steel Strength of Anchor in Tension (Sec. D.5.11 Nsa (lb) 0 ON.. (lb) 13110 0.75 9833 ¢. Concrete Breakout Strenath of Anchor in Tension (Sec. D.6,2) Nb = knA lif ch.?-6 (Eq. D-6) kc As fc (psi) hat (in) Nb (ib) 17.0 1.00 250D 6.000 12492 ONch = O (ANcIANca)Y'ed,NY'c,N'Ycp,NNb (Sec. D.4.1 & Eq. D-3) AN. (In2) AN. (in') Ca,min (in) 'Fd,N Tc.N Tcp.N Nb (lb) 0 ONcb (lb) 324.00 324.00 9.00 1.000 1.00 1.000 12492 0.65 8120 6, Adhesive Strenath of Anchor in Tension (Sec. 0•5.51 Zkc = zkc ht, tt-ram,Kaat rko (psi) fshott-farm Ksst rk,cr (psi) 840 1.00 1.00 840 Nb. = A.ruxdahst(Eq. D-22) A. Tc (psi) da (in) he (in) Nb. (lb) 1.00 840 0.63 8.000 13195 ONa = 0 (ANalANao)Wad,Na7'p.NaNb. (Sec. D.4.1 & Eq. D-18) ANa (in2) ANaO (in') cNa (in) cs,min (in) I ad.NA Tcp,No Nb. (lb) 0 ON. (Ib) 290.63 290.63 8.52 9.00 1.000 1.000 13195 0.55 7257 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925,560.9000 Fax: 925.847.3871 www.strongbe.com Page 27 OIL' TM Company: AMMTec Consulting, Inc i Date: 19/10/2014 Anchor Designer j Engrne�r Alan E. Money, P.E. ! Page: 1516 Software Project: - Version 2.9.7376.143 Address: 2447 W 12th Street Ste #1 ® Phone: (480) 927-9696 E-mail: ammtec@ammtec.com $; Steel Strenath of Anchor in Shear (Sec. D.6.11 Vsa (lb) Qigrout 0 Ogrouto,Vea (lb) 7865 1.0 0.65 5112 A. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.21 Shear perpendicular to edge in x-direction: Vex = minl7(1e/de)0-NdeAe4fcca,1•5; 9Aa4rcca,'-51 (Eq. D-33 & Eq. D-34) 4 (in) de (in) A. Fc (psi) ca, (in) Vbx (lb) 5.00 0.625 1.00 2500 9.00 11324 OVcbx =0 (Avc/Avco)'Yed,vtYo,v%,vVbx (Sec. D.4.1 & Eq. D-30) Avc (in2) Avco (in2) 'Yed,V Tc,V YAh,V Vbx (lb) 0 OVcbx (Ib) 243.00 364.50 0.900 1.000 1.000 11324 0.70 4756 Shear parallel to edge in x-direction: Vby = minl7(1e/da)0.2gdaAagrcca,1•5; 9Aa4rcca,'•sl (Eq. D-33 & Eq. D-34) le (in) de (in) Aa rc (psi) ca, (in) Vby (lb) 5.00 0.625 1.00 2500 9.00 11324 OVcbx =0 (2)(Avc/Avcn)'YedvY1c,v'Yh,vVby (Sec. D.4.1 & Eq. D-30) Av. (in2) Avco (in2) 'Fed,V Yo,V Y1h,V Vby (lb) 0 OVcbx (lb) 243.00 364.50 1.000 1.000 1.000 11324 0.70 10569 10. Concrete Pryout Strenath of Anchor in Shear (Sec. 101.6.3� OVcp = 0 minikc^ ; kcpNcbl = 0 minikcp(ANe/ANeo)YAedNaW0p,N8Nbe; kcp(ANc/ANco)Yed,NYAc,NYop,NNbl (Sec. D.4.1 & Eq. D-40) kcp ANe (in2) ANao (in2) YAedNe YAcp,Na Nba (lb) Na (lb) 2.0 290.63 290.63 1.000 1.000 13195 13195 ANc (in2) ANco (in2) Yxed,N 'Yc,N I cp,N Nb (lb) Ncb (Ib) 0 OVcp (Ib) 324.00 324.00 1.000 1.000 1.000 12492 12492 0.70 17489 11. Results Interaction of Tensile and Shear Forces (Sec. D.7.1 Tension Factored Load, Nua (lb) Design Strength, 6Nn (lb) Ratio Status Steel 2000 9833 0.20 Pass Concrete breakout 2000 8120 0.25 Pass Adhesive 2000 7257 0.28 Pass (Governs) Shear Factored Load, Vue (lb) Design Strength, 0Vn (lb) Ratio Status Steel 2000 5112 0.39 Pass T Concrete breakout x+ 2000 4756 0.42 Pass (Governs) II Concrete breakout y- 2000 10669 0.19 Pass (Governs) Pryout 2000 17489 0.11 Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongfie.com Page 28 �7�►'i��•^�•�►'� Anchor DesignerTm Company: AMMTec Consulting, Inc +Date: 19/10/2014 Engineer: Alan E. Money, P.E. I Page: 6/6 Software Project: Version 2.9.7376.143 Address: 2447 W 12th Street Ste #1 ® Phone: (480)927-9696 E-mail: ammtec@ammtec.com Interaction check N .'^ V./Ow Combined Ratio Permissible Status Sec. D.7..2 0.00 0.42 42.1 % 1.0 Pass SET-XP wl 518" 0 F1554 Gr. 36 with hef = 8.000 Inch meets the selected design criteria. Base Plate Thickness, Required base plate thickness: 0.257 inch 12. Warninas, - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. - This temperature range is currently outside the scope of ACI 318-141-11 and ACI 355.4. Designer must exercise judgement to determine if this design is suitable. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongUe.com Page 29 McELROY METAL CORPORATE OFFICE • P.O. BOX 1148 • SHREVEPORT, LA 71163.1148 • (318) 747.8000 • FAX (318) 747-8029 Ttff`C..,Aj*NjjrA1 J ! IF&'t l I Issue Date: June 1, 2006 Revised: August 29, 2011 Miega-Rib Bare & Painted i-7.e"^i lv� � 36' COVERACP No. 07-213-06 • • ' " • ' TOP IN COMPRESSION BOTTOM IN COMPRESSION FY WEIGHT Pe • d Pe 1 Se n4• Ix S. ""• GAUGE (ksi) (psf) I (kip/ft.) (lbsRt.) int (Ibs/(L) (in °/fl.) (in 9/ft.) (in.4/ft.) (in 9/ft.) 24 SG G 1.17 1.216Q 214 07 578.44 ;, 1 0.0970 0 1215 3 8370 r(klp- 00970 0 1126 3 & f. Section properties are calculated in accordance with the 2007 AISI North American Specification for the Design of Cold -Formed Steel Structural Members. 2. Va is the allowable shear. 3. Pa Is the allowable load for web crippling on end 5 Interior supports. 4. Ix is for deflection determination. 5. Se is for bending. 8, Ma Is the allowable bending moment. T. All values are for one foot of panel width. Allowable Uniform Loads (PSF) $ pan In Feet, Span Type, Load Type 3.50 4.00 14.50 15.00 f 5.50 ' 6.00 16.50 7.00 17.50 18.00 f 8.50 19.00 19.50 10.00 110.5o 111.00 o'illra wxb 197 151 118 96 80 67 57 49 43 37 33 29 20 24 21 20 eg4o're Wand 183 140 110 89 74 62 53 45 39 35 31 27 24 22 20 18 Single Live 197 151 119 go 60 67 57 49 43 37 33 29 26 24 21 20 Deflection (U180) 197 132 93 67 50 39 30 24 20 is 13 11 9 8 7 6 Deflection (U240) 148 99 69 50 38 29 23 18 15 12 10 8 7 6 5 4 Positive Wind 174 134 107 87 72 61 52 45 39 34 30 27 24 22 20 18 Negative Wind 18e 144 115 94 78 65 56 48 42 37 33 29 26 24 21 19 2 Span Lhre 174 134 107 87 72 61 52 45 39 34 30 27 24 22 20 18 Deflection(U180) 476 319 224 163 122 94 74 59 48 39 33 28 23 20 17 16 Deflection (U240) 357 239 168 122 92 70 55 44 36 29 24 21 17 15 13 11 Positive Wind 213 165 132 108 90 76 65 56 49 43 38 34 30 27 25 23 Negative Wind 227 177 142 116 06 61 69 60 52 46 41 36 33 29 27 24 3 Span Live 213 165 132 108 90 76 65 56 49 43 38 34 30 27 25 23 Deflection ILA SO) 373 249 175 127 98 74 58 46 37 31 26 21 18 16 13 12 Deflection(1./240) 279 187 131 95 72 55 43 34 28 23 18 16 13 11 10 9 Positive Wind 200 165 124 101 84 71 60 52 45 40 35 32 28 25 23 21 Negative Wind 214 lee 133 108 90 76 65 56 49 43 38 34 31 28 25 23 4 Span Live 200 155 124 101 84 71 60 52 45 40 35 32 28 26 23 21 Deflection (L/1 80) 396 265 186 135 102 76 a1 49 40 33 27 23 19 16 14 12 Deflection(L/240) 297 199 139 101 76 58 46 37 30 24 20 17 14 12 11 9 Notes: 1. Allowable uniform loads are based upon equal span lengths. 2. Positive Wind Is wind pressure and IcNOT increased by 33 1/3 %. 3. Negative Wind is wind suction or uplift and MOT increased by 33 113%. 4. Live is the allowable live or snow bad. 5. Defleetion (U180) is the allowable load that limits the panels deflection to 1.1180 while under positive or live load. 6. Deflection (U240) is the allowable load that limits the panels deflection to L/240 while under positive or live bad. 7. The weight of the panel hasNOT been deducted from the allowable loads. S. Positive Wind, Negative Wind, and Live Load values are Ilmited to combined shear 8 bending using Eq. C3.3.1-1 of the AISI Specification, 9. Positive Wind and Live Load values are limited by web crippling using a bearing length of 2". 10. Web crippling values are determined using a ratio of the uniform loarictuellysupported by the top flanges of the section. 11. Load Tables are limited to a maximum allowable load of 500 pat. CORPORATE OFFICE SHREVEPORT, LOUISIANA MIDWEST DIVISION • CLINTON, IL SOUTHEAST DIVISION • PEACHTREE CITY. GA WESTERN DIVISION ADELANTO, CA NORTHEAST DIVISION WINCHESTER. VA SOUTHWEST DI%1614a BOSSIER CITY. LA BLUEGRASS DIVISION • LEWISPORT, KY WEST TEXAS DIVISION • MERKEL. TX GREAT LAKES DIVISION • MARSHALL, MI 00, MATERIAL LIST BEAM / COLUMN SIZE BOLT DIA. GRADE: END PLATE COLUMN 5"X5"X.120 HSS PER PLAN Y2" PERIMETER BEAM 5"X3"X.120 HSS %8' A307 %11 MID BEAM 5"X3"X.120 HSS %8' A307 %11 RAFTER BEAM 6"X3"X.120 HSS V A307 %8' EXTENSION BEAM #1 3"X3"X.120 HSS NA NA NA EXTENSION BEAM #2 3"X3"X.120 HSS NA NA NA NOTE: IT IS THE OWNER / CONTRACTORS RESPONSIBILITY TO HAVE INSPECTIONS REQUIRED BY EITHER THE MUNICIPALITY OR THE ENGINEER OF RECORD COMPLETED AT THE TIME OF INSTALLATION BY A QUALIFIED INSPECTOR. SITE SOURCE, RIVERWALK #21088A 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 Detail Sheet 1 of 12 r�ALAN E� ONEY tr`�'� ............................................... 0 111965 2021 NOTE: STRUCTURE(S) SHALL NOT BE MODIFIED OR ALTERED WITHOUT PRIOR WRITTEN PERMISSION FROM CLASSIC RECREATION SYSTEMS, INC. STRUCTURAL CALCULATIONS FOR THIS STRUCTURE GI DO NOT ALLOW FOR ANY ADDITIONAL LATERAL LOADS FOR ADDED WALLS OR STRUCTURES CONNECTED TO THIS UNIT. N SEE MID / N RAFTER BEAM DETAIL 1 SEE FASCIA SECTION SEE COLUMN DETAIL F - — '-1L" BEAM #1 1 PLAN VIEW 11'-6"X20' SIERRA MODEL NTS SITE SOURCE, RIVERWALK #21088A 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 Detail Sheet 2 of 12 24 GA MEGA -RIB STEEL ROOF 24 GA "J" CHANNEL MID BEAM PERIMETER BEAMS N FER BEAM JMN :NSION A #2 ALAN E�PONEY" 111965 </CENsfc�:.� 2021 o) 21'-1 U4" 24 GA MEGA -RIB STEEL ROOF EXTENSION BEAM I �r MID BEAM PERIMETER BEAM -u4 COLUMN ELEVATION 11'-6"X20' SIERRA MODEL NTS SITE SOURCE, RIVERWALK #21088A 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 Detail Sheet 3 of 12 � mle ..................................:�.... ALAN E. ONEY o'. 111965 (Ilpc�S/oNNAg �NG��i P 1 V-4" 24 GA MEGA -RIB STEEL ROOF EXTENSION BEAM #1 EXTENSION BEAM #2 COLUMN END ELEVATION 11'-6"X20' SIERRA MODEL NTS SITE SOURCE, RIVERWALK #21088A 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 Detail Sheet 4 of 12 ...:...................................... ALAN E. ONEY ....................................... .....� 0 111965 (III SS�CENSE''/ T s 14 LO r �L in 11'-4" - 7'-78" " _ 2'-28 R OF FTG, 30LT LAYOUT & �4 )LUMN TT 5 1 0 1'-6" �---- 4'-d" 7'_ 4" LAYOUT PLAN 11'-6"X20' SIERRA MODEL NTS SITE SOURCE, RIVERWALK #21088A 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 I Detail Sheet 5 of 12 r fr N ALAN E. ONEY'— j .......................................... 0 111965 (+1'PO.n'•. � �C E N Sip. •''��i� 2021 04�0 TOP %1/81 TOP &\ TOP SIDES/ 1/8N MID BEAM - HAND HOLE HAND HOLE r (2) BOLTS W/ BEAM END PLATE SIDES & BTM _/ 1/8[ . (2) NUTS TACK WELD TO BACKER PLATE EXTENSION BEAM #1 RAFTER BEAM MID / RAFTER BEAM SECTION NTS SIDES �- 1 /8 & BTM MID BEAM HAND HOLE I I -I - - I i ------ I I ------ I I II EXTENSION BEAM #1 RAFTER BEAM MID / RAFTER BEAM PLAN VIEW NTS i ALA------------ N E ONEY� SITE SOURCE, RIVERWALK #21088A i.......................;.... ............. ,..• 3985 GRAPEVINE MILLS PARKWAY �i� 111965 ; GRAPEVINE, TX 76051 f Detail Sheet 6 of 12 � h�� ss��, �•, 'FaG�� , 2021 C PERIMETER BEAM I I (2) BOLTS TACK WELD TO BACK OF BEAM END PLATE I Y4' REINFORCING PLATE TOP &\ I WELD TO INSIDE OF COLUMN SIDES/ 1/8N f 1 1/8N SIDES Z -. COLUMN- - 1 RAFTER BEAM SIDES & BTM . 1/8 : ` I I (2) BOLTS TACK WELD �. TO BACK OF BEAM EXTENSION BEAM #2 - I I END PLATE (2) NUT 11 PLAN VIEW COLUMN CONNECTION DETAIL NTS SITE SOURCE, RIVERWALK #21088A 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 Detail Sheet 7 of 12 .::.~.......�............. ...** ALAN E. MONEY ....................r.............,.. . i o . 111965 ; 2021 MEGA -RIB w/(1) #12X1" HEX TEK w/ WASHER @ EACH VALLEY 4118LTOP HEX TEK VALLEY RIMETER BEAM RAFTER BEAM -/ SIDES//--1/8N - (2) BOLTS TACK WELD TO BACK OF BEAM END PLATE BTM1/8 Y4' REINFORCING PLATE /TOP& 1/8NSIDES .- (2) BOLTS TACK WELD TO BACK OF BEAM END PLATE 1 1/81 BTM I FASCIA SECTION NTS SITE SOURCE, RIVERWALK #21088A 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 Detail Sheet 8 of 12 COLUMN /r ALAWE.� ONEY_ •`I j ........,..... q'. 111965 ADJUST FTG DEPTH FOR LOCAL FROST CONDITIONS 3/16 V TURF (1)-%"X14" A-36 ALL THREAD A -BOLT - EMBEDDED 12" W/ (2) HEX NUTS BY CONTRACTOR w BASE PLATE 0 - A -BOLT HOLE COLUMN CENTER OF STRUCTURE �- VA COLUMN HEX NUT BY CONTRACTOR WASHER & BASE PLATE •a ° a d G 7III- 3" TYP 3'-0" SQ 3500 PSI CONCRETE BY CONTRACTOR (4) #5 REBAR EACH WAY TOP & BTM NON -EXPANSIVE, UNDISTURBED OR 95% COMPACTED SUBGRADE 1-BOLT SUB -SURFACE MOUNT SPREAD FOOTIN 11'-6"X20' SIERRA MODEL NTS 5 i SITE SOURCE, RIVERWALK #21088A .ALAN E. ONEY - 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 �� 111965 Detail Sheet 9 of 12 ,,to�Fs��ceNs`�G��`L�' 2021 ADJUST FTG DEPTH FOR LOCAL FROST CONDITIONS 3/16 V TURF BASE PLATE (D - A -BOLT HOLE COLUMN — COLUMN HEX NUT BY CONTRACTOR WASHER & BASE PLATE in v .H O H F.•;;" `i ::i t..;;�^- ^ice :1� :.h ... .. :':> HIGHLY DRAINABLE AGGREGATE #3 HORZ REBAR TIES Ta — a9d f � 6" OC (3) IN TOP 5" I . I \_ I (1)-5/8'X14" A-36 ALL b THREAD A -BOLT a • a EMBEDDED 12" d w/ (2) HEX NUTS a f BY CONTRACTOR I vl I fi NATURAL SOIL BELOW AGGREGATE 3500 PSI CONCRETE BY CONTRACTOR (6) #5 VERTICAL REBAR 3" TYP NON -EXPANSIVE, 2'-0' DIA UNDISTURBED OR 95% COMPACTED SUBGRADE 1-BOLT SUB -SURFACE MOUNT CAISSON FOOTING 11'-6"X20' SIERRA MODEL NTS SITE SOURCE, RIVERWALK #21088A 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 Detail Sheet 10 of 12 r ylT .......... ..* ALAN E. ONEY ........................o.......... o. 111965 ; 2021 stJ ADJUST FTG DEPTH FOR LOCAL FROST CONDITIONS 3/16 V BASE PLATE 0 A -BOLT HOLE COLUMN CENTER OF STRUCTURE n COLUMN HEX NUT BY CONTRACTOR / f - WASHER & BASE PLATE TURF j chi ...... ..+,:.i:..a.� • • . •a '°�.Ma' a .�. .o.. .. '.. .. '•�..��•:�•• �,. •. ° °.° a: HIGHLY DRAINABLE a A. ai I ° d AGGREGATE O o P 'd a a 44 E �' NATURAL SOIL p 4 s BELOW AGGREGATE a a 4 ih i (1)-%"X14" ALL THREAD EMBEDDED 12" w/ SIMPSON SET XP EPDXY BY CONTRACTOR n 3" TYP T-0" SQ 3500 PSI CONCRETE BY CONTRACTOR (4) #5 REBAR EACH WAY TOP & BTM NON -EXPANSIVE, UNDISTURBED OR 95% COMPACTED SUBGRADE 1-BOLT SUB -SURFACE MOUNT EPDXY SPREAD FOOTING 11'-6"X20' SIERRA MODEL NTS SITE SOURCE, RIVERWALK #21088A 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 Detail Sheet 11 of 12 ALAN E. ONEY ......,.... 0 111965 i : a- (+� 11 SSA C E fS S �NG\��+i ADJUST FTG DEPTH FOR LOCAL FROST CONDITIONS 3/16 V BASE PLATE (j] - A -BOLT HOLE COLUMN �- COLUMN HEX NUT BY CONTRACTOR aWASHER & BASE PLATE e � � -HO HIGHLY DRAINABLE AGGREGATE #3 HORZ REBAR TIES v I ' 6" OC (3) IN TOP 5" I I ay� d (1) %'%14" AL THREAD o EMBEDDED 12' ti w/ SIMPSO SET XP EPDX BY CONTRACTOR TURF N Y az � � Ileiof . '� � ��I• �� 3" TYP 2'-0" DIA NATURAL SOIL BELOW AGGREGATE 3500 PSI CONCRETE BY CONTRACTOR (6) #5 VERTICAL REBAR NON -EXPANSIVE, UNDISTURBED OR 95% COMPACTED SUBGRADE 1-BOLT SUB -SURFACE MOUNT EPDXY CAISSON 1 1'-6"X20'SIERRA MODEL NTS SITE SOURCE, RIVERWALK #21088A 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 � Detail Sheet 12 of 12 TI ...;............. .................. ........./ ALAN E. ONEY ..................... ......... ............ � 0.. 111965 CONTRACTOR SHALL CALL FOR INSPECTIONS; (817) 410-3010 CONTRACTOR REGISTRATION WILL BE REVOKED UPON Structural Calculations PERMIT EXPIRATION. for ALL CHANGES REQUIRE APPROVAL OF `VISED PLANS Riverwalk Double Custom Sierra o e Grapevine, Texas kPPROVED PLANS SHALL BE KEPT ON JOBSITE ATALL TIMES Basisof Design................................................................ . Canopy Layout and Tributary Column Areas ...................................................... Calculaton of Design Wind Loads - Main Force Resisting Systems ......................... RisaCalculations.................................................................................... Bolt Check Calculations.............................................................................. Foundation Calculations.............................................................................. Seismic Analysis to Design Wind Loads ........................................................ Anchor Calculations.............................................................................. 24 Ga Medallion LOK Standing Seam Load Capacity and Span Tables ...................... 1 2 3 4-15 16 17 18-20 21-32 33 Riverwalk Double Custom Sierra Model Details ....................................... .. Sheets... June 15, 2021 Digitally signed by Alan E Money ... ALAN E. ONEY''- �.....:....................... .............. Date: 2021.06.16 11:45:06 ,1 111965No 1-15 Structural Calculations and Design Details Applicable to Installation of One - Double Custom Sierra Model at the Subject Site AIUMnc CONISULT&NTS, PLW CUNSULTING rIVGnVEFJ ING ►SFiRV OES 2447 W 12`h Street, Suite 1 Tempe, AZ 85281 Phone: (480) 927-9696 Fax: (480) 927-9797 CMqTQR Qr - s, COPY ii iNi x *?n7j �'�"�- CLIENT: JrCRS 21088E .tj..Nr]Vrj. t $➢ SGrL [4��'j'l5 PROJECT: `iverwaik Double Custom Sierra Model Grapevine, Texas GENERAL NOTES & BASIS OF DESIGN 1. BUILDING CODE ............................ IBC 2015 ASCE 7-10 2. GRAVITY DESIGN: Sail Cloth Ventilation Reduction: N/A EXPOSURE ................................... C Seismic Design Category = A OCCUPANCY CLASS .................. A Risk Category = 11 3 SECOND WIND GUST .............. 115 (mph) Structure Obstructed N Min: 0.48 (kPa) II 10.0 (psf) Live Load: 20.0 j(psf) Dead Load- 1.9I(psf) Snow Load: 20.01(psf) SRI 0.957 (kPa) Dead Load: 0.09 (kPa). SS = 0.957 (kPa) Member Dead Load will be included in the Risa Calculation 3. SOILS: Soil bearing pressure ................................... 1,000 psf Soil lateral bearing pressure ...... Minimum footing depth ........................................ 12 (inches) Unless local conditions are greater CONCRETE 1. CODES AND STANDARDS. Comply with the following Codes: A. ACI 318, "Building Code Requirements for Reinforced Concrete" B. ACI 347. 'Recommended Practice for Concrete Form Work" 2. MATERIALS shall conform to the following: D. Air entrainment: ASTM C260 A. Cement; ASTM C150, Type V, Portland Cement. E. Fly ash: ASTM C618 B. Hard rock aggregates: ASTM C33 F. Calcium chloride SHALL NOT be used. Lightweight aggregates: ASTM C330 C. Water shall be potable. lPrepared By: MJK Checked By: MJK 1 Date: 100 psf 3. MIX DESIGNS: A. The maximum slump shall be 4" w/o plasticizer added. C. Limit fly ash to 20% of the total cement. B. Use pea gravel and/or plasticizer in congested areas. D. Concrete mixes shall conform to the following: Max 28 Day Dry Aggregate Strength Weight Size Type of Concrete Member (psi)* W/C Ratio (pcf) (inches) Footings & Slabs on Grade 2500 0.45 150 3/4 *(Special Inspection not required) 4. CONSTRUCTION: A. Mechanically vibrate concrete during placement. 5. FOOTINGS: B. Center footings on structure above, UNO. C. Exterior footings to be embedded a minimum depth. STEEL 1. CODES AND STANDARDS. Comply with: Reinforcing: 60 ksi A-615 - Grade 60 Roof Decking: 50 ksi A-792 - Grade 50 Bolts ASTM A36, ASTM A307 as specified on details Min Cement Entrained Per CY Air (%) (lbs) 5 ±1 517 A. CRSI "Manual of Standard Practice". B. ACI "Detailing Manual", ACI 315 (or SP-66). HSS Tube: 46 ksi A -500 Pipe: 36 ksi A-501 2. CONSTRUCTION: A. Detail, bolster, and support all rebar. Tie bars securely with proper clearances before casting concrete. B. Use rebar free flaky rust, grease, dirt, and other materials, which affect bond. C. Minimum lap splices (inches): Bar # 43 #4 #5 #6 1 Inches I 16 I 20 ' 24 I 33 D. Make cold bends. DO NOT use heat. DO NOT re -bend a previously bent bar. E. Minimum concrete cover: (securely position and anchor rebar prior to pour) Cast against and permanently exposed to earth .......... 3 (inches) Slabs -On -Grade (SOG)............................................ Center of slab, UNO F. DO NOT weld reinforcing unless specifically noted. CLIENT: CRS21088B Prepared By: MJK AIMURW Co i - 1 jr r %. rs (PROJECT: � Riverwalk Double Custom Sierra Model Checked By: MJK --As Grapevine, Texas f Date: 06/15/21 Member Weights Psi Area Ttl Wt (lbs) Roof Type & Guage: 1.4 800 12" T&G Roofing 0.0 90o 0 Misc Appurtenances & Mads: V 900 460 Total Material Rise Weight = 1808.5 IIII Areas Trib: CNw _1 SF fI /1 321 450ISF C� =1 45(� SF 20% Snow Load for SeisTotal mic = 8 Total Load for Seismic = 51181 Roof Snow Load [IBC 1608, ASCE 7] (E97-1)Pr=V.I'lr i-��j'p€ pf�Ground Snow Load= 20 psf Canopy Dimensions C. Exposure Factor-- 1.0 [ASCE T 7-2] Widthl (it) Length (ft) Ct"= Thermal Factor— 1.2 [ASCE T 7-3] Roof Pitch (in) V I 1(in) H I= Impoortance Facto—1.0 [ASCE T 7-4] Column Height (ft) Columns pf=l 16.8 psf Top of Structure Height (ft) Cs Sloped Roof Coeff—f 1.00 [ASCE F 7-2] (EQ 7-2) P.=Cs`Pf P psf Structure Geometry Rectangle Spans Rectangle Area Formula I I 1 A=WL= 900 ftA2 CLIENT: CRS 21088E Prepared By: MJK AMM ,W ■ ON'4SU' ANTS PROJECT: Riverwalk Double Custom Sierra Model Checked By: MJK Grapevine, Texas I Date: t7r 15r21 Calculaton of Design Wind Loads - Main Force Resisting Systems ASCE 7-10 Exposure: C Occupancy Class: A Eq: p=qh*G*CN (Eq 27.4-3) [262] 3s Wind Gust (mph): 115 z Exp Where: %= 0.00256*k�*k,%*V2*I (Eq 27.3-1) [260] ft C z 5 lcz= 0.85 (T 27.3-1) [261] 0 0.85 kn= (1+ k,*k2*k3)Z (F 26.8-1) [253] 15 0.85 kt= 0.29 H/L14=0 (F 26.8-1) [253] ' 20 0.9 kz 1.0 X/Llf=0 (F 26.8-1) [253] 1 25 0.94 k3= 0.0 Z/hf=Z/0 (F 26.8-1) [253] 30 0.98 k,= 1.0 35 1.01 kD= 0.85 40 1.04 V= 115 mph (F 26.5-1A) [247a] 45 1.065 50 1.09 qh= 0.00256*0.85*1*0.85*11512= 1 24.46 psf 60 1.13 G= 0.85 (S 26.9.4) [254] Rise f Run qh*G 20.79 psf Roof Pitch = 3 I 12 a= 14.0 Degrees CN Values interpolated to 14 degrees CNw = p (psf) CNL = p (psf) a=114.0 Case A - Clear/Unobstructed Wind Flow: y=00 -0.86 -17.88 -0.99 -20.58 ACN = 0.13 CN(Avg)= Case B-Clear/Unobstructed Wind Flow: y=00 .1.83 .38.12 0.00 0.00 ACN = -1.83 CN(Avg) = Case A-Clear/Unobstructed Wind Flow: yr180° 1.25 25.92 1.50 31.28 ACN = -0.26 CN(Avs) = Case B-Clear/Unobstructed Wind Flow: y=1800 1.77 36.87 0.31 6.38 ACN = 1.47 CN(Avg) = (F27.4-4 thru F27.4-7) [267-270] Main Wind Force Resisting System 0.25 S h/L S 1.0 Figure 6-18A I Net Pressure CoeMelent, CM Monoslope Free Roofs Open Buildings q S 45% -1= 0% 180' L i L 0.5 L 0.5 L 0.5 L 0.5 L CNN CHL Wind Wind CHL C""' Direction Direction Y It A� h 0� y= I80° � rrrrrrrr�rrrr��. � rrrr�r�r�rrrrrrr Roof Load Wind Direction, Y 0` Wind Direetiog Y-180' Angle Case Clear Wind Flow Obstructed Wind Flow Clear Wind Flow tL cted Wind Flow 0 CNN C'L CK, Cw, CNW Cw. Crw Ca,, 00 A 1.2 0.3 -0.5 -1.2 1.2 0.3 -0.5 -1.2 B -1.1 -0.1 -I.I -0.6 -I.1 -0.1 -I.1 -0.6 7.5° A -0.6 -1 -1 -1.5 0.9 1.5 -0.2 -1.2 B -1.4 0 -1.7 -0.8 1.6 0.3 0.8 -0.3 ISO A -0.9 -1.3 -1.1 -1.5 1.3 1.6 0.4 -1.1 B -1.9 0 -2.1 -0.6 1.8 0.6 1.2 -0.3 -0.92 -0.92 1.38 1.04 I 33 47 Q ro 30 *31 Envelope Only Solution CRS SK-1 June 15, 2021 at 3:56 PM Riverwalk 21x50 Custom Sierra M... Envelope Only Solution CRS SK-2 June 15, 2021 at 3:57 PM Rive►walk 21x50 Custom Sierra M... Page 5 Y E1�1 2�11 • F11 .36 v N Member Code Checks Displayed (Enveloped) Envelope Only Solution CRS I p� SK-4 June 15, 2021 at 5:24 PM Riverwalk 21x50 Custom Sierra M... Company CRS June 15, 2021 1RISA, Designer Checked PM ke Job Number Checked By: AAEMESSCHEKCOMPAW Model Name Hot Rolled Steel Properties Label E fosil G Ipsil Nu Therm c/1E..Densitvflbff.. Yieldfosil Rv FulDsil Rt 1 A36 Gr.36 2.9e+7 1.115e+7 .3 .65 490 36000 1.5 58000 1.2 2 A572 Gr.50 2.9e+7 1.115e+7 .3 .65 490 50000 1.1 58000 1.2 3 A992 2.9e+7 1.115e+7 .3 .65 490 50000 1.1 58000 1.2 1 4 A500 Gr.42 2.9e+7 1.115e+7 .3 .65 490 42000 1.3 58000 1.1 5 A500 Gr.46 2.9e+7 1.115e+7 .3 .65 490 46000 1.2 58000 1.1 1 Design Size and Code Check Parameters Label Max Denthf inl Min DeAhlinl Max Widthlinl Min Widthfinl J`ax Bendino Chk Max Shear Chk 1 Tvgical 1 1 1 1 1 Hot Rolled Steel Section Sets Label Shane TVDe Design List Material Desion Rul... A fin21 Ivyy lin41 Izz fin4L J rin41_ 1 Column HSS6X6X3 Column Tube A500 Gr.46 Tvoica 3.98 22.3 22.3 35 2 Shared Column HSS6X6X3 Beam Tube A500 Gr.46 Tvgical 3.98 22.3 22.3 35 1 3 Perimeter Beam HSS6X3X3 Beam Tube A500 Gr.46 Tvoical 2.93 4.55 13.4 11.1 1 1 4 Mid Beam HSS8X3X3 Beam Tube A500 Gr.46 Tvoical 3.63 5.94 27.8 16.2 I 5 Rafter Beam HSS10X3X3 Beam Tube A500 Gr.46 Tvgical 4.32 7.33 49.4 21.5 _I 6 Ext 1 HSS4X4X2 Beam Tube A500 Gr.46 Tvoical 1.77 4.4 4.4 6,.91 7 Ext 2 HSS4X4X2 Beam Tube A500 Gr.46 Tvgical 1.77 4.4 4.4 6.91 Joint Coordinates and Temperatures Label X iftl Y fftl Z l l Temo IFl Detach From Diao... 1 N1 1.5 0 1.5 0 2 N2 18.255 0 1.5 0 3 N3 0 9 1.5 0 4 N4 1.5 9.375 1.5 0 5 N5 7.634784 10.9 1.5 0 6 N6 12.944892 12.22 1.5 0 7 N7 18.255 13.54 1.5 0 I 8 N8 19.755 13.92 1.5 0 l 9 N9 1.5 0 24.5 0 10 N10 13.77 0 24.5 0 11 N11 0 9 24.5 0 12 N12 1.5 9.375 24.5 0 13 N 13 9.501649 11.364 24.5 0 1 114 N14 9.5 11.364 26 0 i 115 N15 13.77 12.425 24.5 0 116 N16 13.77 12.425 26 0 N17 15.27 12.798 24.5 0 y17 18 N18 1.5 9.375 0 0 19 N19 7.635 10.9 -1.04 0 20 N20 18.255 13.54 -2.83 0 21 N21 12.945 12.22 -1.936 0 22 N22 1.5 9.375 26 0 23 N23 0 9 26 0 24 N24 15 12.733 26 0 25 N25 0 9 .23 0 26 N26 20.68 14.15 -3.2 0 27 N27 9.501649 11.364 -1.354958 0 1 28 N28 9.8775 11.4575 -1.488 0 29 N29 9.501367 11.364 1.5 0 RISA-31D Version 17.0.4 [H:\...\... \...\Riverwalk 21x50 Custom Sierra Model Grapevine, Texas 21088BR1R 1 Company CRS June IIIRI 2021 SADesigner 5:24 PM Job Number Checked By: ANEmvscHExc,mpA r Model Name Joint Coordinates and Temperatures (Continued) Label X rfti Y Iftl Z Iftl Temc TI Detach From Diai) i 30 N30 0.099823 0 50.530605 0 31 N31 15.28501 0 43.449636 0 32 N32-1.259638 9 1 51.164533 0 33 N33 0.099823 9.375 50.530605 0 34 N34 5.659826 10.9 47.937933 0 1 35 N35 10.472418 12.22 45.693785 0 6-- N36 15.28501 13.54 43.449636 0 37 . N37 16.644472 13.92 _ 42„815709 0 1 38 N38-9.620397 0 29.685526 0 1 39 N40-10.979858 _ 9 1 30.319453 0 40 1 N41 _ _ _-9.620397 9.375 1 29.685526 0 41 N42-2.36844 11.364 1 26.303883 _ 0 42 N43 I-3.003862 I 11.364 I 24.945118 1 0 _ 43 N44 I 1.5 12.425 24.5 0 -_ - N45 -7 0.866073 12.425 _ 23.140538 0 N46 2.859462 12.798 23.866073 0 I N47 0.733751 9.375 51.890067 0 I 47 N48 6.733472 10.9 50.239864 0 I 48 N49_ 17.114948 13.54 47.373949 0 49 1 N50 11.9'24632 12.22 48.807813 0 50 1 N51-10.254324 9.375 28.326064 y 0 51 N52-11.613786 9 28.959992 0 52 N53 1.980831 i 12.733 22.620718 i 0 53 N54-0.722913 9 52.315543 0 154 N55 19.469113 C 14.15 1 46.684434 { 0 55 _ N56 8.558338 11.364 49.736432 0 1 56 N57 8.9552 11.4575 49.698168 0 I 57 N58 7.351525 11.364 47.149081 0 1 J Joint Boundary Conditions Joint Label X jlb/in1 Y flb/inl Z fib/in] X Rot.rk-ft/ra Y Rot.rk-ft/radl Z Rot. k- ra 1 N9 Reaction Reaction Reaction 2 N10 Reaction Reaction Reaction 3 N1 Reaction Reaction Reaction { 4 N2 Reaction Reaction _ Reaction 5 N30 Reaction _ Reaction Reaction I 1 6 N31 Reaction Reaction Reaction { N38 Reaction Reaction. - Reaction Not Rolled Steel Desian Parameters Label Shane Length... Lbyytftj M1 1 Column 9.375 2 M2 �, Column 113.54 1 3 M4 'Column 112.425 4 M5 Perimeter. 23 5 M6 Perimeter..,[ 23.461 6 M7 Rafter Be.. 12.643 1 7 M8 _ Rafter Be.. 17.265 1 8 M9 Mid Beam 23 1 L9 M10 Ext1 1.5 10 M13 Ext 1 4.33 1 11 M14 Ext 2 1.5 12 M15 Ext 2 1.5 13 M16 I Ext 2 1.5 Lbzeftl 1-coma to ... Lcoma b... Kw I I { Lbyy Lbw I _ Lb Lbw Lbvv Lb y I Lbw I Lbkv I LbvV Lbvv Kzz Cmyv Cm-zz 1 �- I I f j I 1� Cb swaa;sway, Function Lateral Lateral Lateral Lateral i Lateral I Lateral _ Lateral I Lateral 1 Lateral I Lateral Lateral Lateral Lateral RISA-31) Version 17.0.4 [HA..A... 1... 1Riverwalk 21x50 Custom Sierra Model Grapevine, Texas 21088BR1R 2 Company CRS June 15, 2021 IIIRISA Designer PM Job Number ke Checked Checked By: Model Name Hot Rolled Steel Desidn Parameters (Continued) Label Shane Length., LbvvJRl Lbzz[ftl 1-Como to ... Lcomn b— Kvv Kzz Cm-w Cm-zz Cb f swavz sway 14 M15A Ext 1 2.855 Lbw LatIOL 15 M16A Column 9.375 Lateral 16 Column 13.54 Lateral 17 T7 M18 Column 9.375 Lateral 18 M19 Shared C.. 9.375 Lateral 1 19 M20 Perimeter.. 23 Lbvv Lateral 1 20 M21 Perimeter- 23.46 Lbvv Lateral 21 M22 Rafter Be...12.643 Lbvv Lateral 22 M23 Rafter Be.. 17.265 Lbw Lateral 23 M24 Mid Beam 23 Lbvv Lateral 24 M25 Ext 1 1.5 Lbvv Lateral, 25 M26 Ext 1 4.33 Lbvv _ I _ _ Lateral . 26 M27 Ext 2 1.5 Lbw Lateral 27 M28 Ext 2 1.5 Lbvv Lateral 28 M29 Ext 2 1.5 Lbvv Lateral 129 M30 Ext 1 2.855 Lbvv Lateral Lateral 1 30 M30A Shared C.. 3.05 Lbvv Member Primary Data Label I Joint J Joint K Joint Rotate(de... Section/Shane Tvve Design List Material_. Design Rules M1 N1 N4 Column Column Tube A500 Gr. Tvpical I 2 M2 N2 N7 Column �olumn Tube 4500 Gr. Tvpical j 3 M4 N10 N15 Column olumn Tube A500 Gr. Tvpical l 4 M5 N12 N4 Perimeter Beam Beam Tube A500 Gr. Tvpical 5_ M6 N15 N7 Perimeter Beam Beam Tube A50o Gr. Tvpical B M7 N12 N15 Rafter Beam Beam Tube A500 Gr. Tv ical 1 7 M8 N4 N7 Rafter Beam Beam Tube A500 Gr. 4 Tvpical 18 M9 N13 N29 Mid Beam Beam Tube A500 GrA Tvpical 19 M10 N4 N18 Ext 1 Beam Tube A500 GrA Tvpical 10 M13 N7 N20 Ext 1 Beam Tube A500 Gr. Typi—CaL 11 M14 N12 N22 Ext 2 Beam Tube A500 GrA Tvpical j 12 M15 N13 N14 Ext 2 Beam Tube A500 Gr.46 Tvoical 1 13 M16 N15 N16 Ext 2 Beam Tube A500 Gr.46 Tvpical 14 M15A N29 N27 Ext 1 Beam Tube A500 Gr. Tv ical 15 M16A N30 N33 Column Column Tube A500 GrA Tvoical 1 �16 M17 N31 N36 Column Column Tube A500 Gr. Tvpical 17 M18 N38 N41 Column Column Tube A500 Gr. Tvpical 18 M19 N9 N12 Shared Column Beam Tube g500 Gr.4h� Tvpical 119 M20 N41 N33 Perimeter Beam Beam Tube A500 Gr.4p Tvpical 120 M21 N44 N36 Perimeter Beam Beam Tube A500 Gr.4 Tvpic I 21 M22 N41 N44 Rafter Beam Beam Tube A500 Gr.4 T ical 1, ( 22 M23 N33 N36 Rafter Beam Beam Tube A500 Gr.4 Typical 23 M24 N42 N58 Mid Beam Beam Tube A500 GrA Tvpical 24 M25 N33 N47 Ext 1 Beam Tube A500 GrAq Tvpical 25 M26 N36 N49 Ext 1 Beam Tube A500 Gr. Tvpical 1 26 M27 N41 N51 Ext 2 Beam Tube A500 Gr. TYDlcal 27 M28 N42 N43 Ext 2 Beam Tube A500 Gr.4Ei Tvpical 128 M29 N44 N45 Ext 2 Beam Tube A500 GrAj Tvpical 1 129 M30 N58 N56 Ext 1 Beam Tube A500 GrA Tvpical 130 M30A N12 N44 Shared Column Beam Tube iA500 Gr.4 Tvpical RISA-313 Version 17.0.4 [HA...1..1... 1Riverwalk 21x50 Custom Sierra Model Grapevine, Texas 21088BR11 3 111RIM Company CRS June 15, 2021 Designer 5:24 PM Jab Number Checked By: A,amETsc4sxcompmy Model Name Member Advanced Data Label I Release J Release I Offsettinl J Offsetiinl T/C Only Physical DO Ratio OotionsAnal_ s� is ... Inactive Seismi... M1 Yes ** NA ** _ None 2 1 M2 Yes ** NA ** _ None 3 M4 Yes . "* NA ** _ None I. 1 4 M5 I I Yes ! None J 1 5 M6 I I Yes 1 _ None 6 M7 j _ . I Yes 1 No 7 M8 I _ I Yes I 1 None 8 M9 ! Yes _ DefauR None 9 M10 Yes None 1 10 M13 Yes _ Nonel 11 M14 Yes _ None ! 12 M15 I 1 Yes None 13 M16 I Yes None 14 M15A I _ Yes I None-1 15 M16A I Yes ** NA ** _ I None 16 M17 Yes ** NA ** _ I None 17 I M18 ! 1 Yes ** NA ** I None 18 M19 I I Y _ None i 19 M20 I I Yes None 20 M21 I Yes None 21 M22 Yes I None 22 M23 _ I Yes _ None 123 _ M24 _ 1 Yes Default _ it None F 24 M25 i Yes i- - None L.L5__ M26 I I Yes None 1 26 M27 I ! Yes None 27 M28 Yes I _ _ None 28 M29 Yes _ None I 29 M30 Yes Nonel 30 M30A Yes None 1 Member Area Loads tBLC 9 : Dead Load) Joint A Joint B Joint C Joint D Direction _ Distribution _ Magnitude s jt . 1^ N23 N25 N26 N24 ! Y Perp to A-B _ -2 2 N52 N54 N55 N53 Y l f Peen to A-B _ l -2 __ J Member Area Loads (BLC 2: Live Load) Joint A Joint B Joint C Joint D Direction _ Distribution Maonitudef s 1-423 1, N25 N26 Nc4 Y Perp to A-B -20 I 2 N62 I N54 �— N55 N53 Y Pero to A-B I - -20 Member Area Loads (BLC 3: Snow Load) Joint A Joint B Joint C Joint D Direction Distribution M _ nitud 1423 N25 N26 N24 Y Pero to A-B -20 N52 N54 N55 N53 Y Pero to A-13 f -20 Member Area Loads lBLC 4: Wind Load) Joint A Joint B Joint C Joint D Direction Distribution Mau nitude[pgfi 1 N23 N25 N28 N14 _ Pern Pera to A-B 25.92 2 N14 N28 I N26 N24 Pem i Pero to A_B 31.28 3 N52 N54 N57 N43 Pem I Pera to A-B -25.92 N43 N57 I N55 N53 Pera I Perp to A-B -31.28 RISA-3D Version 17.0.4 [HA ... 1... 1...1Riverwalk 21x50 Custom Sierra Model Grapevine, Texas 21088BR1R 4 Company CRS IIIRI BA Designer Job Number , NEm, scNeKc wRA..v Model Name Member Area Loads (BLC 6: Wind uplift) Joint A Joint B Joint C Joint D Direction ' N14 N28 N26 N24 Per❑ r. N43 N57 1 N55 N53 Pero Basic Load Cases BLC Descriotion Category 1 Dead Load DL 2 Live Load I�L 3 Snow Load 4 Wind Load WL 5 Earthquake Load EL 6 Wind ualift WL 7 BL 1 Transient.. None 8 BLC 2 Transient.. None 9 BLC 3 Transient None 10 BLC 4 Transient... None 11 BLC 6 Transient None Load Combinations Distribution Pern to A-L Pera to A-B X GravitvY Gravity Z Gravirr Joint Point June 15, 2021 5:24 PM Checked By: Maanitudeinsf) Distribu... Areai M... Surface... 2 2 2 4 106 106 106 342 222 2 Descrintion So...PDelta S... BLC Fac.. BLC Fac-.BLC Fac...BLC Fac.. BLC Fac..BLC Fac ... BLC Fac.. BLC Fac ... BLCFac...BLC Fac... 1 Case 1 • --- DL 1 L2 Case 3 Yes DL 1 RLL 1 3 Case 3 SL Yes DL 1 SL 1 4 Case 4 Lr Yes DL 1 RLL .75 5 Case 4 SL Yes DL 1 SL .75 I 6 Case 5 Yes DL 1 4 .6 1 1 7 Case 6a snow Yes DL 1 4 .45 SL .75 8 Case 6a Lr Yes DL 1 4 .45 RLL .75 9 Case 6b snow Yes DL 1 SL .75 EL .525 10 Case 7 Yes DL .6 4 .6 11 Case 8 Yes DL .6 EL .7 12 Case 5 U❑ Yes DL 1 6 .6 13 Case 7 Ua Yes DL .6 6 .6 14 LIVE LOAD CHE. IRLL 1 Load Combination Desian Description ASIF CD Service Hot Rolled Pold For... Wood Concrete Masonry Aluminum Stainless , onnerti411 1 Case 1 Yes Yes Yes Yes Yes Yes Yes Yes 1 2 Case 3 Yes Yes Yes Yes Yes Yes Yes Yes 3 Case 3 SL Yes Yes Yes Yes Yes Yes Yes Yes I 4 Case 4 Lr Yes Yes Yes Yes Yes Yes Yes Yes Case 4 SL Yes Yes Yes Yes Yes Yes Yes Yes 6 Case 5 Yes Yes Yes Yes Yes Yes Yes Yes 7 Case 6a snow Yes Yes Yes Yes Yes Yes Yes Yes 8 Case 6a Lr Yes Yes Yes Yes Yes Yes Yes Yes 1 9 Case 6b snow Yes Yes Yes Yes Yes Yes Yes Yes I l 10 Case 7 Yes Yes Yes Yes Yes Yes Yes Yes 11 Case 8 Yes Yes Yes Yes Yes Yes Yes Yes 12 Case 5 U❑ Yes Yes Yes Yes Yes Yes Yes Yes 13 Case 7 Un Yes Yes Yes Yes Yes Yes Yes Yes 14 LIVE LOAD... Yes Yes Yes Yes Yes Yes Yes Yes RISA-31) Version 17.0.4 [HA ... 1... \...\Riverwalk 21x50 Custom Sierra Model Grapevine, Texas 21088BR1PrS* 5 Company CRS R ISA Designer Job Number A CXWPAW Model Name Enveloae Joint Reactions June 15, 2021 5:24 PM Checked By: r 1 Joint X [lb] LC Y IV LC Z jlbl_ LC _ MX llb-ftl LC MY nb-M LC MZ jib-ftl LC 1 I ivy max i 1-644.352 351.146 12 7601.612 8 16.18 10 0 _ 13 0 1 13 1 0 - 13 2 min 10 -1299.745 13 -308.939 12 0 1 0 1 I 0 1 3 N 10 ' max t 208.68 13 4621.37 8 257.186 13 _ 0 13 0 1 13-1 0 13 4 min -441.4931 6- 9910.911 13 -550.457 7 0 1 0 1 1 0 1 5 N1 max 459.594 112 13734.198 8 797.73 8 0 .131 0 13 0 113 $ min _-560.272 101 314.222 13 -72.517 13 0 0 1 0 7 N2 max 348.065 13 5429.889. 8 _ 437.14 8 0 13 0 _ 13 0 13 8min -623.583 7-2605.234 13 -208.295 13 0 1 0 1 0 1 9 N30 Imaxi 411,765 12 3819.6551 8 V -66.584 11 '_ 0 _ 13 0 _13 1 0 13 101 min1 -726.644. 10 302.387 1 131 -676.779.. 7 0 1 0 i 1 I- 0 1 11 N31 max 1 397.659 13 5368.437' 8 1 42.733 13 _0 13 0 1 13 0 113 12 min -735.771 1 7-2589.215 13 -148.155.1 2 0 1 0 1 1 0 1 13 _ N38 max 368.843 121 2497.25 8 858.92 8 0 131 0 __ 13 0 13 14 min -364.776 10 340.763_, 11 -133.549 13 0 �I _ 0 1 0 15 Totals: max 2489.716 13 33072.412 8 873.245 10 _ 16 __ 112. min -3938.955. 6 .-7109.08 13 -551.957 I Envelope Member End Reactions Member Me... Ax�flbl LC v Shearllbl LC z Shea Ibl LC Toraueilb... LC_y-v Mome... LC z-z Mom... LC 1 M1 Max 3734.198 8 560.212-1 10 1 797.73 8 0 1 13 0 1 1� 0 13 min 314.222 13-459.594' 12 72.517 13 �0 I 1 0 1 ' 0 l 3 J max 3607.232 8 560.272 10 797.73_ 8 0 13 7478.723 8 4308.694 12 1 4 I I min1238.042 13-459.594 12-72.517 13 0 1-679.848 13-5252.552, 10 5 1 M2 I I maxi 5429.889 8 623.583 8_ 437.14 8 0 13 0 13 0 1 13 1 6 1 min-2605.234 13-348.065 13-208.295. 13 0 1 0 1 0 1 7 `J max 5246.5161 8 623.583 8 437.14 8 0 13 5918.882 i_ 8 4712.798 13 i 8 min-2715.2581 13 1-348.065 13-208.295 13 0 1-2820.31613-8443.319 7 9 _ M4 I ]max 4621.371 8 1441.4931 6 267.185 13 0 13 _0 13 0� 13 1--0 I min A 910.911 13-208.68 1 13 1-550.457 7 0 1 _0 1 0 1 11 J Imax 4453.098 8 441.4931 6 1257.185 13 0 13 3195.522 13 2592.8471 13 12 min-2011.875 _ 13-208.68 1 13=550.457 7 0 1 1-6839.431 7-5485.551 6 1 13 1 M5 I I maxi 772.168 8 2013.343 ` 8 22.389 13 171.326 13 11290.855 6 7550197 8_ 1 14 I min I-42.617 13 152.004 11-290.851 6 1-145.61 7 1-295.999 13 593.063 111 15 J max 772.168, 87122.813 13 208.7881 10 171.326 13 1436.629 10 _6067.817 8 16 min-47_..6-17 13-1874.498 7-31.384 I, 2-145.61 7-444.37 2 _, 122.758 13 17 M6 I max 426.715. 3 � 1641.115 8 269.0171 13 21.684 13 711.2691 6 4797.646 118 _min-33.634 1 I- - -31 2 3 983.072 13-223.248 6 17.897 7_-884.909 13 5 .566 , 13 1 19 J Imax 297.152 8 1191.203 13 267.755 10 21.684 13 880.37 10 6537.2761 $ 1 20 _ _ I min. -47.022 13-2021.7831 7-330.844 12-17.897 _ 7-1177,396 12-3912.933 13 21 M7 1 max_ 412.438 12 775.0781 3 139.089 10 2352.2191 8 ,-13.189 _11 , 3328.649 12 22 min-217.889 10-165.9691 10-23.065 _2-917.8061 13 1-520.376 6 J-4415.542 10 23 J max 307.1571 13 873.458 ' 13 226.2511 6 1_-22.214 1 13 1 1111.1351 8 )�614,916 6 24 min-375.9861 7-2608.983 7-218.5791 13 2657.82 7 _-882.0091 13 325.772 13 25 M8 1 max 620.732 3 1492.112 3 110.2771 3_ $20.332 13_ 679.355 10 _ 4243.161 . 12 26 _ min-197.594 10 :-14.759 13-71.525 10-1555.293 7-185.882 2-5131.297 10 1 .27 J max 376.495. 13 886.405_ 13 172.485 12 1277.379 8_ 858.318 12 7231.056 6 ]_ 28 . min-308.098 6 -2343.384 7-155.711 10 9.269 13-808.144 _ 10-3888.561 13 29 M9 1 Imax1113.309 8 2573.985 8 182.392 13 -.263 13 1271,819 6 14488.703 8 130 Iminl -199.7 _ 13-549.8361 13-341.8546 42.773, 2 664.805 13-803.933 13 J 'max1113.286 8 760.6061 13 368.738. 10 -.263 1 13 1065.021 10 3919.433 8 32 min 199.664 13-287-1.5821 7-241.1051 12-42.773 1 2 _-777.2711 12_ 1059.352 13 33 M10 I max 0 1 13 254,0351 8 0 ! 13 0 1 13 24.472 10 189.245 8 34 min 0 1 15.8 1 11-32.4951 6 0 1 1 f 0 1 11.738 11 �35 J max 0 13 0 1 13 0 1 13 0 . 131 0 13 0 1 13 RISA-31D Version 17.0.4 [H:1...1... 1... 1Riverwalk 21x50 Custom Sierra Model Grapevine, Texas 21088l3R11R 6 IIIRISA Company CRS Designer Job Number Model Name Envelope Member End Reactions (Continued) June 15, 2021 5:24 PM Checked By: Member Me... Axialllbl LC v Shearflbl LC z Shearflbi 4C Torouellb.. LC v-y Mome... LC ;-z Mom... LC 1 36 min 0 1 0 1 0 1 0 1 0 1 0 1 137 M13 I max .011 10 892.749 8 156.093 13 0 13 270.715 10 1868.823 8 138 min -.013 12 -576.585 13 -127,883 6 0 1 -330.224 12 -1220,555 13 39 J max 0 13 0 13 0 13 0 13 0 13 0 13 min 0 1 0 1 0 1 0 1 0 1 0 1 140 41 M14 I max 0 13 253.956 8 33.122 10 0 13 0 13 172.262 8 42 min 0 1 15.661 11 0 1 0 1 -16.597 6 12.215 11 1 43 J max 0 13 0 13 0 13 0 13 0 13 0 13 1 44 min 0 1 0 1 0 1 0 1 0 1 0___ 1 145 M15 1 max .04 10 282.758 8 37.227 10 0 13 13.838 13 212.151 8 1 46 min -.019 12 -56.944 13 -18.387 12 0 1 -27.947 6 1-42.899 13 147 J max 0 13 0 13 0 13 0 13 0 13 0 13 1 48 min 0 1 0 1 0 1 0 1 0 1 0 1 49 M16 I max .003 13 172.206 8 24.14 10 0 13 21.559 13 125.762 8 1 50 min -.002 6 -106.556 13 -29.503 12 0 1 -17.64 6 -77.779 13 51 J max 0 13 0 13 0 13 0 13 0 13 0 13 { 52 min 0 1 0 1 0 1 0 1 0 1 0 1 153 M15A I max .005 10 755.716 8 70.583 13 0 13 149.941 10 1080.461 8 54 min -.006 12 -243.293 13 -106.132 6 0 1 -104.894 12 -363.447 13 55 J max 0 13 0 13 0 13 0 13 0 13 0 13 56 min 0 1 0 1 0 1 0 1 0 1 0 1 1 57 M16A I max 3819.655 8 726.644 10 -66.584 11 0 13 0 13 0 13 58 min 302.387 13 -411.765 12 -676.779 7 0 1 0 1 0 1 59 J max 3692.689 8 726.644 10 -66.584 11 0 13 -624.226 11 3860.3 12 60 min 226.208 13 -411.765 12 -676.779 7 0 1 -6344,802 7 -6812.284 10 61 M17 I max 5368.437 8 735.771 8 42.733 13 0 13 0 13 0 13 62 min -2589.215 13 -397.659 13 -148.155 2 0 1 0 1 0 1 63 J max 5185.064 8 735.771 8 42.733 13 0 13 578.6 13 5384.305 13 64 min -2699.239 -397.659 13 -148.155 2 0 1 -2oa6.025 2 -9962.335 7 165 _ M18 I max 2497.25 _13 8 364.776 10 858.92 8 0 13 0 13 0 13 166 min 340.763 11 -368.843 12 -133.549 13 0 1 0 1 0 1 67 J max 2370.284 8 364.776 10 858.92 8 0 13 8052.372 8 3457.905 12 as min 264.583 11 -368.843 12 -133.549 13 0 1 -1252,018 13 -3419.772 10 69 M19 I max 7601.612 8 644.352 10 16.18 10 0 13 0 13 0 13 70 min-1299.745 13 -351.146 12 -308.939 12 0 1 0 1 0 1 71 J max 7474•646 8 644.352 10 16.18 10 0 13 151.686 10 3291.993 12 72 min-1375.925 13 -351.146 12 -308.939 12 0 1 -2896.301 12 -6040.804 10 73 M20 I max 900.544 8 1910.848 8 271.131 6 131.401 8 114.238 12 5814.77 8 174 min-40.592 13 143.412 11 -11.192 13 -58.966 13 -975.972 10 454.002 11 1 75 J max 900.544 8 -115.172 13 6.384 3 131.401 8 207.603 3 6688.995 8 76 min-40.592 13 -1976.993 7 -226.901 10 -58.966 13 -556.647 10 230.17 13 77 M21 I max 429.154 8 1712.183 8 255.167 6 4.244 10 1196.994 13 5969.645 8 1 78 min-76.146 13 -999.09 13 -291.554 13 -30.522 12 -1168.913 6 -3383.771 13 1 79 J max 326.569 8 1195.088 13 313.371 12 4.244 10 996.179 12 6121.749 8 80 min-89.536 13 -1962,928 7 -240.016 10 -30.522 12 -618.395 10 -3909.048 13 81 M22 I max 472.31 12 619.254 3 67.021 12 635.204 13 1193.798 6 3590.585 12 82 min-378.437 10 -260.996 10 -203.577 10 -1360.393 7 -271.959 13 -5795.609 10 83 J max 359.193 13 840.025 13 200.158 12 3197.989 8 520.664 13 6946.239 8 84 min-532.349 7 -2797.419 7 -191.659 10 -235.559 13 -535.572 6 -2556.387 13 1 85 M23 I max 613.41 3 1462.565 3 103.194 10 1422.694 8 22.836 13 4163.868 12 min-167.821 10 -14.143 13 -46.163 2 -700,082 13 -771.983 6 -5055.379 10 87 J max 368.823 13 869.889 13 91.24 10 31.719 13 559.595 10 7252.579 8 _ 88 min-293.902 6 -2345•964 7 -126.848 12 -1316.617 7 -678.623 12 -3813,699 13 89 M24 I max -1.385 11 2580.088 8 356.924 6 43.722 8 819.869 13 4627.155 8 90 min-133.138 12 -543.642 13 -193.398 13 -4.046 13 -1486.234 6 -739.693 13 91 J max -1.385 11 746.92 13 224.362 12 43.722 8 634.11 12 3828.229 8 92 min-133.097 12 -2799•279 7 -348.834 10 -4.046 13 -894.355 10 -992.089 13 RISA-31D Version 17.0.4 [HA ... 1... 1... 1Riverwalk 21x50 Custom Sierra Model Grapevine, Texas 21088BR1R 7 Company CRS June 15, 2021 IIIRI Designer 5:24 PM SA Job Number Checked By: ANEMETWHEKCOWANY Model Name Envelope Member End Reactions (Continued) Member Me... Axialilbl LC v Shearflbj LC z Shearflbl LC Toruueflb.. LC v-v Mome... LC z-z Mom... LC 193 M25 I max 0 13 254.035 8 32.495 10 0 13 0 13 189.245 8 J 194 min 0 1 15.8 11 0 1 0 1 -24.472 6 11.738 11 i 195 J max 0 13 0 13 0 13 0 13 0 13 0_ 13 1 .96 min 0 1 0 1 0 1 0 1 0 1 0 1 f 97 M26 I max .011 10 892.749 8 127.883 10 0 13 328.989 13 1865.784 8 9$ min -.013 12 -576.585 13 -156.093 12 0 1 -269.705 6 -1215.603 13 99 J max 0 13 0 13 0 13 0 13 0 13 0 13 1 100 min 0 1 0 1 0 1 0 1 0 1 0 1 J 101 M27 I max 0 13 253.956 8 0 13 0 13 16.597 10 172.262 8 102 min 0 1 15.661 11 -33.122 6 0 1 0 1 12.215 11 j 103 J max 0 13 0 13 0 13 0 13 0 13 0 13 104 min 0 1 0 1 0 1 0 1 0 1 0 1 j 105 M28 I max .04 10 282.758 8 18.387 13 0 13 27.94 10 213.672 8 1 106 min -.019 12 -56.944 13 -37.227 6 0 1 -13.838 12 -42.79 13 j 107 J max 0 13 0 13 0 13 0 13 0 13 0 13 1 108 min 0 1 0 1 0 1 0 1 0 1 0 1 1109 M29 I max .003 13 172.206 8 29.503 13 0 13 17.64 10 125.762 8 110 min -.002 6 -106.556 13 -24.14 6 0 1 -21.559 12 -77.779 13 111 J max 0 13 0 13 0 13 0 13 0 13 0 13 112 min 0 1 0 1 0 1 0 1 0 1 0 1 1 113 M30 I max 0 13 755.716 8 106.132 10 0 13 104.894 13 1078.791 8 114 min -.005 6 -243.293 13 -70.583 12 0 1 -149.941 6 -363.565 13 115 J max 0 13 0 13 0 13 0 13 0 13 0 13 116 min 0 1 0 1 0 1 0 1 0 1 0 1 1 117 M30A I max 4787.38 8 150.994 10 578.908 8 724.267 13 8788.062 8 97.079 3 118 min-1985.219 13 -56.416 2 -324.393 13 -1240.196 7 -3027.662 13 -1766,744 6 j 119 J max 4746.074 8 150.994 10 578.908 8 724.267 13 10553.73 8 269.147 3 120 min-2010.003 13 -56.416 2 -324.393 13 -1240.196 7 -4017.062 13 -2219.188 6 Envelope A/SC ASD Steel Code Checks Member Shaoe Code -� Lo Iftl LC Shea,... Locrftl Dir LC Fa 19sij Ft [pail Fb y-y ...Fb z-z ---Cb Cmv Cmz ASD E. - 1 M1 HSS6X6X3 .622 9.375 6 .021 0 z 8 23021... 27600 27600 27600 1_...6 .6 H1-2 2 M2 HSS6X6X3 .888 13.54 8 .016 0 v $ 19960. - 27600,27600 2760011 • • .6 .6 1-11-2 1 3 M4 HSS6X6X3 .728 12.425 8 .014 0 z 8 20834... 27600,27600 27600 1..,..6 .6 H1-2 1 4 M5 HSS6X3X3 .910 0 8 .069 0 v 8 3044.2.. 27600 27600 276001•1 .85 .85 H 1 -_2 j 5 M6 HSS6X3X3 .705 23.46 8 .055 23.46 v 8 2926.0.. 27600 27600 27600 1.-.86 .85 H1-2 1 6 M7 HSS10X3X3 .366 12.643 6 .180 12.643 y 8 11007... 27600 27600 27600 2.31 .4 I.85 1-12-1 1 7 M8 HSS10X3X3 .639 5-093 8 .128 0 v 8 5903.1 27600,27600'i27600 1 .339 .85 8 M9 HSS8X3X3 .803 12-219 8 .059 23 v 8 3207.8.- 27600 2-7600'I27600 1 .85 .85 _H1-2 H1-2 9 M10 HSS4X4X2 .041 0 8 .015 0 v 68 8 239- 27600 27600 27600 1.....85 .85 1-11-2 10 M13 HSS4X4X2 .409 0 8 .052 0 v 8 24795.4 27 27500 2760011..-.85 .85 H1-2 11 M14 HSS4X4X2 .037 0 8 .015 0 v 8 26839 ... 27600 27600 27600� � 1..85 .85 H1-2. J 12 M15 HSS4X4X2 .046 0 8 .017 0 v 8 26839 ... 27600 276M 27600�1---.85 .85 H1-2 1 13 M16 HSS4X4X2 .027 0 8 .010 0 v 8 26839 ... 27600 27600 27600 1.-.85 .,85 112-1 I. 14 M15A HSS4X4X2 .236 0 8 _044 0 v :8 25953-27600 27600 2760011•-...85 .85 H1-2 15 M16A HSS6X6X3 .720 9.375 8 .019 0 v 1023021-27600 2760012760011- .6 .6 H1-2 16 M17 HSS6X6X3 .714 13.54 8 .019 0 v 8 19960•••127600 27600'2760011-- .6 .6 1-11-217 M18 HSS6X6X3 .574 9•375 6 .022 0 z 8 2,3021 ... 127600 27600 27600 1.....6 .6 H1 2 '18 M19 HSS6X6X3 A03 Q.375 10 .017 0 v 1023021•••127600 27600 27600 1..-..6 .6 H1-2 19 M20 HSS6X3X3 .710 23 8 .066 23 v 8 3044.2..427600 27600 27600 1.....85 .85 H1-`l 20 M21 HSS6X3X3 .726 0 8 .053 23.46 v 8 2926.0.427600127600 1..-.85 .85 H1-2 21 M22 HSS10X3.X3 .363 12.643 8 .260 12.643 v ,27600 8 11007 ... 127600127600 27600 2.3.404 .85 1-12-1 22 M23 HSS10X3X3 .609 8.093 8 .125 17.265 v 8 5903.1 127600127600 27600 1 •354 _85 H1-2 23 M24 HSS8X3X3 .797 12.219 8 .058 23 v 8 3207.8..'27600127600 27600 1 .85 .85 H2-1 24 M25 HSS4X4X2 .041 0 8 .015 ' 0 v 8 26839 ... 127600127600 2760011 -.85 .85 H1-2 RISA-313 Version 17.0.4 [HA ... 1... 1...1Riverwalk 21x50 Custom Sierra Model Grapevine, Texas 21088BR1R 8 IIIRI Company CRS June 2021 SADesigner 5:24 PM Job Number Checked By: ;METSCHEK COMPANY Model Name Envelope RISC ASD Steel Code Checks (Continued) Member Shaoe Code ... Loclftl LC Shear ... Loc[ft] Dir LC Fa fosil Ft Ipsl Fb v-v ...Fb z-z ...Cb Cmv C 1 25 M26 HSS4X4X2 .409 0 8 .052 0 v 8 24795.4 27600 27600 2760011.....85 .85 H1-2 1 26 M27 HSS4X4X2 .037 0 8 .015 0 v 8 26839••• 27600 27600 2760011.....85 .85 H1-2 27 M28 HSS4X4V .046 08 .017 0 v 8 26839... 27600 27600 2760011... .R5 .85 H1-2 28 M29 HSS4W2 .027 0 8 .010 0 v 8 26839 ... 27600 27600 27600�85 .85 H2-1 . M30 HSS4X4X2 .235 0 8 .044 0 v 8 25953... 27600 27600 27600 1....85 .85 H2-1 129 130 M30A HSS6X6X3 .745 3.05 8 .084 0 z 8 26513...27600 27600 27600 1..,..933 .939 H1-2 Material Takeoff Material Size Pieces Lenothlftl Weia_ htlLB] 1 Hot Rolled Steel 2 A500 Gr.46 HSS1QX3X3 4 59.1 879.304 1 3 A500 Gr.46 HSS4X4X2 12 Ng. 158.824 1 4 A500 Gr.46 HSS6X3X3 4 92.9 926.42 1 5 A500 Gr.46 HSS6X6X3 8 80.1 1084.189 1 6 A500 Gr.46 HSS8X3X3 2 46 568.196 l 7 Total HR Steel 30 305.2 3616.933 RISA-31D Version 17.0.4 [HA ... 1...1... \Riverwalk 21x50 Custom Sierra Model Grapevine, Texas 21088l3R1R2* 9 CLIENT: CRS 21088B Prepared B, : MJK .j01MW CUN$G' VrAh'TS PROJECT: Riverwalk Double Custom Sierra Model Checked By: MJK Grapevine, Texas I Date: 06/15/21 PUN. : Moment Couple from Risa Calculation Beam Depth = 6 inches Mu(resultant) conservative = 7.55 ft-kips d = 4.75 inches Bolt Pairs= 1 Top Bolt Force = 19.1 kips Bolt Dia (in): 7/8 A3251 OK Kn/W = 26.5 kips —... — : Moment Couple from Risa Calculation Beam Depth = 8 inches Mu(resultant) conservative = 11.40 ft-kips d = 6.75 inches Bolt Pairs= 1 Top Bolt Force = 20.3 kips Bolt Dia (in): 7/8 A3251 [)li Krim = 265 kips Rafer M8 : Moment Couple from Risa Calculation Beam Depth = 8 inches Mu(resultant) conservative = 13.30 ft-kips d = 6.75 inches Bolt Pairs= 1 Top Bolt Force = 23.6 kips Bolt Dia (in): 7/8 A3251 OK Kv/f2 = 26.5 kips : Moment Couple from Risa Calculation Beam Depth = 4 inches Mu(resultant) conservative = 0.00 ft-kips d = 2.75 inches Bolt Pairs= 1 Top Bolt Force = 0.0 kips Bolt Dia (in): A3071 OK Rv/f2 = 6.1 kips Per Beam Ring Shear Loading= Checked Combined Loading Shear check (ksi) fv=Pv/Ab = Tension Check (ksi) ft=Pt/Ab = F1 = (44A2-4.39*fv^2)A.5 = If Ft > ft then OKI Per Beam Ring Shear Loading= Checked Combined Loading Shear check (ksi) tv=Pv/Ab = Tension Check (ksi) ft=Pt/Ab = Ft = (44A2-4.39*fv^2)A.5 = If Ft > ft then OKI Per Beam End Loading= Checked Combined Loading Shear check (ksi) N--Pv/Ab = Tension Check (ksi) ft=PtlAb = Ft = (44A2-4.39*fvA2)A.5 = If Ft > ft then OKI Per Beam Ring Shear Loading= Checked Combined Loading Shear check (ksi) fv=Pv/Ab = Tension Check (ksi) ft=Pt/Ab = Ft' = 26-1.8*fv <20 If Ft > ft then OKI kips Bolt Area (inA2) 0.6013 3.326 31.72 43.44 OK kips Bolt Area (in A2) 0.6013 4.856 33.70 42.81 OK kips Bolt Area (in A2) 0.6013 3.891 39.32 43.24 OK kips Bolt Area (in A2) 0.3068 0.000 0.00 20.00 OK CLIENT: CRS 21088E Prepared By: MJK AA13 V C0NS UUrAN" PROJECT: Rivelwalk Double Custom Sierra Model Checked By: MJK Grapevine, Texas I Date: 06/15/21 Vertical Column Height of Column = ft Max Moment at Top of Footing = kip-ft Max Vert / Column = lbs Total Pole Uplift / Column = ,910 lbs Soil / Foundation (Spread) Allowable Bearing Capacity = B = 1,000 psf kp = 100 pSFft Ms= (w*L2/2*h3*150)+F*w*h3*L Ms = 7.20 kip-ft Mrnultant = 0.01 kip-ft FSovertornint = 1.00 [ FS Actual =7201 Check Overturning OK Fnd Wt = 3,600 lbs CMU Clmn Wt = - lbs Bearing Pressive= 476.06 psf I OK I Soil / Foundation - (Pier) Allowable Bearing Capacity = B = 1,000 psf kp = 100 psf/ft Footing Type = Unconstrained Dimensions of Pier Foundation Embedment Depth = d = 5 ft (=60") Min Diameter = b = 24 inches Fnd Wt = 2,366 lbs End Bearing = 2,419 psf/ft CMU Clmn Wt = - lbs Total Wt = 4,776 lbs I OK I Bearing by Skin Friction Reference Braja M.Das Assumed Cohesion Ph= 100 psf Strength of soil = tan (27 degrees)*45*h^2/2 287 Skin Friction psf= 387 psf Perimeter = 2(3.14)*r 6 ft Skin Friction resistance*/l.l F.S.) lbs = 11,042 lbs Friction Resistance OK I Dimensions of Spread Foundation h3= ft (=18") Length = L = inches Min Side = w = inches With CMU Surround a FSuPlift = 1 [ FS Actual =1.. Pole Uplift = 1,910 Friction Resistance= - Ttl Fnd Uplift Resistance= 3,600 lbs Check Dead Wt Uplift -OK I Constrained Lateral Resistance d = sgrt(4.25*(Mg/(S3*b)) t113C Eq 18-31 = 0.15 ft Check OK I where s3 = 1,000 Unconstrained Lateral Resistance d= 0.5*A*{1+[1+(4.36*h/A)]^1/2) JIBC Eq 18-11 = 0.2 ft Check () k I where A = 2.34*P/(S1*b) = 0.00 P=M/hl = 1 lb S1 = 2*kb*d/3 = 333 psf CLIENT: ' CRS 21088B Prey ared By: MJK ■, �1 A �`4JN�tl�tTAN' '�5 PROJECT: Riverwalk Double Custom Sierra Model Checked Bv: I MJK _ Grapevine, Texas Date: 06/15/21 USGS-Provided Output Grapevine, Texas IBC 2015 Seismic Design Requirements - Equivalent Lateral Force Procedure Sa = 1 San, = Sre = 10.100 St = 0.052 Sal = IS = 10.107 0.083 IBC/CBC Section 1613 Earthquake Loads REFERENCE Risk Cateeory I I ASCE 7-10 Table 1.5-1 [21 Imuortance Factor = 1.0 ASCE 7-10 Table 1.5-2 [6) Site Classification Soil Site Class = IBC 1613.3.2 [366] Site Coefficients Ss = _ 0.1001 Mapped Spectral Accelerations: Short Period IBC Figure 1613.3.1(1) USGS or Sne Data 1368-369] St = = 0.052 Mapped Sectral Accelerations: 1 see Period IBC Figure 1613.3.1(2) USGS or Site Data [370-371] Fa = = 1.600 Site Coefficient IBC Table 1613.3.1(1) [366] F— = 2.4 I Site Coefficient IBC Table 1613.3.1(2) [367] Sms = 0.1601 Max Spectral Accelerations: Short Periods IBC Egn.16-37 [366] SMi = 0.125; Max Spectral Accelerations: ] sec Period IBC Eqn. 16.38 [366] Design Spectral Resnonse Acceleration Parameters SDS = j 0.1071 5%Damped Spectral Acceleration: Short Period IBC Egn.16-39 [367] SDI = J 0.0831 5% Damped Spectral Acceleration: I sec Period IBC Eqn. 1640 [367] SDC = A Seismic Design Category IBC Table 1613.3.5(1) [367] Eu uivalent Lateral Force Procedure Ta = Ct hax =� 0.1771 Fundamental Period ASCE 7-10 Egn.12.8-7 (90] Ct= 0.028 Period Parameter ASCE 7-10 Table 12.8-2 [90] x = 0.800 Period Parameter ASCE 7-10 Table 12.8-2 [90] hn 10.01 Structure Height Ra = 1.250 Response Modification Factor ASCE 7-10 Table 12.2-1 [73-77] Tr. = 12.000 Long -Period Transition Period ASCE 7-10 Figure 22-12 [225] CS = SDs/[R/I] 0.0851 Seismic Response Coefficient ASCE 7-10 Eqn. 12.8-2 [89) where; Ca > 0.300 Lower Limit ASCE 7-10 Eqn. 15.4-1 11401 Cs > 0.8 Sl/[R/I] = 0.033 Lower Limit for Si > 0.6g ASCE 7-10 Eqn. 15.4-2 [140] Cs < SDIIT[R/I] = 0.377 Upper Limit for T < Ti. ASCE 7-10 Eqn. 12.8-3 [89] Cs < SDITL/T^2[R/I] = 25.590 Upper Limit for T > Tr. ASCE 7-10 Eqn. 12.8-4 [89] Design Value CS 0.085' W = 3.3 1 Total Dead Load and Snow Load (kips) .Qo= 1.250 ASCE 7-10 Eqn. 12.8-1 [89] Emh = CSWS2o =� 0.351 Equivalent Seismic Base Shear (kips) 0.39 Equivalent Seismic Load (psf) Ev = .2SDs*D = 0.070 Em = Emh + Ev = 0.417 F,And 3.1691 Unfactored Horizontal Wind Base Shear (kips) Lateral Wind Shear> Seismic Base Shear : Wind Controls Design Page 18 6/15/2021 ATC Hazards by Location CJTC Hazards by Location Search Information 69 7s Address: 3985 Grapevine Mills Pkwy, Grapevine, TX 76051, oro Decatur C` USA 467 ft -riosco 6MCKinney Coordinates: 32.9808393,-97.0375114 _ Piano Elevation: 467 ft Weatherford Fort Worth Dallas Timestamp: 2021-06-15T22:59:57A29Z z p o Arlington ,+ Hazard Type: Seismic 3�, �y Google Map data 02021 Google, INEGI Reference ASCE7-10 Document: Risk Category: 11 Site Class: E MCER Horizontal Response Spectrum Sa(g) 0.25 0.20 0.15 0.10 '• 0.05 0.00 0 2 4 6 8 10 12 Basic Parameters Design Horizontal Response Spectrum SO(g) 0.15 ' �--y 4 0.10 0.05 0.00 Period (s) 0 2 4 6 8 10 12 Period (a) Name Value Description SS 0.1 MCER ground motion (period=0.2s) S1 0.052 MCER ground motion (period=11.0s) SMg 0.251 Site -modified spectral acceleration value SM1 0.183 Site -modified spectral acceleration value SDs 0.167 Numeric seismic design value at 0.2s SA SDl 0.122 Numeric seismic design value at 1.Os SA -Additional Information Name Value Description SDC B Seismic design category Fa 2.5 Site amplification factor at 0.2s Fv 3.6 Site amplification factor at 1.Os Page 19 httpsl/hazards.atcouncil.orgOseismic?Iat=32.98083938dng=-97.0375114&address=3985 Grapevine Mills Pkwy%2C Grapevine%2C TX 76051%2C U... 112 6/15/2021 ATC Hazards by Location CRS 0.89 Coefficient of risk (0.2s) CR, 0.863 Coefficient of risk (1.0s) PGA 0.047 MCEG peak ground acceleration FPGA 2.5 Site amplification factor at PGA PGAM 0.118 Site modified peak ground acceleration TL 12 Long -period transition period (s) SsRT 0.1 Probabilistic risk -targeted ground motion (0.2s) SsUH 0.113 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1 RT 0.052 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.061 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.5 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Desian Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Page 20 httpsJ/hazards.atcouncil.orgtNseismic?Iat=32.9808393&ing=-97.0375114&address=3985 Grapevine Mills Pkwy0/62C Grapevine%2C TX 76051 %2C U... 2/2 ' ' • ' Anchor Designer TM r Software . Version 2.9.7376.143 1.Prolect Information Customer company: Customer contact name: Customer e-mail: Comment: 2. Inout Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, her (inch): 8.000 Anchor category: - Anchor ductility: Yes hmin (inch): 9.38 Cmin (inch): 3.75 Smin (inch): 3.75 Company: AMMTec Consulting, Inc Engineer: Alan E. Money, P.E. Project: Address: 2447 W 12th Street Ste #1 Phone: (480) 927-9696 E-mail: ammtec@ammtec.com Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, Pc (psi): 2500 4r.,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at comers: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Date: j 9/10/2014 Page: 1116 Base Plate Length x Width x Thickness (inch): 7.00 x 7.00 x 0.47 Yield stress: 36000 psi Profile type/size: HSS6X6X3/16 Recommended Anchor Anchor Name: Heavy Hex Bolt- 518"0 Heavy Hex Bolt, F1554 Gr. 36 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongUe.com Page 21 ■`'�[t'i11``i•��'� Anchor DesignerTm Company: AMMTec Consulting, Inc Software Engineer: Alan E. Money, P.E. Project: Version 2.9.7376.143 I Address: 2447 W 12th Street Ste #1 ® Phone: (480) 927-9696 E-mail: ammtec@ammtec.com Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Naa [lb]: 5000 Wax [Ib]: 2000 Way [lb]: 0 Mux [ft-lb]: 0 M y [ft-lb]: 0 <Figure 1> "A L, 5000 lb P 200016 1 . Qi Chi Date: 19/10/2014 Page: 2/6 0 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stmngbe.com Page 22 ly�►4�1►'i•J►■ Anchor DesignerT"" Company: AMMTec Consulting, Inc Engineer: Alan E. Money, P.E. Software Project: Version 2.9.7376.143 Address: 2447 W 12th Street Ste #1 Phone: (480) 927-9696 E-mail: ammtec@ammtec.com <Figure 2> 7 nn 12.00 12.00 0 0 N q Date: j 9/10/2014 Page: 13/6 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongbe.com Page 23 Anchor DesignerT"' Company: AMMTec Consulting, Inc Engineer: Software Alan E. Money, P.E. Project: Version 2.9.7376.143 Address: 2447 W 12th Street Ste #1 Phone: (480) 927-9696 E-mail: ammtec@ammtec.com 3. Resultina Anchor Forces Anchor Tension load, Shear load x, &. (Ib) Vuax (lb) 1 5000.0 2000.0 Sum 5000.0 2000.0 Maximum concrete compression strain (%): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 5000 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'NX (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strenath of Anchor in Tension fSec. D.5.11 N.. (lb) 0 ON.. (lb) 13100 0.75 9825 S. Concrete Breakout Strenath of Anchor in Tension (Sec. D.5.21 Nb = kcA.4&h.r -$ (Eq. D-6) kc as f c (psi) het (In) Nb (lb) 24.0 1.00 2500 8.000 27153 ^b = 0 (ANc/Aiv.) %dNTY,N'T%NNb (Sec. D.4.1 & Eq. D-3) ANc (in2) AN.. (In2) ce,min (In) Tod,N �c.N 576.00 576.00 12.00 1.000 1.00 6. Pullout Strength of Anchor in Tension (Sec. 13.5.31 ONp,, = OYIc,PNp = 41Pc,P8Ab�gf c (Sec. D.4.1, Eq. D-13 & D-14) Sc,P Abrg 02) fc (psi) 0 ONp� (lb) 1.0 0.67 2500 0.70 9394 Date: j 9/10/2014 Page: f 4/6 Shear load y, Shear load combined, V,,.Y (lb) J(V._)Z+(Vuay)= (lb) 0.0 2000.0 0.0 2000.0 <Figure 3> Y 0 1>� XY Wcp,N Nb (lb) 4 ^b (lb) 1.000 27153 0.70 19007 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongfe.com Page 24 Nall" Anchor Designer TM [ Company: j Engineer: MOWSoftware [ Project: Version 2.9.7376.143 [ Address: [ Phone: [ E-mail: AMMTec Consulting, Inc Alan E. Money, P.E. 2447 W 12th Street Ste #1 (480) 927-9696 ammtec@ammtec.com 8. Steel Strength of Anchor in Shear l,Sec. D.6.1) Vea (lb) 09--t 0 OyroutOVw (lb) 7865 1.0 0.65 5112 9. Concrete Breakout Strenath of Anchor in Shear (Sec. D.6.21 Shear perpendicular to edge in x-direction: Vbx = minJ7(1e/da)0.2gd.A gfccar'•5; 9d.e4fccar'•51 (Eq. D-33 & Eq. D-34) /e (in) da (in) Aa fc (psi) cal (in) Vbx (lb) 5.00 0.625 1.00 2500 12.00 17434 OVcbx =0 (Avc/Avcn)Wed,vY'c.v%,vVbx (Sec. D.4.1 & Eq. D-30) Avc (in2) Avcc (in2) Yed,v YYgV T'h,v Vbx (lb) 0 432.00 648.00 0.900 1.000 1.000 17434 0.70 Shear parallel to edge in x-direction: Vby = min 17(le/QO.2JdeRagfccar'•5; 9Al gfcca111•51 (Eq. D-33 & Eq. D-34) la (in) de (in) da fc (psi) cal (in) Vby (lb) 5.00 0.625 1.00 2500 12.00 17434 OVcbx =0 (2)(Avc/Avw)Ved,vV1c,v'Yb,vVby (Sec. D.4.1 & Eq. D-30) Av. (in2) Avcc (in2) Yed,v `Yc,v H'h,v Vby (lb) 0 432.00 648.00 1.000 1.000 1.000 17434 0.70 10. Concrete Pryout Strength of 1. Anchor in Shear (Sec. D.6.3 �Vcp = (6k^b = ^p(ANc/ANQ F.d.NP.,N V1cp,NNb(Sec. D.4.1 & Eq. D-40) kcp ANc (In2) AN.. (In2) PedN SPc,N 'Ycp,N Nb (lb) 2.0 576.00 576.00 1.000 1.000 1.000 27153 0 0.70 Date: 9/10/2014 Page: 5/6 OVcbx (lb) 7322 �Vcbx (lb) 16272 OVcp (lb) 38014 11. Results jgeraction of Tensile and Shear Forces (Sec. RD.7) Tension Factored Load, Nua (lb) Design Strength, oNn (lb) Ratio Status Steel 5000 9825 0.51 Pass Concrete breakout 5000 19007 0.26 Pass Pullout 5000 9394 0.53 Pass (Governs) Shear Factored Load, Vua (lb) Design Strength, 0Vn (lb) Ratio Status steel 2000 5112 0.39 Pass (Governs) T Concrete breakout x+ 2000 7322 0.27 Pass 11 Concrete breakout y- 2000 16272 0.12 Pass Pryout 2000 38014 0.05 Pass Interaction check (Nue/^e)1 (Vua/¢V a)5' Combined Ratio Permissible Status Sec. RD.7 0.35 0.21 55.9% 1.0 Pass 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 8.000 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 25 l''i�t'��`'i#J►'� Anchor DesignerTm Company: AMMTec Consulting, Inc Engineer: Alan E. Money, P.E. Software Project: Version 2.9.7376.143 Address: 2447 W 12th Street Ste #1 Phone: (480) 927-9696 E-mail: ammtec@ammtec.com Base Plate Thickness Required base plate thickness: 0.471 inch 12. Wamings - Designer must exercise own judgement to determine if this design is suitable. Date: 9/10/2014 Page: 1 6/6 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongte.com Page 26 ' ' • ' Anchor Designer""" Software Version 2.9.7376.143 0 1.13ralect Information Customer company: Customer contact name: Customer e-mail: Comment: 2. Innut Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 12.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hmin (inch): 15.13 cep (inch): 30.87 Cmin (inch): 1.75 Smn (inch): 3.00 Recommended Anchor Anchor Name: SET-XP® - SET-XP wl 518"0 F1554 Gr. 36 Code Report: ICC-ES ESR-2508 Company: AMMTec Consulting, Inc Engineer: Alan E. Money, P.E. Project: Address: 2447 W 12th Street Ste #1 Phone: (480) 927-9696 j E-mail: ammtec@ammtec.com Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, & (psi): 2500 tp.,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Periodic Temperature range, Short/Long: l lOn5°F Ignore 6do requirement: Not applicable Build-up grout pad: No Date: 19/10/2014 Page: 1/6 Base Plate Length x Width x Thickness (inch): 7.00 x 7.00 x 0.47 Yield stress: 36000 psi Profile typelsize: HSS6X6X3/16 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 27 l+'i[►��[1+'i•J►�■ Anchor DesignerTm Company: AMMTec Consulting, Inc Software i Engineer: Alan E. Money, P.E. Project: Version 2.9.7376.143 e j Address: 2447 W 12th Street Ste #1 j Phone: (480) 927-9696 j E-mail: ammtec@ammtec.com Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 5000 Wax [lb]: 2000 Way [lb]: 0 Mux [ft-lb]: 0 Muy [ft-lb]: 0 <Figure 1> 5000 lb �a 'aim., liftfta-b-41'. 2000 Date: 9/10/2014 Page: 2/6 O lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongbe.com Page 28 Anchor Designer TM Company: AMMTec Consulting, Inc Software Engineer: Alan E. Money, P.E. I Project: Version 2.9.7376.143 Address: 2447 W 12th Street Ste #1 e Phone: (480) 927-9696 E-mail: ammtec@ammtec.com <Figure 2> 12.00 12.00 Date: 19/10/2014 Page: 3/6 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongbe.com Page 29 ' L ' Anchor DesignerTM Company: AMMTec Consulting, Inc Date: 19/10/2014 Software Engineer: Alan E. Money, P.E. i Page: 4/6 Project: Version 2.9.7376.143 S Address: 2447 W 12th Street Ste #1 Phone: (480) 927-9696 E-mail: ammtec@ammtec.com 3. Resultina Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Wax (lb) Way (lb) �(Vuax)2+(Vuay)2 (lb) 1 5000.0 2000.0 0.0 2000.0 Sum 5000.0 2000.0 0.0 2000.0 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 5000 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 1! Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 X T 4. Steel Strenath of Anchor in Tension (Sec. D.5.11 Nae (lb) 0 ON.. (lb) 13110 0.75 9833 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = kc ia4fcheP (Eq. D-6) kc Aa fc (psi) her (in) Nb (lb) 17.0 1.00 2500 8.000 19233 ONcb = 0 (ANclANco)Wd,NV'.,N'YoP,NNb (Sec. 13.4.1 & Eq. D-3) AN. (In2) AN.. (In2) Ca,min (in) Ped,N Tc.N 7cP,N Nb (lb) 0 ONob (lb) 576.00 576.00 12.00 1.000 1.00 1.000 19233 0.65 12502 6. Adhesive Strenath of Anchor in Tension (Sec. D.5.51 rkw = rk,crfa ,o m..Kw rk,a (psi) fahort-tem K.& rk,w (psi) 840 1.00 1.00 840 Nb. = I.rwrdaher(Eq. D-22) A a sa (psi) da (in) her (in) Nb. (lb) 1.00 840 0.63 12.000 19792 ONa = 0 (ANal ANao)Tled,NeTpONeNba (Sec. D.4.1 & Eq. D-18) ANa (In2) ANao (in') CNa (In) Ca,min (In) %d.Ne 9'cP.Na Nb. (lb) 0 ONa (lb) 290.63 290.63 8.52 12.00 1.000 1.000 19792 0.55 10886 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongbe.com Page 30 • Anchor DesignerTm `Company: AMMTec Consulting, Inc I Date: 19/10/2014 j Engineer: Alan E. Money, P.E. ! Page: 5/6 - Software I Project: Version 2.9.7376.143 Address: 2447 W 12th Street Ste #1 ® Phone: (480) 927-9696 E-mail: ammtec@ammtec.com P. Steel Strenoth of Anchor in Shear (Sec. D.6.11 Vea (lb) Ogrout 0 OgroutmVaa (lb) 7865 1.0 0.65 5112 9. Concrete Breakout Strenath of Anchor in Shear (Sec. D.6.2) Shear perpendicular to edge in x-direction: Vex = minl7(1e/da)0•2JdeAe�PcCa11•5; 9A.JF.cai1-61 (Eq. D-33 & Eq. D-34) le (in) da (in) An f c (psi) caf (in) Vbx (lb) 5.00 0.625 1.00 2500 12.00 17434 OV cbx =0 (Avc / Avco) W d v 9'c, v I hW& (Sec. 13.4.1 & Eq. D-30) Avc (in2) Avco (in2) 'I'ad,V WC,V 'Y'h,V Vex (lb) 0 OVcbx (lb) 432.00 648.00 0.900 1.000 1.000 17434 0.70 7322 Shear parallel to edge in x-direction: Vby = minl7(1e/da)0•2qdaAegfccar1•5; 9Mf'eca,'•51 (Eq. D-33 & Eq. D-34) la (in) da (in) As Pc (psi) Cat (in) Vby (lb) 5.00 0.625 1.00 2500 12.00 17434 oVcbx =0 (2)(Avc/Avco)Y'ed,vV'c,v%,vVby (See. D.4.1 & Eq. D-30) Avc (in2) Avco (in2) V'ed,v 'Yc,v Th,v Vby (lb) 0 OVcbx (lb) 432.00 648.00 1.000 1.000 1.000 17434 0.70 16272 10. Concrete Prvout Strength of Anchor in Shear ISec. D.6.31 OVcp = 0minikcpNa ; kopNcbl = 0minikcp(ANo/ANao)'1'edNa7'cp,NeNba; kcp(ANc/ANco)Y'edNY'cN'i'cp,NNbl (Sec. D.4.1 & Eq. D-40) kcp ANa (in2) ANao (in2) 'YedNa Y'cp,N. Nba (lb) Na (lb) 2.0 290.63 290.63 1.000 1.000 19792 19792 ANc (in2) AN- (in2) TedN KN '/ap,N Nb (lb) Ncb (lb) 0 OVop (lb) 576.00 576.00 1.000 1.000 1.000 19233 19233 0.70 26927 11, Results Interaction of Tensile and Shear Forces (Sec. RDX Tension Factored Load, Nua (lb) Design Strength, oNn (lb) Ratio Status Steel 5000 9833 0.61 Pass (Governs) Concrete breakout 5000 12502 0.40 Pass Adhesive 5000 10886 0.46 Pass Shear Factored Load, Vua (lb) Design Strength, oVa (lb) Ratio Status Steel 2000 5112 0.39 Pass (Governs) T Concrete breakout x+ 2000 7322 0.27 Pass II Concrete breakout y- 2000 16272 0.12 Pass Pryout 2000 26927 0.07 Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strangtie.com Page 31 Anchor DesignerT"" Company: AMMTec Consulting, Inc j Date: 1 9/10/2014 Software Engineer: Alan E. Money, P.E. Page: 1 6/6 Project: - Version 2.9.7376.143 f Address: 2447 W 12th Street Ste #1 Phone: (480) 927-9696 E-mail: ammtec@ammtec.com Interaction check (N e/ON a)s'' Combined Ratio Permissible Status Sec. RD.7 0.32 0.21 53.3% 1.0 Pass SET-XP w/ 618"0 F1554 Gr. 36 with hef=12.000 inch meets the selected design criteria. Base Plate Thickness Required base plate thickness: 0.470 inch 12. Waminas - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. - This temperature range is currently outside the scope of ACI 318-14/--11 and ACI 355.4. Designer must exercise judgement to determine if this design is suitable. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongbe.com Page 32 McELROY METAL CORPORATE OFFICE • P.O. BOX 1148 - SHREVEPORT, LA 71163-1148 - (318) 747.8000 • FAX (318) 747-8029 'rot' CAMMICNAL Issue Date : June 1, 2006 Revised: Aupust 29, 2011 No. 07-213-06 Mega -Rib Bare & Painted 36' COVERAO• • • • • • • TOP IN COMPRESSION BOTTOM IN COMPRESSION FY WEIGHT Va P• ,n4 P, r IL]• S)ftJ P: • (kip- GAUGE (ksi) (Psf) (kill .) (IbsIRJ (Ibstt.) (in,;ft.) (instil.) { i;k�, (in. I (inIx (in 24 50.0 1.17 1.2160 214.67 576.44 0.0970 0.1215 13.6370 1. Section properties are calculated in accordance with the 2007 AI51 North American Specification for the Design of Cold -Formed Steel Structural Members. 2. Va is the allowable shear. 3. Ps is the allowable load for web crippling on and & interior supports. 4. Ix is for deflection determination. 5. Se is for bending. 8. Me is the allowable bending moment. 7. AD values are for one foot of panel width Allowable Uniform Loads (PSF) an in Feet Span Type Load Type 3.5u ».w ».�.. f ....,,. I .Ju 16.5o F7.00 7.bu } 0.00 1 8.50 9.00 19.50 110.00 ` 10.50 111.00 Positive Wind 197 151 119 96 80 67 57 49 43 37 33 29 26 24 21 20 Negative Wind 183 140 110 89 74 62 53 45 39 35 31 27 24 22 20 18 Single Live 107 151 119 96 80 67 57 49 43 37 33 29 26 24 21 20 Deflection(IJ180) 107 132 93 67 50 39 30 24 20 16 13 11 9 8 7 6 Deflection (L240) 148 99 69 50 38 29 23 18 15 12 10 8 7 6 5 4 Positive Wind 174 134 107 87 72 61 52 45 39 34 30 27 24 22 20 18 Negative Wind 186 144 115 94 78 65 56 48 42 37 33 29 26 24 21 19 2 Span Live 174 134 107 87 72 61 52 45 30 34 30 27 24 22 20 18 Deflection(L11 SO) 476 319 224 163 122 94 74 59 48 39 33 28 23 20 17 15 Deflection(U240) 357 239 168 122 92 70 55 44 36 29 24 21 17 15 13 11 { Positive Wind 213 165 132 108 90 76 65 56 49 43 38 34 30 27 25 23 Negative Wind 227 177 142 116 96 81 69 60 52 46 41 36 33 29 27 24 3 Span Live 213 165 132 108 90 76 e5 5e 49 43 38 34 30 27 25 23 Deflection (LA 80) 373 249 175 127 96 74 58 46 37 31 26 21 18 15 13 12 Deflection (L1240) 279 187 131 95 72 55 43 M 28 23 19 10 13 11 10 9 Positive Wind _.. 1-. 124 101 Im I 71 00 52 45 40 I 35 32 28 25 23 21 Negative Wind 214 166 133 108 90 76 65 50 49 43 I 38 34 31 28 25 23 4 Span Live 200 155 124 101 84 71 60 52 45 40 I 35 32 28 25 23 21 Defection(L11 SO) 306 265 186 135 102 78 61 49 40 33 I 27 23 19 16 14 12 Deflection(L240) 297 199 139 101 76 58 46 37 30 24 20 17 14 12 11 9 Notes: 1. Allowable uniform loads are based upon equal span lengths. 2. Positive Wind is wind pressure and isNOT increased by 33 113 %. 3. Negative Wind is wind suction or uplift and isNOT Increased by 33 1/3%. 4. Live is the allowable live or snow load. 5. Deflection (IJ180) Is the allowable load that limits the panel's deflection to L1180 while under positive or live bad. 6. Deflection (LI240) is the allowable load that limits the panel's deflection to L240 while under positive or live bad. 7. The weight of the panel hasNOT been deducted from the allowable loads. 8. Positive Wind, Negative Wind, and Live Load values are limited to combined shear & bending using Eq. C3.3.1-1 of the AISI Specification. 9. Positive Wind and Live Load values are limited by web crippling using a bearing length of 2'. 10. Web crippling values are determined using a ratio ofthe uniform loadctuallysuppoded by the top flanges of the section. 11. Load Tables are limited to a maximum allowable bad of 500 pat. CORPORATE OFFICE SHREVEPORT, LOUISIANA MIDWEST DIVISION • CLINTON, IL SOUTHEAST DIVISION - PEACHTREE CITY, GA WESTERN DIVISION • ADELANTO, CA NORTHEAST DIVISION • WINCHESTER. VA SOUTHWEST DIV061443• BOSSIER CITY, LA BLUEGRASS DIVISION • LEWISPORT, KY WEST TEXAS DIVISION • MERKEL, TX GREAT LAKES DIVISION - MARSHALL, MI MATERIAL LIST BEAM / COLUMN SIZE BOLT DIA. I GRADE: END PLATE COLUMN 6"X6"X.188 HSS PER PLAN /Z" SHARED COLUMN 6"X6"X.188 HSS PER PLAN %" PERIMETER BEAM 6"X3"X.188 HSS '/$' A325 MID BEAM 8"X3"X.188 HSS %8' A325 3/$' RAFTER BEAM 10"X3"X.188 HSS 3/8" A325 3/8' EXTENSION BEAM #1 4"X4"X.120 HSS NA NA NA EXTENSION BEAM #2 4"X4"X.120 HSS NA NA NA NOTE: IT IS THE OWNER / CONTRACTORS RESPONSIBILITY TO HAVE INSPECTIONS REQUIRED BY EITHER THE MUNICIPALITY OR THE ENGINEER OF RECORD COMPLETED AT THE TIME OF INSTALLATION BY A QUALIFIED INSPECTOR. SITE SOURCE, RIVERWALK #21088B 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 I Detail Sheet 1 of 14 or ,�''k, ALAN E. P IONEY'' .............................::.... 0 111965 (,i�I.rc+�/CE NssO.G��i / 2021 NOTE: STRUCTURE(S) SHALL NOT BE MODIFIED OR ALTERED ooOP WITHOUT PRIOR WRITTEN PERMISSION FROM CLASSIC RECREATION t�(� aR SYSTEMS, INC. STRUCTURAL CALCULATIONS FOR THIS STRUCTURE .1 DO NOT ALLOW FOR ANY ADDITIONAL LATERAL LOADS FOR ADDED WALLS OR STRUCTURES CONNECTED TO THIS UNIT. t 41'-48' 21, 24 GA .� MEGA -RIB f STEEL ROOF SF N 824 GA SFcj�o "J" CHANNEL 15' r i Y o`r o Lo rn SEE COLUMN DETAIL RAFTER BEAM SEE MID / RAFTER BEAM DETAIL #1 PLAN VIEW 21'x50'-8 3/4" SIERRA MODEL NTS SITE SOURCE, RIVERWALK #2108813 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 Detail Sheet �°rm m�0 :5 � m < m X z- -,m_ ohm CA co N O 00 OD ou m al cn N N rF w s 50'-84" EXTENSION 24 GA MEGA -RIB BEAM STEEL ROOF I I [71 I I L I I FTT I I I€ I I I I€ I I I I 1 I-€ 1 �_ \\ 1 \\\ A\\ \ \\\\\ \\ \. \, �• MID BEAM PERIMETER BEAM COLUMN SHARED COLUMN ELEVATION 21'x50'-8 3/4" SIERRA MODEL NTS �0 o) 21' 24 GA MEGA -RIB STEEL ROOF 12 3F EXTENSION BEAM #1 EXTENSION BEAM #2 RAFTER BEAM COLUMN END ELEVATION 21'x50'-8 3/4" SIERRA MODEL SITE SOURCE, RIVERWALK #2108813 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 Detail Sheet 4 of 14 * • ~ ' r ' ..............*.. . ALAN E. MONEY .......................................... i o 111965 1,1 CTR OF FTG, A -BOLT & COLUMN 41'-T - 1:6" � 21, - 1g;91p ___r_ 4 _ mod. it T +- o LO N fV W CTR OF FTG, A -BOLT & COLUMN i � .6 21' LAYOUT PLAN 21'x50'-8 3/4" SIERRA MODEL NTS SITE SOURCE, RIVERWALK #2108813 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 1 Detail Sheet 5 of 14 7 �J TOP ` 1/81 L TOP &\ 1/81 TOP SIDES/ 1/8N MID BEAM HAND HOLE (2) BOLTS W/ BEAM �- EXTENSION BEAM #1 END PLATE SIDES & BTM .% 1/8 ;f (2) NUTS TACK WELD ' TO BACKER PLATE RAFTER BEAM MID / RAFTER BEAM SECTION #1 NTS / SIDES 1/8/ \& BTM MID BEAM �� HAND HOLE I I IL EXTENSION BEAM #1 RAFTER BEAM MID / RAFTER BEAM PLAN VIEW #1 NTS SITE SOURCE, RIVERWALK #2108813 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 Detail Sheet 6 of 14 PERIMETER BEAM (2) BOLTS TACK WELD TO BACK OF BEAM END PLATE I I A" REINFORCING PLATE TOP & I WELD TO INSIDE OF COLUMN SIDES.,.," 1/81' .. I 1/8N `SIDES it COLUMN I I jL RAFTER BEAM SIDES r & BTM , 1/8j - ,'� (2) BOLTS TACK WELD TO BACK OF BEAM EXTENSION BEAM #2 - I I END PLATE I (2) NUTS/FW PLAN VIEW COLUMN CONNECTION DETAIL NTS SITE SOURCE, RIVERWALK #2108813 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 Detail Sheet 7 of 14 2021 PERIMETER BEAM EXTENSION BEAM #2 SIDES\ & BTM/1/8/ Y2' SHARED COLUMN TRANSITION PLATE SHARED COLUMN TO PERIMETER UPPER ROOF BEAM �\ (2) BOLTS TACK WELD TO BACK OF BEAM END PLATE TYP TOP & SIDES TYP/ 1/8N EXTENSION BEAM #2 HAND HOLE .1� TO -.. RAFTER r ►TBEAM rrl 1 � MI � � s / SIDES 118V \& BTM PERIMETER % BEAM PLAN VIEW SHARED COLUMN CONNECTION DETAIL NTS SITE SOURCE, RIVERWALK #2108813 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 Detail Sheet 8 of 14 ALAN E. P IONEY' .................................... i o 111965 410 1 0�Fss�ONASENG'i MEGA -RIB w/(1) #12X1" HEX TEK w/ WASHER @ EACH VALLEY 1/8 TOP 12 13 (2) NUTS/FW (1) #12X1 HEX TEK RAFTER BEAM SIDES %1/8N f (2) BOLTS TACK WELD TO BACK OF BEAM END PLATE BTM �1/8� Y4' REINFORCING PLATE @ EACH VALLEY ,-- PERIMETER BEAM TOP & 1/8I SIDES _. (2) BOLTS TACK WELD TO BACK OF BEAM END PLATE FASCIA SECTION #1 NTS SITE SOURCE, RIVERWALK #2108813 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 1/8� ' BTM Detail Sheet 9 of 14 COLUMN ......... ... ALAN E. A ONEY i 0 111965.'47 /CENS��: �, ON LNG .�t7�, 2021 Y" COLUMN TRANSITION PLATE 3116 3/16 MEGA -RIB w/(1) #12X1" HEX TEK w/ WASHER @ EACH VALLEY RAFTER BEAM SIDES\1/8 ^ (2) BOLTS TACK WELD TO BACK OF BEAM END PLATE BTM\ 1/8� Ya" REINFORCING PLATE T. f 1/8N \ TOP (2) NUTS/FW (1) #12X1 HEX TEK @ EACH VALLEY FASCIA SECTION #2 NTS SITE SOURCE, RIVERWALK #2108813 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 PERIMETER BEAM 12 3 TOP & SIDES (2) BOLTS TACK WELD TO BACK OF BEAM END PLATE / BTM SHARED COLUMN Detail Sheet 10 of 14 ALAN E. ONEY� ................................... 111965 ... o N S ANG`��'� 2021 BASE PLATE 0 - A -BOLT HOLE ADJUST FTG DEPTH FOR COLUMN LOCAL FROST CONDITIONS CENTER OF STRUCTURE COLUMN 3/16 V HEX NUT BY CONTRACTOR ° LL WASHER & BASE PLATE TURF v ch O +I 0 7w HIGHLY DRAINABLE I� Id., ° AGGREGATE a I i ••V. e 4 T d d .A NATURAL SOIL e a'. G a' 0 .d d (- (1)-%"X14" A-36 ALL —7 THREAD A -BOLT 3" TYP EMBEDDED 12" w/ (2) HEX NUTS BY CONTRACTOR 4'-0" SQ BELOW AGGREGATE 3500 PSI CONCRETE BY CONTRACTOR (5) #5 REBAR EACH WAY TOP & BTM NON -EXPANSIVE, UNDISTURBED OR 95% COMPACTED SUBGRADE 1-BOLT SUB -SURFACE MOUNT SPREAD FOOTIN 21'x50'-8 3/4" SIERRA MODEL NTS l� SITE SOURCE, RIVERWALK #2108813 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 Detail Sheet 11 of 14 .......................................... ALAN E.MONEY` .....................I ..............:.... 0 111965 2021 ADJUST FTG DEPTH FOR LOCAL FROST CONDITIONS 3/16 V TURF fV Q BASE PLATE A -BOLT HOLE COLUMN COLUMN HEX NUT BY CONTRACTOR WASHER & BASE PLATE }0 wr�,wMwee-� i HIGHLY DRAINABLE f —I 7 II •,' AGGREGATE #3 HORZ REBAR TIES- 6" OC (3) IN TOP 5" I I °a� d NATURAL SOIL I = BELOW AGGREGATE (1)-%"X14" A-36 ALL Q THREAD A -BOLT '.a • a 00 EMBEDDED 12" •d w/ (2) HEX NUTS d _ 3500 PSI CONCRETE BY CONTRACTOR I oc BY CONTRACTOR I (6) #5 VERTICAL REBAR 3" TYP NON -EXPANSIVE, 2'-0" DIA UNDISTURBED OR 95% COMPACTED SUBGRADE 1-BOLT SUB -SURFACE MOUNT CAISSON FOOTING 21'x50'-8 3/4" SIERRA MODEL SITE SOURCE, RIVERWALK #2108813 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 y Detail Sheet 12 of 14 5 ...............M�EY .......... ALAN ~ 111965 p�. C/CENSER ,•��i 2021 ADJUST FTG DEPTH FOR LOCAL FROST CONDITIONS 3/16 V CENTER OF STRUCTURE A 0 0 BASE PLATE A -BOLT HOLE COLUMN COLUMN HEX NUT BY CONTRACTOR WASHER & BASE PLATE TURF HIGHLY DRAINABLE AGGREGATE A ° ° c ° ° ° d ° °" "' NATURAL SOIL BELOW AGGREGATE ih i (1)w%"X14" ALL THREAD EMBEDDED 12" w/ SIMPSON SET XP EPDXY BY CONTRACTOR . ° a ° •O e sue• A. I- - 3" TYP 4'-0" SO 3500 PSI CONCRETE BY CONTRACTOR (5) #5 REBAR EACH WAY TOP & BTM NON -EXPANSIVE, UNDISTURBED OR 95% COMPACTED SUBGRADE 1-BOLT SUB -SURFACE MOUNT EPDXY SPREAD FOOTING 21'x50'-8 3/4" SIERRA MODEL NTS SITE SOURCE, RIVERWALK #2108813 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 Detail Sheet 13 of 14 ALAN E. 100NEY 0 111965 ', 2021 ADJUST FTG DEPTH FOR LOCAL FROST CONDITIONS BASE PLATE A -BOLT HOLE - COLUMN 3/16 COLUMN HEX NUT BY CONTRACTOR WASHER & BASE PLATE "v TURF +i 0 #3 HORZ REBAR TIES—-- 6" OC (3) IN TOP 5" (1)-%8'X14" ALL — — THREAD 60 EMBEDDED 12" w/ SIMPSON d SET XP EPDXY d BY CONTRACTOR t '- 11- - 3" TYP 2'-0" DIA t HIGHLY DRAINABLE AGGREGATE NATURAL SOIL BELOW AGGREGATE 3500 PSI CONCRETE BY CONTRACTOR (6) #5 VERTICAL REBAR NON -EXPANSIVE, UNDISTURBED OR 95% COMPACTED SUBGRADE 1-BOLT SUB -SURFACE MOUNT EPDXY CAISSON 21'x50'-8 3/4" SIERRA MODEL NTS SITE SOURCE, RIVERWALK #2108813 3985 GRAPEVINE MILLS PARKWAY GRAPEVINE, TX 76051 1 Detail Sheet 14 of 14 i OTI �ALAN E�ONEY ......................... I................. 0 111965 (10 \\\ O"S