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PL-16-1993 (4)Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-293977 Permit Number: PL -7-16-1993 Scheduled Inspection Date: December 15, 2017 Inspector: Hernandez, Rafael Owner: Ockert, Darren Job Address: 445 NE 94 Street Miami Shores, FL Project: <NONE> Contractor: R L D'ADDIO PLUMBING CO INC Permit Type: Plumbing - Residential Inspection Type: Final Work Classification: Addition/Alteration Phone Number 917 573-9022 Parcel Number 1132060140520 Phone: (561)722-0355 Building Department Comments PLUMBING WORK FOR REMODEL AND ADDITION Infractio Passed Comments INSPECTOR COMMENTS False Passed Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. Inspector Comments CREATED AS REINSPECTION FOR INSP-263460. not ready (5t r -c/4 160 ot, December 15, 2017 For Inspections please call: (305)762-4949 Page 27 of 29 R. VERIFICATION FORM miarnimagewav IS NOT VALID WITHOUT -A PAID INVOICE AND EXPIRES ONE YEAR FROM THE DATE ON FORM Water ane .ewer PO Box 330316'• 3071 SWAvenue Miami, FIctda 33 33-0316 T 305-665-7471 ATLAS PAGE: E-8 INV#: 25114 FORM #: 201658523 DATE: 9/21/2016 NAME OF OWNER: PROPERTY ADDRESS: PROPOSED USAGE / NO. OF UNITS: REPLACES: PREVIOUS USAGE / NO. OF UNITS: PROPERTY LEGAL: ARMANDO E ORTIZ - M2016015509 445 NE 94 ST TTACHED ADDITION AT EXISTING SFR PER PAPER PLANS J SFR WATER & SEPTIC PER CCB PREMISE ID#5509054200 MIAMI SHORES SEC 2 PB 10-37 LOTS 20 & 21 BLK 52 FOLIO NUMBER: I 11-3206-014-0520 GALLONS PER DAY INCREASE: 100 PROPOSED FLOW: PREVIOUS FLOW: ADOPTED FLOW: 320 PREVIOUS SQUARE FOOTAGE: 220 PROPOSED SQUARE FOOTAGE: ❑d CRITICAL HABITAT 2,061 3,317 ❑ NEW CONSTRUCTION ❑d INTERIOR RENOVATION ❑ SEWER ONLY THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N) _3_ INCH WATER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF WATER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A) SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR WITHDRAWAL. BY: Belkys Parera - New Business Representative SIGNATURE OF REPRESENTATIVE AUTHORIZED BY NEW BUSINESS COMMENTS: V//CC $139.00 WSC $90.00 VF $30.00 TOTAL $259.00 **PRESSURE TEST ACCEPTABLE ON 3" WM, MAX MTR SIZE ALLOWED 5/8" ** THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES NOT HAVE A(N) _ - INCH GRAVITY SEWER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE . THE SUBJECT PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF SEWER SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A ). SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF SEWAGE DISPOSAL. FURTHERMORE, APPROVAL OF ALL SEWAGE FLOWS INTO THE DEPARTMENT'S SYSTEM MUST BE OBTAINED FROM D.E.R.M. THE ANTICIPATED DAILY WATER AND/OR SEWAGE FLOW FOR THIS PROJECT WILL BE: ONE HUNDRED [100] GALLONS PER DAY INCREASE. BY: SIGNATURE OF REPRESENTATIVE NEW BUSINESS COMMENTS: Beikys Pavers - New Business Representative AUTHORIZED BY Subject to RER terms & conditions set forth in Consent Decree (Case No.1:12-CV-24400-FAM) or DOH Onsite Sewer Treatment & Disposal Rules & Statutes THIS VERIFICATION LETTER CERTIFIES THE AVAILABILITY OF A WATER AND/OR SEWER MAIN ONLY, AND IT DOES NOT GUARANTEE THE EXISTENCE OF A WATER SERVICE LINE OR OF A SEWER LATERAL WITH SUFFICIENT DEPTH TO.SERVE THE PROPERTY. FOR ADDITIONAL INFORMATION CALL 786-268-5360. SHOULD IT BECOME NECESSARY TO INSTALL A SERVICE LINE AND/OR A SEWER LATERAL WASD REQUIRES THAT THE DEVELOPER RETAINS SERVICES FROM DESIGNERS AND CONTRACTORS WITH SKILL SETS FOR DESIGNING, BUILDING AND CONNECTING TO PUBLIC WATER AND SEWER SYSTEMS. CONTACT NAME: DARREN OCKERT CONTACT PHONE: (917) 473-9022 AUTHORIZED BY: Printed On: 9/21/2016 NB: Belkys Parera 12:39:07 PM PR: r . official Payments - Pay Taxes, Utility Bills, Tuition & More Online This is a "printer friendly" page. Please use the "print" option in your browser to print this screen. amomilimm OFFLCI .LT PAYMENS Miami -Dade Water & Sewer Department Page 1 of 1 New Business or Job Orders Kiosk Payments To print this page press CTRL + P or right click on your mouse and select Print from the menu. Confirmation Number: 3009524790904 Payment Date: Wednesday, October 26, 2016 Payment Time: 11:56AM ET Payer Information Name: DARREN OCKERT Street Address: 445 NE 94TH ST MIAMI SHORES, FL 33138 United States Daytime Phone (917) 573 - 9022 Number: E-mail Address: aondo@me.com Invoice #: N00025114 Customer #: 00013978 Name: ARMANDO E ORTIZ Location: KKMPIC Invoice Amount: $259.00 Card Information Card Type: f Card Number: Card Verification Number: Payment Information Payment Type: Payment Amount: Convenience Fee: Total Payment: MasterCard New Business or Job Orders Kiosk Payments $259.00 $6.09 $265.09 Thank you for using Official Payments. If you have a question regarding your payment, please call us toll free at 1-800-487-4567. To make payments in the future, please visit our website at www.officialpayments.com. Copyright © 2016 Official Payments Corporation. All Rights Reserved. Official Payments Corporation is a licensed money transmitter in 44 states, the District of Columbia, and Puerto Rico. Official Payments is not required to be licensed as a money transmitter in Indiana, Massachusetts, Montana, New Mexico, South Carolina or Wisconsin. https://www.officialpayments.com/pc_step6._print.jsp 10/26/2016 ROCHELL ENGINEERING, INC. STRUCTURAL RE APPROVED Structural Calculations For: Ockert + Ortiz Residence 445 N.E. 94th Street Miami Shores, FL •••• . .. • .. . ••• . •• • • •••• • • •.• • • • • •••• •• • • • • •. • • • • • • • •• - • • • •• • •••• •1 • .• Alexander Rochell, P.E. FL Registration No. 60735 Cert. of Authorization No. 27054 205 Santillane Avenue, Coral Gables, Florida 33134 Tel: 305.649.4049 Fax: 305.649.4149 DESIGN LOADS: Roof SDL Roof LL Ground Floor SDL Ground Floor LL Terrace SDL Terrace LL Garage SDL Garage LL ROCHELL ENGINEERING, INC. = 25 psf = 30 psf = 35 psf = 40 psf =15 psf = 100 psf = 15 psf = 50 psf Wind Loads: (ASCE 7-10): Velocity = 175 mph (Hurricane Ocean Line) Exposure = C Importance Factor = 1.0 Internal Pressure Coeff. = +1- 0.18 Directionality Factor, Kd = 0.85 Building Category = II .... • .. .. .... . ... .• • .. . . . . •. .... •• . • . • • • .. • • •. •• • •••• • • • •• • Note: This structure has been designed as "enclosed" and requires impact resistant glass or shutters to comply with Florida Building Code sections R4403.16 & R4410. 205 Santillane Avenue, Coral Gables, Florida 33134 Tel: 305.649.4049 Fax: 305.649.4149 ROCHELL ENGINEERING, INC. Wind Loads per ASCE 7-10 .... •• ••• • • •• •• • ••• • • •• • •••• •••• • •• • • • • • • ••• •• •• • • • • • • • • • • • • • • • ••• ••• 205 Santillane Avenue, Coral Gables, Florida 33134 Tel: 305.649.4049 Fax: 305.649.4149 • • • • • • • • •• • MecaWind Pro v2.2.7.0 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date : 4/15/2016 Company Name : Rochell Engineering, Inc. Address : 205 Santillane Avenue City : Coral Gables State : FL File Location: Y:\O0_Projects\VARIOUS\Ockert & \Calculations\Wind Loads (Walls & Trusses).wnd Directional Procedure Simplified Diaphragm Basic Wind Speed(V) Structural Category Natural Frequency Importance Factor = Alpha At Ani Cc = Epsilon Pitch of Roof h: Mean Roof Ht RHt: Ridge Ht = OH: Roof Overhang at Eave= Bldg Length Along Ridge = Length of Hipped Ridge = 175.00 mph II N/A 1.00 9.50 0.11 0.15 0.20 0.20 2.5 : 12 19.88 ft 24.25 ft 2.00 ft 90.00 ft 25.00 ft Project No. . Designed By . Description . Customer Name : Proj Location : Ortiz Residence Alex Rochell Ockert & Ortiz Residence Miami Shores, FL (The Architecture Collective) Building (Ch 27 Part 2) Exposure Category Flexible Structure Kd Directional Factor Zg Bt Bm 1 Zmin Slope of Roof(Theta) Type of Roof Eht: Eave Height Overhead Type Bldg Width Across Ridge= Roof Slope on Hip End = Gust Factor Calculations Gust Factor Category I.Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht lzm: Cc*(33/Zm)^0.167 Lzm: 1*(Zm/33)^Epsilon Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1:7*3.4*lzm)) Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 Table 26.11-1 Internal Pressure Coefficients GCPi : Internal Pressure Coefficient = 0.85 = 15.00 = 0.23 = 427.06 = 0.89 = 0.87 C No 0.85 900.00 ft 1.00 0.65 500.00 ft 15.00 ft 11.77 Deg HIPPED 15.50 ft OH w/ soffit 80.00 ft 14.23 Deg • • • • • •• • f� ft • • •••• • • • 0.85 •• •• for Buildings, GCpi • • • +/-0.18 • • Topographic Adjustment 0.33*z Kzt (0.33*z):- Topographic factor at elevation 0.33*z Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 • • • •• • • 1.00 - = 1.00 = 175.00 mph NWFRS Diaphragm Building Wind Pressures per Ch 27 Pt 2 All pressures shown are based upon ASD Design, with a Load Factor MFRS Pressures for Wind Normal to 90 ft --wall (Normal to Ridge) WALL L/B: -h: ph: p0: ps: pl: pwh: pw0: PRESSURES PER_TABLE 27.6-1 Bldg Dim in Wind Dir-/ Bldg Dim_Normal to Wind Dir Height to top of Windward Wall Net Pressure at top of wall (windward + leeward) Net Pressure at bottom of wall (windward + leeward) Side wall pressure acting away from wall = .54 * ph, Leeward wall pressure acting away from wall = .38 * ph Windward wall press @ top acting toward wall = ph-pl Windward wall press @ bot acting toward wall = p0-pl ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height Lambda: Exposure Adjustment Factor Slope: Roof Slope of .6 • 0.89 • 15.50 ft • 38.87 psf • 38.81 psf _ -20.99 psf -14.77 psf • 24.10 psf • 24.04 psf • 19.875 ft • 1.000 = 11.77 Deg •••• • • •••• ••• • • • • • • • • •• • • • • •• • • • • • •••• a • • • •• • Table 27.6-2 indicates a slope less than 9.46 Deg is flat, but provides no values for Zone 1 and 2 between 9.46 Deg and 14 Deg, so any slope < 14 deg is treated as flat. Zone Load Casel Load Case2 psf psf 1 .00 .00 2 .00 .00 3 -38.30 .00 4 -34.15 .00 5 -28.00 .00 Note: A value of '0' indicates that the zone/load case is not applicable. ROOF OVERHANG LOADS (FIGURE 27.6-3): LOAD CASE 1: Povhl: Overhang pressure for zone 1 = .00 psf Povh3: Overhang pressure for zone 3 = -28.72 psf LOAD CASE 2: Povhl: Overhang pressure for zone 1 = .00 psf Povh3: Overhang pressure for zone 3 = .00 psf Normal to Ridge - Base Reactions - Walls+Roof +GCpi Description Press Area Fx Fy Fz Mx My MX psf ft^2 Kip Kip Kip K -ft K -ft K -ft Roof (0 to h/2) -38.30 677 .00 -5.29 25.40 826.5 .0 .0 Roof (0 td h/2) -38.30 20 -0.16 .00 0.76 27.8 -32.6 5.8 Roof (0 to h/2) -38.30 20 0.16 .00 0.76 27.8 32.6 -5.8 Roof (h/2 to h) -34.15 701 .00 -4.88 23.42 543.8 .0 .0 Roof (h/2 to h) -34.15 117 -0.99 .00 3.86 104.5 -136.3 26.8. s•s Roof (h/2 to h) -34.15 117 0.99 0.00 3.86 104.5 136.3 -26,•8 • Roof (h/2 to h) -34.15 20 -0.14 .00 0.68 18.4 :29.0% 3.8•••• • Roof (h/2 to h) -34.15 20 0.14 .00 0.68 18.4 2G.0 • -308•s • • Roof (h to 2h) -28.00 910 .00 -5.19 24.93 191.1 "stooge* .0 •s: • Roof (h to 2h) -28.00 503 -3.50 .00 13.64 166.2 -39308 42.6 Roof (h to 2h) -28.00 503 3.50 0.00 13.64 166.2 t92?8'• -42.6 • • • Roof (h to 2h) -28.00 41 -0.23 .00 1.11 13.6 -4406o 208 • • • Roof (h to 2h) -28.00 41 0.23 .00 1.11 13.6 •$;.fi•-2,••8••••• Roof (>2h) -28.00 62 .00 -0.35 1.69 -6.6 .0 .0 • • Roof (>2h) -28.00 80 -0.55 .00 2.16 2.4 tt nt : 0b6••••. Roof (>2h) -28.00 80 0.55 0.00 2.16 2.4 •62001 -0.6i• • Roof (>2h) -28.00 5 -0.03 .00 0.13 0.1 s,i ,I. 0.0 • s• Roof (>2h) -28.00 5 0.03 .00 0.13 0.1 • 514 • -0.0 • Roof (>2h) -28.00 2349 .00 13.42 64.40 -1018.5 • .0 • •4 ••i• Roof (>2h) -28.00 93 -0.53 .00 2.56 -52.4 -409.2 -1009 • • Roof (>2h) -28.00 93 0.53 .00 2.56 -52.4 ip9?2 : 10.%••• • • Roof (0 to h/2) -38.30 188 .00 -1.47 7.05 265.9 .0 00 • • Roof (>2h) -28.00 188 .00 1.07 5.15 -194.4 .0 .de • • Windward Wall _24.10 900 .00 21.69 .00 227.7 .0 .0 - Windward Wall 24.06 495 .00 11.91 .00- 32.8 .0 .0 _ Leeward Wall -14.77 1395 .00- 20.60 .00 159.7 .0 .0 Side Wall- -20.99 1240 -26.03 .00 .00 .0 201.7 .0 - Side Wall -20.99 1240 26.03 .00 .00 .0 -201.7 .0 Roof (0 to h12) -38.30 26 -0.25 .00 0.98-- 34.0 -37.9 8.7 Roof (0 to h/2) -38.30 26 0.25 .00 0.98 34.0 37.9 -8.7 Roof (>2h) -28.00 671 -4.67 .00 18.20 -242.7 -534.6 -62.2 Roof (>2h) -28.00 671 4.67 .00 18.20 -242.7 534.6 62.2 Total .00 13496 .00 51.51 240.18 1172.1 .0 -0.0 Normal to Ridge - Base Reactions - Walls Only +GCpi Description Press Area Fx Fy Fz Mx My MX psf ft^2 Kip Kip Kip K -ft K -ft K -ft Windward Wall 24.10 900 .00 21.69 .00 227.7 .0 .0 Windward Wall 24.06 495 .00 11.91 .00 32.8 .0 .0 Leeward Wall -14.77 1395 .00 20.60 .00 159.7 .0 :0 Side Wall -20.99 1240 -26.03 .00 .00 .0 201.7 .0 Side Wall -20.99 1240 26.03 .00 .00 .0 -201.7 .0 Total .00 5270 .00 54:20 .00 420.2 .0 .0 Normal to Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area Fx Fy Fz Mx My MX psf ft^2 Kip Kip Kip K -ft K -ft K -ft Windward Wall 24.10 900 .00 21.69 .00 227.7 .0 .0 Windward Wall 24.06 495 .00 11.91 .00 32.8 .0 .0 Leeward Wall -14.77 1395 .00 20.60 .00 159.7 .0 .0 Side Wall -20.99 1240 -26.03 .00 .00 .0 201.7 .0 Side Wall -20.99 1240 26.03 .00 .00 .0 -201.7 .0 Total .00 5270 .00 54.20 .00 420.2 .0 .0 Normal to Ridge - Base Reactions - Walls Only -GCpi Description Press Area Fx Fy Fz Mx My Mx psf ft^2 Kip Kip Kip K -ft K -ft K -ft Windward Wall 24.10 900 .00 21.69 .00 227.7 .0 .0 Windward Wall 24.06 495 .00 11.91 .00 32.8 .0 .0 Leeward Wall -14.77 1395 .00 20.60 .00 159.7 .0 .0 Side Wall -20.99 1240 -26.03 .00 .00 -.0 201.7 .0 Side Wall -20.99 1240 26.03. .00 .00 .0 -201.7 .0 Total .00 5270 .00 54.20 .00 420.2 .0 .0 Normal to Ridge - Base Reactions - Walls+Roof MIN Description Press Area* Fx Fy Fz Mx My MX psf ft^2 -Kip Kip Kip K -ft - K -ft K -ft Total .00 0 .00 .00 .00 .0 .0 .91,00 • • Notes - Normal to Ridge • ••• 0000 Note (1) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vereital • ••• • Note (2) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf ••• Note (3) Area* = Area of the surface projected onto a vertical plane ngrs•to wind. • MFRS Pressures for Wind Normal to 80 ft wall (Along Ridge) WALL PRESSURES PER TABLE 27.6-1 - L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir h: Height to top of Windward Wall -- ph: Net Pressure at top of wall (windward +'leeward) p0: Net Pressure at bottom of wall (windward -+ leeward) • •• • • .0000 • • • • • • 0000 • •• • • • • 1.11.'1,6 •• • • • 15.50 ft • 38.21 1M•• • • 38.18+ psf • • • • • • ps: Side wall pressure acting away from wall = .55 * ph -21.11W pl: Leeward wall pressure acting away from wall = .37 * ph --14.00 psf pwh: Windward wall press @ top acting toward wall = ph=p1 24.23 psf pw0: Windward wall press @ bot acting -toward wall=-p0-pl = 24.18-psf ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height Lambda: Exposure Adjustment Factor Slope: Roof Slope = 19.875 -ft 1.000 11.77 Deg • • • 0000 • • - • • • •• • Table 27.6-2 indicates a slope less than 9.46 Deg is flat,__but provides no values for Zone 1 and 2 between 9.46 Deg and 14 Deg; so any slope <_14 deg..is treated as flat. Zone Load Casel Load Case2 - psf psf 1 .00 .00 2 .00 .00 3 -38.30 .00 4 -34.15 .00 5 -28.00 .00 Note: A value of '0' indicates that the zone/load case is not applicable. ROOF OVERHANG LOADS (FIGURE 27.6-3): LOAD CASE 1: Povhl: Overhang pressure for zone 1 = .00 psf Povh3: Overhang pressure for zone 3 = -28.72 psf LOAD CASE 2: Povhl: Overhang pressure for zone 1 = .00 psf Povh3: Overhang pressure for zone 3 .00 psf Along Ridge - Base Reactions - Walls+Roof +GCpi Description Press Area Fx Fy Fz Mx My Mk psf ft^2 Kip Kip Kip K -ft K -ft K -ft Roof (0 to h/2) -38.30 575 -5.41 .00 21.35 .0 -783.8 .0 Roof (0 to h/2) -38.30 20 .00 -0.19 0.76 28.2 -31.6 -8.0 Roof (0 to h/2) -38.30 20 .00 0.19 0.76 -28.2 -31.6 8.0 Roof (0 to h/2) -38.30 169 -1.59 .00 6.28 .0 -263.8 .0 Roof (h/2 to h) -34.15 494 -4.15 .00 16.37 .0 -445.2 .0 Roof (h/2 to h) -34.15 190 0.00 -1.31 6.37 180.9 -204.3 -42.1 Roof (h/2 to h) -34.15 190 .00 1.31 6.37 -180.9 -204.3 42.1 Roof (h/2 to h) -34.15 21 .00 -0.17 0.68 25.1 -21.8 -5.5 Roof (h/2 to h) -34.15 21 .00 0.17 0.68 -25.1 -21.8 5.5 Roof (h to 2h) -28.00 547 -0.00 -3.09 14.99 308.0 -297.0 -61.2 Roof (h to 2h) -28.00 547 .00 3.09 14.99 -308.0 -297.0 61.2 Roof (h to 2h) -28.00 30 .00 -0.21 0.82 30.3 -16.2 -4.1 Roof (h to 2h) -28.00 30 .00 0.21 0.82 -30.3 -16.2 4.1 Roof (h to 2h) -28.00 214 .00 -1.21 5.88 93.2 -58.1 -12.0 Roof (h to 2h) -28.00 214 .00 1.21 5.88 -93.2 -58.1 12.0 Roof (h to 2h) -28.00 11 .00 -0.07 0.29 10.9 -2.9 -0.7 Roof (h to 2h) -28.00 11 .00 0.07 0.29 -10.9 -2.9 0.7 Roof (>2h) -28.00 807 .00 -4.56 22.12 350.6 58.1 12.0 Roof (>2h) -28.00 807 .00 4.56 22.12 -350.6 58.1 -12.0 Roof (>2h) -28.00 -41 .00 -0.28 1.11 40.9 2.9 0.7 Roof (>2h) -28.00 41 `.00 0.28 1.11 -40.9 2.9 -0.7 Roof (>2h) -28.00 784 0.00 -4.43 21.49 564.8 618.0 127.3 Roof (>2h) -28.00 784 .00 4.43 21.49 -564.8 618.0 -127.3••• Roof (>2h) -28.00 67 .00 -0.46 1.82 67.3 52.3 1393 • Roof (>2h) -28.00 67 .00 0.46 1.82 -67.3 ; 520, -13.3••• • , Roof (>2h) -28.00 169 1.16 .00 4.59 .0 11191E.9• ts• • • Windward Wall 24.21 800 19.37 .00 .00 .0 .3•a• .0 ••: • Windward Wall 24.19 440 10.64 .00 .00 .0 -2993.0 Leeward Wall - -14.00 1240 17.37 .00 .00 .0!1.fe% .0 • • • Side Wall -21.13 1395 .00 29.47 .00 228.4 ••!a t0 • • • Side Wall -21.13 1395 .00 -29.47 .00 -228.4 ••••&• :6•••• OH Bot Windward -28.72 160 .00 .00 -4.60 .011.4• .0 • • Roof (0 to h/2) -38.30 40 .00 -0.31 1.48 49.5 "•T• -12•• •• • Roof (0 to h/2) -38.30 40 .00 0.31 1.48 -49.5 •-59!E 12.9• • Roof -(h to 2h) - -28.00 - 272 -1.87 .00 7.37 .0 ••i• .0 • ••104094. Roof (>2h) _ -28.00 1341 9.23 .00 36.40 .0 1070!5: 60 • • Roof (>2h) -28.00 2 .00 -0.01 0.06 2.1 2.6 0•1•••• Roof (>2h) _ -28.00 2 .00 0.01 0.06 -2.1 : 2,t, -0!6 • • -•-•- -• •••• • • Total .00 13997 44.75 0.00 243.50 -0.0 -422.7 O!Q•• Along Ridge ---Base Reactions -Walls Only +GCpi Description - Press Area_ Fx Fy -Fz Mx My Mk psf- ft^2 Kip Kip -Kip K -ft K -ft K -ft Windward Wall 24.21 800 19.37 .00 .00 .0 -203.4 .0 Windward Wall 24.19 440 10.64 -.00 .00 .0 -29.3 .0 Leeward Wall -14.00 1240 17.37 - .00 .00 .0 -134.6 .0 Side Wall - -21.13"'-1395 .00 29.47 .00 228.4 .0 .0 Side Wall -21.13 1395 .00 -2947 .00 -228.4 .0 .0 Total .00 5270 47.38 .00 .00 .0 -367.2 .0 Along Ridge - Base Reactions - Walls+Roof -GCpi Description Press Area Fx Fy Fz Mx My MX psf ft^2 Kip Kip Kip K -ft K -ft K -ft Windward Wall 24.21 800 19.37 .00 .00 .0 -203.4 .0 Windward Wall 24.19 440 10.64 .00 .00 .0 -29.3 .0 Leeward Wall -14.00 1240 17.37 .00 .00 .0 -134.6 .0 Side Wall -21.13 1395 .00 29.47 .00 228.4 .0 .0 Side Wall -21.13 1395 .00 -29.47 .00 -228.4 .0 .0 OH Bot Windward -28.72 160 .00 .00 -4.60 .0 211.4 .0 Total .00 5430 47.38 .00 -4.60 .0 -155.8 .0 Along Ridge - Base Reactions - Walls Only -GCpi. Description Press Area Fx Fy Fz Mx My MX psf ft^2 Kip Kip ,Kip K -ft K -ft K -ft Windward Wall 24.21 800 19.37 .00 .00 .0 -203.4 .0 Windward Wall 24.19 440 10.64 .00 .00 .0 -29.3 .0 Leeward Wall -14.00 1240 17.37 .00 .00 .0 -134.6 .0 Side Wall -21.13 1395 .00 29.47 .00 228.4 .0 .0 Side Wall -21.13 1395 .00 -29.47 .00 -228.4 .0 .0 Total .00 5270 47.38 .00 .00 .0 -367.2 .0 Along Ridge - Base Reactions - Walls+Roof MIN' Description Press Area* Fx Fy Fz Mx My MX psf ft^2 Kip Kip Kip K -ft K -ft K -ft Total .00 0 .00 .00 .00 .0 .0 .0 Notes - Along Ridge Note (1) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (2) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (3) Area* = Area of the surface projected onto a vertical plane normal to wind. Total Base Reaction Summary Description Fx Fy Fz Mx My MX Kip Kip Kip K -ft K -ft K -ft Normal to Ridge Walls+Roof +GCpi .0 51.5 240.2 1172.1 .0 -0.0 Normal to Ridge Walls Only +GCpi .0 54.2 .0 420.2 .0 .0 Normal to Ridge Walls+Roof -GCpi .0 54.2 .0 420.2 .0 .0 Normal to Ridge Walls Only -GCpi .0 54.2 .0 420.2 .0 .0 Normal to Ridge Walls+Roof MIN .0 .0 .0 .0 .0 .0 Along Ridge Walls+Roof +GCpi 44.7 0.0 243.5 -0.0 -422.7 0.0 Along Ridge Walls Only +GCpi 47.4 .0 .0 .0 -367.2 .0 Along Ridge Walls+Roof -GCpi 47.4 .0 -4.6 .0 -155.8 .0 Along Ridge Walls Only -GCpi 47.4 .0 .0 .0 -367.2 .0 Along Ridge Walls+Roof MIN .0 .0 .0 .0 .0 .0 Notes Applying to MFRS Reactions: -Note (1) Per Fig 27.4-1, Note 9, Use greater of Shear calculated with or without roof. Note (2) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (3) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf - Note (4)- MIN area is the area of the surface onto a vertical plane normal to wind. Note (5) Total Roof Area (incl OH Top) = 8225.74 sq. ft Note (6) LC = Load Case (Some pressures can be zero, ref ASCE 7-10 Ch 27 Pt 2) Wind Pressure on Components and Cladding (Ch 30 Part 1) A11 pressures shown -are based upon ASD Design, with a Load -Factor of .6 Width- of Pressure Coefficient Zone "a" = _-- 7.95 ft •••• • • • • •••• Description Width Span Area Zone Max Min Max P Min P • •- • • ft ft ft^2 GCp GCp psf psf •• • '••• • '• •• • 1st Level Wall 1.00 14.50 70.1 4 0.85 -0.95 37.12 -40.72 • • • 1st Level Wall 1.00 14.50 70.1 5 0.85 -1.10 37.12 -46.15 •••• • • • • Garage Wall 1.00 10.00 33.3 4 0.91 -1.01 39.17 -42.77 • • Garage Wall 1.00 10.00 33.3 5 0.91 -1.22 39.17 -50.25 " " ' • T-1 2.00 26.33 231.1 1 0.30 -0.80 17.29 -35.29 •• • • • • • • T-1 2.00 26.33 231.1 2 0.30 -1.20 17.29 -49.70 • • •• • . • •• • . T-2 2.00 25.00 208.3 1 0.30 -0.80 17.29 -35.29 . • T-2 2.00 25.00 208.3 2 0.30 -1.20 17.29 -49.70 • • • • •• T-3 2.00 7.67 19.6 1 0.44 -0.87 22.38 -37.84 • • • • T-3 2.00 7.67 19.6 2 0.44 -1.55 22.38 -62.44 • • • • • T-4 2.00 20.67 142.4 1 0.30 -0.80 17.29 -35.29 •••• • •••• • • T-4 2.00 20.67 142.4 2 0.30 -1.20 17.29 -49.70 • • • T-5 2.00 8.33 23.1 1 0.43 -0.86 21.87 -37.58 •• • T-5 2.00 8.33 23.1 2 0.43 -1.52 21.87 -61.15 T-6 & T-9 2.00 7.00 16.3 1 0.46 -0.88 22.95 -38.13 T-6 & T-9 2.00 7.00 16.3 2 0.46 -1.59 22.95 -63.87 T-7 2.00 2.50 5.0 1 0.50 -0.90 24.49 -38.89 T-7 2.00 2.50 5.0 2 0.50 -1.70 24.49 -67.71 T-8 2.00 16.33 88.9 1 0.31 -0.81 17.65 -35.48 T-8 2.00 16.33 88.9 2 0.31 -1.23 17.65 -50.62 GT -1 2.00 26.33 231.1 1 0.30 -0.80 17.29 -35.29 GT -1 2.00 26.33 231.1 2 0.30 -1.20 17.29 -49.70 GT -2/3 2.00 19.33 124.5 1 0.30 -0.80 17.29 -35.29 GT -2/3 2.00 19.33 124.5 2 0.30 -1.20 17.29 -49.70 GT -4 2.00 7.67 19.6 1 0.44 -0.87 22.38 -37.84 GT -4 2.00 7.67 19.6 2 0.44 -1.55 22.38 -62.44 GT -5 2.00 16.33 88.9 1 0.31 -0.81 17.65 -35.48 GT -5 2.00 16.33 88.9 2 0.31 -1.23 17.65 -50.62 CJ -1 2.00 11.33 42.8 2 0.37 -1.38 19.94 -56.34 CJ -1 2.00 11.33 42.8 3 0.37 -1.38 19.94 -56.34 CJ -2 2.00 9.00 27.0 2 0.41 -1.48 21'.38 -59.94 CJ -2 2.00 9.00 27.0 3 0.41 -1.48 21.38 -59.94 Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc:.00256*V^2*Khcc*Kht*Kd = 0.90 = 36.01 psf • • •• • • • • ••••- • • • •• • • • ••• • • • • • •• • • • •••• • • • • • • •••• • • • •• •• •• • • • •• • • • • •• • • • • • • • • • • • • • • • • •• • •••• • • • • • ROCHELL ENGINEERING, INC. Roof Truss Reactions • • •• • • • •••• • •• • •1• • • • • • 4116 • • • • •••• • • • • • • •••• • • • •1 • • • • • • •• •• •• • • 1 • • • • • • • • • • • • • • • •• • 205 Santillane Avenue, Coral Gables, Florida 33134 Tel: 305.649.4049 Fax: 305.649.4149 • • • •••• • • • • • ROCHELL ENGINEERING, INC. Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Truss Mark: Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width : Uniform DL: Uniform LL: Zone 1 Uplift: _ Zone 2 & 3 Uplift: Ockert + Ortiz Residence T-1 0.67 25 0.67 2 ft. ft. ft. ft. 231 s.f. 5:12 1.083 8 25 30 -36 -50 ft. psf psf psf psf Notes: 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: Left LL Reaction: Left Uplift : Left Gravity: 659 lbs. 790 lbs. -984 lbs. 1449 lbs. Right DL Reaction: Right LL Reaction: Right Uplift: Right Gravity: 659 lbs. _ 790 lbs. -984 lbs. 1449 lbs. .... . . • . --.... . • . .. . ... . . .. .. .... • .... . . • .. • . . . . . ..• .. .. . . . . • • . • • • .. • • • ..• •••• • • • • • ROCHELL ENGINEERING, INC. Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Ockert + Ortiz Residence Truss Mark: Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width : Uniform DL: Uniform LL: Zone 1 Uplift: Zone 2 & 3 Uplift: T-2 0.67 24.33 0 2 ft. ft. ft. ft. 208 s.f. 5:12 1.083 8 25 30 -36 -50 ft. psf psf psf psf Notes: 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: Left LL Reaction: Left Uplift : Left Gravity: 64211bs. 77011bs. -965 lbs. 141211bs. Right DL Reaction: Right LL Reaction: Right Uplift: -- Right Gravity: 608 730 =928 1338 lbs. lbs. lbs. lbs. .... . • . .... . . . • .. . ... . • •. • .. . ..•. . . . ..•. . .. . . . . . • ..• •. .. . • . . .•• • • • . . . • . .• • •.•. . . • ROCHELL ENGINEERING, INC. Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Truss Mark: Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width : Uniform DL: Uniform LL: Zone 1 Uplift: Zone 2 & 3 Uplift: Ockert + Ortiz Residence T-3 0.67 7 0 2 ft. ft. ft. ft. 20 s.f. 5:12 1.083 8 25 30 -38 -63 ft. psf psf psf psf Notes: 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: Left LL Reaction: Left Uplift : Left Gravity: 209 lbs. --250 lbs. -686 lbs. 459 lbs. Right DL Reaction: Right LL- Reaction: Right Uplift: Right Gravity: - 1lbs. 2lbs. -645 lbs. 3lbs. •••• •• •..• • • • • •. . ... . . •. • . . .•..• • • .... . .. . • . . . . ..• •. .. . . . • • . • . . . ., • • • • • • . •. • .•.. • • • • • ROCHELL ENGINEERING, INC. Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Ockert + Ortiz Residence Truss Mark: Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width : Uniform DL: Uniform LL: Zone 1 Uplift: Zone 2 & 3 Uplift: T-4 1.33 18 1.33 2 ft. ft. ft. ft. 142 s.f. 5:12 1.083 8 25 30 -36 -50 ft. psf psf psf psf Notes: 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: — Left. DL Reaction: Left LL Reaction: Left Uplift Left Gravity: 517 lbs. - 620 lbs. -824 lbs. 1136 lbs. Right DL Reaction: Right LL Reaction: Right Uplift: Right Gravity: _ 517 lbs. _ 620 lbs. -824 lbs. 1136 lbs. .... . . .... .-.. . .. . ... . . •. • .. . • . .... . • .... . .. • . • •. •. . ..• ... • . • • • . . • .• .. . •••• . . • • • ROCHELL ENGINEERING, INC. Roche!! Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Truss Mark: Ockert + Ortiz Residence T-5 Left OH: 1.33 ft. Main Span: 7 ft. Right OH: 0 ft. Truss Spacing: 2 ft. Trib. Area: 23 s.f. Roof Slope: 5:12 Flat Area Mult.: 1.083 "a" width : Uniform DL: Uniform LL: Zone 1 Uplift: Zone 2 & 3 Uplift: 8 25 30 -38 -62 ft. psf psf psf psf Notes: 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: Left LL Reaction: Left Uplift : Left Gravity: 242 lbs. 290 lbs. -709 lbs. 531 lbs. Right DL Reaction: Right LL Reaction: Right Uplift: - Right Gravity: 175 lbs. 210 lbs. X28 lbs. 385 lbs. .... • . .••• . . . . ..• _. ... . •. • •. . . • • •••• • • . •••. . • . •• . • . • • • •.• .. •• • •. . • •. • • • • • • .• •. . •••• • • . 0. • ROCHELL ENGINEERING, INC. Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Ockert + Ortiz Residence Truss Mark: Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width : Uniform DL: Uniform LL: Zone 1 Uplift: . Zone 2 & 3 Uplift: T-6 0 7.33 0 2 ft. ft. ft. ft. 18 s.f. 5:12 1.083 8 25 30 -39 -64 ft. psf psf psf psf 1 Notes: 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: Left LL Reaction: Left Uplift : Left Gravity: 183 lbs. 220 lbs. -663 Ibs.- 403 Ibs. Right DL Reaction: Right LL Reaction: Right Uplift: Right Gravity: 183 lbs. 220 lbs. -663 lbs. 403 lbs. • . • • . •• . • .... •• .... . ... • . .. . • .... • •• .... • •• . • • .. • ...... • • .. . • • . • • . • .. • • . •. . •..' . • • ... ROCHELL ENGINEERING, INC. Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Truss Mark: Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width : Uniform DL: Uniform LL: Zone 1 Uplift: Zone 2 & 3 Uplift: Ockert + Ortiz Residence T-7 1.33 1.5 0 2 ft. ft. ft. ft. 3 s.f. '5:12 1.083 25 30 -62 -62 ft. psf psf psf psf Notes: 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: Left LL Reaction: Left Uplift : Left Gravity: 104 lbs. 12511bs. -234 lbs. 229 lbs. Right DL Reaction: Right LL Reaction: Right Uplift: Right Gravity: 38 lbs._ 45 Ibs.- -84 lbs. 83 lbs. •... . . • ..•. . • . .• . ..• • .. • •••• • • • • • •... • .. • • • • .. •. ..• . • •• • • • • •• •. • • • . • . .• . .... • .. ROCHEU. ENGINEERING, INC. Roche!! Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Ockert + Ortiz Residence Truss Mark: Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width : Uniform DL: Uniform LL: Zone 1 Uplift: Zone 2 & 3 Uplift: T-8 0 16.33 0 2 ft. ft. ft. ft. 89 s.f. 5:12 1.083 25 30 -84 -84 ft. psf psf psf psf Notes: 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: -- Left LL Reaction: Left Uplift : Left Gravity: 408 lbs. 490 lbs. -1309 lbs. 898 lbs. Right DL Reaction: 408 lbs. -Right LL Reaction: 490 lbs. Right Uplift: — -1309 lbs. Right Gravity: - 898 lbs. .... • • .... . • • • .. . ... . . • .. • • . .... • • . .... . .. . ..... . • . • • ..• ..... • . • • . . • • . ••. • • • • • ..• •••• • • • • • ROCHELL ENGINEERING, INC. Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Truss Mark: Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width : Uniform DL: Uniform LL: Zone 1 Uplift: Zone 2 & 3 Uplift: Ockert + Ortiz Residence T-9 0 6 0 2 ft. ft. ft. ft. 12 s.f. 5:12 1.083 25 30 -84 -84 ft. psf psf psf psf Notes: 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: Left LL Reaction: Left Uplift : Left Gravity: 150 180 -481 330 lbs. lbs. - lbs. -- lbs. Right DL Reaction: Right LL Reaction: Right Uplift: Right Gravity: 150 lbs. 180 lbs. 4811 lbs. i< • lbs. • .. •. ..•• . .• • • . .. ..•• • .... • .. . • . • . • ..• .• •. • • • .. • . • . •• . • • . • } • • • •• • •••• • • • .• ROCHELL ENGINEERING, INC. Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Truss Mark: Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width : Uniform DL: Uniform LL: Zone 1 Uplift: Zone 2 & 3 Uplift: Ockert + Ortiz Residence GT -1 0.67 25 0.67 4.5 ft. ft. ft. ft. 231 s.f. 5:12 1.083 8 25 30 -36 -50 ft. psf psf psf psf Notes: 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: Left LL Reaction: - Left Uplift : Left Gravity: 1482 lbs. 1778 lbs. -2215 lbs. 3260 lbs. Right DL Reaction: Right LL Reaction: - Right Uplift: Right Gravity: 1482 lbs. 17.78 lbs. -2215 lbs. 3260 lbs. . • •• • • • • •••• • • • • •• • ••• • • • • • •• • • •••• • • • • • • •••• • •• • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • • • •• • •••• • • • • • ROCHELL ENGINEERING, INC. RocheII Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Truss Mark: Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width : Uniform DL: Uniform LL: Zone 1 Uplift: Zone 2 & 3 Uplift: Ockert + Ortiz Residence GT -2 1.33 18 0 4.5 ft. ft. ft. ft. 125 s.f. 5:12 1.083 8 25 30 -36 -50 ft. psf psf psf psf Notes: 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: Left LL Reaction: Left Uplift : Left Gravity: 1162 lbs._ 1395 lbs. -1855 lbs. 2557 lbs. __ Right DL Reaction: Right LL Reaction: _ Right Uplift: Right Gravity: ._1013 lbs. 1215 lbs. -1686 lbs. 2228 lbs. .• .. . . . .... • . . • .. • ... • • . .. • • .... • . . •••• • .. . • . • . • ...... • • . . • • • • • .. • . . .. • .... • • • .. ROCHELL ENGINEERING, INC. Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Ockert + Ortiz Residence Truss Mark: Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width : Uniform DL: Uniform LL: Zone 1 Uplift: Zone 2 & 3 Uplift: GT -3 1.33 18 0 5 ft. ft. ft. ft. 125 s.f. 5:12 1.083 8 25 30 -36 -50 ft. psf psf psf psf Notes: 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: Left LL Reaction: Left Uplift : Left Gravity: 1291 1550 =2061 2841 lbs. lbs. lbs. lbs. Right DL Reaction: Right LL Reaction: - Right Uplift: Right Gravity:_. 1125 1350 -1874 2475 lbs. lbs. lbs. lbs. ...._ . . • .... • . . . .. • ... . . • .. • .... •. • . ... . . . .. . . . . . . ..• .. .. . • . . • • • • • . . .. • • • ..• •••• • • • .. ROCHELL ENGINEERING, INC. Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Ockert + Ortiz Residence Truss Mark: Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width : Uniform DL: Uniform LL: Zone 1 Uplift: Zone 2 & 3 Uplift: GT -4 0 8 0 4.5 ft. ft. ft. ft. 21 s.f. 5:12 1.083 8 25 30 -38 -63 ft. psf psf psf psf Notes: 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: Left LL Reaction: Left Uplift : `- Left Gravity: 450 lbs. 540 lbs. -1521 lbs. 990 lbs. Right DL Reaction: _ _ Right LL Reaction: - _Right Uplift: Right Gravity: 450 lbs. 540 lbs. -1521 lbs._. 990 lbs. •••• • .• • • - •••• • • • ••.. • • •••. • • .• •• • •.• • • • • • •• • • • • •• . • • • •.• • • • • . • • • • • •• • . • • • • • • •• • •.•• • • • • . ROCHELL ENGINEERING, INC. Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Truss Mark: Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width : Uniform DL: Uniform LL: Zone 1 Uplift: Zone 2 & 3 Uplift: Ockert + Ortiz Residence GT -5 0 16.33 0 4 ft. ft. ft. ft. 89 s.f. 5:12 1.083 8 25 30 -84 -84 ft. psf psf psf psf Notes: 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: Left LL Reaction: Left Uplift : Left Gravity: 817 lbs. 980 lbs.- -2617 lbs. 1796 lbs. Right DL Reaction: 817 lbs. Right LL Reaction: - -980 lbs. Right Uplift:_ -2617 lbs. Right Gravity: _ 1796 lbs. .... • • •••• • . . . .. • .•. • • • • • • • • • .••. • . • .••. • •• . • • • . . ••• •. •• . • . . • . •. • • • • • • • . • . •. • •••• . • • ROCHEU. ENGINEERING, INC. Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Truss Mark: Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width : Uniform DL: Uniform LL: Zone 1 Uplift: Zone 2 & 3 Uplift: Ockert + Ortiz Residence CJ -1 1 10.5 0 4 ft. ft. ft. ft. 44 s.f. 5:12 1.083 8 25 30 -57 -57 ft. psf psf psf psf Notes: 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: Left LL Reaction: Left Uplift : Left Gravity: 625 lbs. 273 lbs. 1 375 lbs. 7lbs. 150 Right DL Reaction: Right LL Reaction: Right Uplift: Right Gravity: 525 lbs. 630 lbs. -1069 lbs. 1155 lbs. •••• • • • • •••• • • • • •• • ••• •• •• • •• • •••• • • • • • •••• • • • •• • { • • • • • •• •• •• • • 1 • • • • • F • • • • • • • • • • • • •• • •••• • • • • • •• • ROCHELL ENGINEERING, INC. Roche!! Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Truss Mark: Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width : Uniform DL: Uniform LL: Zone 1 Uplift: Zone 2 & 3 Uplift: Ockert + Ortiz Residence CJ -2 0 9 0 4 ft. ft. ft. ft. 27 s.f. 5:12 1.083 8 25 30 -84 -84 ft. psf psf psf psf Notes: 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: Left LL -Reaction: Left Uplift : Left Gravity: 45011bs. 54011bs. — -144311bs. 99011bs. Right DL Reaction: Right LL Reaction: Right Uplift: Right Gravity: 450 lbs. -540 lbs. -1443 lbs. 990 lbs. . • •• • • • • •••• • • • f •• • ••• • • • • • •• • • •••• • • • • •••• • •• • • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • • • • •• • •••• • • • • • •• 0 ROCHEU. ENGINEERING, INC. Roof Diaphragm Analysis .... . . •••• • •. •• • ••• • • • •• • •••• • • - •••• • •• • • • • ••• • ••• • . • • • • • • • •• • • • • _ ••• • -• • •• .... • 205 Santillana Avenue, Coral Gables, FL 33134 Tel: 305.649.4049 Fax: 305.649.4149 ROCHELLENGINEERING Project: Page of Proj. No. Date By 205 Santillane Ave. • Coral Gables, FL 33134 • Tel: 305.649.4049 • Fax: 305.649.4149 ,- r ) 14, e 60.0 e z_.c •••• • • • • •••• •.•• • i 1' ••' • •••04 _0m61)i._. 1;P (3• • •• • i• - • • • •• • • • • •.• •.•.• •'_ . ;.....• • • • • • _ .1 • • •' • • • •• •• • •' - • _ • _ • .i- r i • • [ •• i-•••••• . I •' r•: • - iu _.--,•;• ....t. • ._..... _. _.. • • •• -•••••• ... ROCHELL ENGINEERING Project: Page of Proj. No. Date By 205 Santillane Ave. • Coral Gables, FL 33134 • Tel: 305.649.4049 • Fax: 305.649.4149 o A W , i caw AA -JD Leaw.a-"c) ti - A ., 14?16-i)tr ,9 ga 11� �f tu7Si 2 �.Q 41119S-io(F2 cile • •. ;• 1 • ••• • • ••... _- ..... • • •,• • ., I .. { • • • ROCHELL ENGINEERING, INC. Concrete Beams Design • •••• ••• . •• • ••l • • • • • • • • .••• .• - .••• • • •l • • • • • • SI• •S ..• • • • • • • • • • • • • • • • •• •. • •••• 205 Santillane Avenue, Coral Gables, FL 33134 Tel: 305.649.4049 Fax: 305.649.4149 ROCHELL ENGINEERING Project: Page of Proj. No. Date By 205 Santillane Ave. • Coral Gables, FL 33134 • Tel: 305.649.4049 • Fax: 305.649.4149 fl 1; • • .• ••... •, •• • •...' ,.. .. .•..•• ••'. • • r -ter _._7 • • \ • .' . t•'21E0-1 C Project: Page of Proj. No. Date By ROCHELLENGINEERING 205 Santillane Ave. • Coral Gables, FL 33134 • Tel: 305.649.4049 • Fax: 305.649.4149 s - -8 N (2-c) Rao Q4 22:5 Le\r- Z Q uf6c-r- (F9'o ep. • • 01-000 •44110.4 • • r • • • • • • H -.• • • • __ • • • Rochell Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 Tel. (305) 649-4049 Title Block Line 6 Project Title: Ockert + Ortiz Residence Engineer: Alex Rochell, P.E. Project Descr: Project ID: Printed: 16 APR 2016, 5:10PM Concrete Beam Lic. # : KW -06007358 Description : RB -1 CODE REFERENCES File = y:1ENERCALCIENERCALC Data Flesbckert+ofiz residence.ec6 ENERCALC, INC. 1983.2016, Build:6.16.4.12, Vec6.16.4.12 - Licensee : ROCHELL ENGINEERING INC. Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties fc 112 = 3.0 ksi 6 Phi Values Flexure : 0.90 fr = fc * 7.50 = 410.792 psi Shear : 0.750 y1 Density = 145.0 pcf R 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi F Stirrups 60.0 ksi Y p E - Stirrups = 29,000.0 ksi fy Main Rebar = 60.0 ksi Stirrup Bar Size # 3 E - Main Rebar = 29,000.0 ksi Numberof Resisting Legs Per Stirrup = 2 s 2 ' .. — '` '' 't yr . ,i.- iNumber atr0s, 8 in 0(0.1041 Lr(0.261 W(-0.3431 i + + 1 _ • • •••• •• 8'wx30'h • • • • • Span=18.Oft •• •••• • • _—__ Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 30.0 in Span #1 Reinforcing.... 247 at 3.0 in from Bottom, from 0.0 to 18.0 ft in this span Applied'Loads •••• • • •••• • • ••••••- • �• • • • • •• • 247 at 3.0 in from Top, from 0.0 to 48.0 fttn this span• • • • • • Service Toads entered. Load Fact ?s' &iirl tie applied f&r calculations. • • Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.1040, Lr = 0.1260, W = -0.3430 k/ft, Tributary Width = 1.0 ft DES/GN=SUMMARY.. ▪ • • - • • • • •• • ▪ - • • • • •.•• Design OK • • • Maximum Bending Stress Ratio = Section'used for this span - Mu : Applied _ Mn " Phi : Allowable Location of maximum on span 0.183:1 Typical Section - 24.964 k -ft 136.478 k -ft 9.016 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.005 in Ratio = 40799 >=36 -0.014 in Ratio = 14987>=36 0.020 in `Ratio = 10899>=18 0.000 in Ratio = 999 <180 Cross Section Strength & Inertia Cross Section Bar Layout Description Top & Bottom references are for tension side of section Max Mu -(k-ft) Phi*Mn (k -ft) Moment of Inertia (inM ) Bottom Top Bottom Top I gross la -Bottom la - Top Section 1 2 -#7@d'27",2 -#7@d=3, VerticalReactions Load Combination 0.00 0.00 136.48 136.48 18,000.00 -5,530.35 5,530.35 Support notation : Far left is #1 Support 1 Support 2 Overall MAXImum Overall MlNimum +D+t•f +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H 4.245 0.014 3.111 3.111 4.245 3.111 3.962 3.111 4.245 0.014 3.111 3.111 4.245 3.111 3.962 3.111 • .1.— Rochell Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 Tel. (305) 649-4049 Title Block Line 6 Project Title: Ockert + Ortiz Residence Engineer: Alex Rochell, P.E. Project Descr: Project ID: Printed: 16 APR 2016, 5:10PM Concrete Beam Lic. # : KW -06007358 Description : RB -1 Vertical Reactions Support notation : Far left is #1 Fle = y:1ENERCALCIENERCALC Data Ffles1ockert+afiz residence.ec6 ENERCALC, INC.1983-2016, Build:6.16.4.12, Ver6.16.4.12 Licensee : ROCHELL ENGINEERING INC. Load Combination Support 1 Support 2 +0+0.60W+H 40+0.70E+H +0+ 0.750Lr+0.750L+0.450W+H +D+ 0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Shear Stirrup Requirements 1.259 3.111 2.572 1.722 3.111 0.014 1.867 3.111 1.134 1.259 3.111 2.572 1.722 3.111 0.014 1.867 3.111 1.134 -3.087 -3.087 Entire Beam Span Length : Vu < PhiVc./2, Req'd Vs = Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Maximum. Forces & Stresses for Load Combinations Load Combination Location (ft) Segment Length Span # in Span Bending Stress Results (k -ft ) Mu : Max PhrMnx Stress Ratio MAXimum BENDING Envelope Span # 1 +1.400+1.60H Span # 1 +1.20D+0.50Lr+1.60L+1:60H Span # 1 +1.200+1.60 L+0.50 S+1.60 H Span # 1 +1.200+1.60Lr+0.50L+1.60H Span # 1 +1.20D+1.60Lr+0.50W+1.60H Span # 1 ' +1.20040.50L+1.60 S+1.60 H Span # 1 +1.20 D+1.605+0.50 W+1.60 H Span # 1 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 +1.20D+0.50L+0.50S+W+1.60H - Span # 1 +1.200+0.50L+0.20S+E+1.60H Span#1 - +0.90D+W+0.90H Span # 1 +0.90D+E+0.90H Span # 1 Overall Maximum Deflections 18.000 18.000 18.000 18.000 18.000 18.000 18.000 18.000 18.000 18.000 18.000 18.000 18.000-- 24.96 19.60 19.35 16.80 24.96 18.02 16.80 9.85 5.46 2.91 16.80 -1.29 12.60 136.48 131148 • • • •• • 136V•••• • 136.48•••• •••• • 136.4••• 8• 13600. • 13608 • • • • 136•"48 ••• •• • 136.48 136.48 136.48 136.48 0.01 136.48 0.09 0.18 ••••• • 0.14•••• ••• • • 0.14 • • • • 0.12„ 0.18 •• • • • 0.02 0.12 • • • • • • • • • •• • • • Load Combination Span Max. - Defl Location in Span Load Combination Max. '+' Defl Location in Span +D+Lr+H 1 0.0198 9.000 0.0000 0.000 RocheII Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 Tel. (305) 649-4049 Title Block Line 6 Project Title: Ockert + Ortiz Residence Engineer: Alex Rochell, P.E. Project Descr: Project ID: Printed: 16 APR 2016, 5:17PM Concrete Beam Lic. # : KW -06007358 Description : RB -2 CODE REFERENCES File = y:1ENERCALCIENERCALC Data Fleslockert+odlz residence.ec6 ENERCALC, INC. 1983-2016, Build:6.16.4.12, Ver.6:16.4.12 Licensee : ROCHELL ENGINEERING INC. Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties fc fr= fc1/2 ' 7.50 kif Density X LtWt Factor Elastic Modulus fy - Main Rebar E - Main Rebar 3.0 ksi = 410.792 psi 145.0 pcf 1.0 3,122.0 ksi 4 Phi Values R1 Fy - Stirrups 60.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # Number of Resisting Legs Per Stirrup = Flexure : Shear: 0.90 0.750 0.850 60.0 ksi 29,000.0 ksi 3 2 sr 8 in Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 24.0 in Span #1 Reinforcing.... - 247 at 3.0 in from Bottom, from 0.0 to 12.0 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.3760,- Lr = 0.4580, W = -0.7040 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY • • •• •• • • • • • • .•• • • . • _ • • •• • • • • • • • • 247 at 3.0 in from Top, from 0.0 to•12.0 fin this sppH • • • • • • Service loads entered. Load Faccorc vilCbe applisa ire calcula{IEMMs: •: _ • • • • Design OK Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi : Allowable a_ Location of maximum on span -- 0.245 : 1 Typical Section 25.488 k -ft 104.078 k -ft 5.989 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection — Max Upward Total Deflection 0.007 in Ratio = 19395>=36 -0.011 in Ratio = 12618>=36 0.017 in Ratio _= 8646>=18 0.000 in Ratio = - 999 <180 Cross Section Strength & Inertia Top & Bottom references are for tension side of section Cross Section Bar Layout Description Max Mu (k -ft) Bottom Top Phi'Mn (k -ft) Moment of Inertia (inM ) Bottom Top I gross Icr - Bottom la- Top Section 1 2- #7 @ d=21",2- #7 @ d=3", Veitical Reactions 0.00 0.00 104.08 104.08 9,216.00 3,172.89 3,172.89 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum Overall MlNimum +p+H +D+L+H +0+{-r+H +0+S+H +0+0.750Lr+0.750L+H +0+0.750L+0.750S+H 6.164 -0.485 3.416 3.416 6.164 3.416 5.477 3.416 6.164 -0.485 3.416 3.416 6.164 3.416 5.477 3.416 a • • D(0.378) Lrt0s56) W(-0.704) •• •••• • 7 i i i - •�1 �.�., !Al • • .• (R X Drwx24"h Span -12.0n • - •••• • • •••• • • • •• • • • • Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 24.0 in Span #1 Reinforcing.... - 247 at 3.0 in from Bottom, from 0.0 to 12.0 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.3760,- Lr = 0.4580, W = -0.7040 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY • • •• •• • • • • • • .•• • • . • _ • • •• • • • • • • • • 247 at 3.0 in from Top, from 0.0 to•12.0 fin this sppH • • • • • • Service loads entered. Load Faccorc vilCbe applisa ire calcula{IEMMs: •: _ • • • • Design OK Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi : Allowable a_ Location of maximum on span -- 0.245 : 1 Typical Section 25.488 k -ft 104.078 k -ft 5.989 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection — Max Upward Total Deflection 0.007 in Ratio = 19395>=36 -0.011 in Ratio = 12618>=36 0.017 in Ratio _= 8646>=18 0.000 in Ratio = - 999 <180 Cross Section Strength & Inertia Top & Bottom references are for tension side of section Cross Section Bar Layout Description Max Mu (k -ft) Bottom Top Phi'Mn (k -ft) Moment of Inertia (inM ) Bottom Top I gross Icr - Bottom la- Top Section 1 2- #7 @ d=21",2- #7 @ d=3", Veitical Reactions 0.00 0.00 104.08 104.08 9,216.00 3,172.89 3,172.89 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum Overall MlNimum +p+H +D+L+H +0+{-r+H +0+S+H +0+0.750Lr+0.750L+H +0+0.750L+0.750S+H 6.164 -0.485 3.416 3.416 6.164 3.416 5.477 3.416 6.164 -0.485 3.416 3.416 6.164 3.416 5.477 3.416 ROCHELL ENGINEERING, INC. Rochell Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 Tel. (305) 649-4049 Title Block Line 6 Concrete Beam Lic. # : KW -06007358 Description : RB -2 Vertical Reactions Project Title: Ockert + Ortiz Residence Engineer: Alex Rochell, P.E. Project Descr: Support notation : Far left is #1 Project ID: Printed: 16 APR 2016, 5:17PM Fie = y:1ENERCALCIENERCALC Data Fileslockert+artiz residence.ec6 ENERCALC, INC. 1983-2016, Build:6.16.4.12, Ver.6.16.4.12 Licensee: ROCHELL ENGINEERING INC. Load Combination Support 1 Support 2 +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only -4.224 -4.224 E Only H Only Shear Stirrup Requirements 0.882 3.416 3.576 1.515 3.416 -0.485 2.050 3.416 2.748 0.882 3.416 3.576 1.515 3.416 -0.485 2.050 3.416 2.748 Between 0.00 to 0.57 ft, PhiVc./2 < Vu <= PhiVc, Req'd Vs = Min 11.4.6.1, use stirrups spaced at 10.000 in Between 0.59 to 11.41 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Between 11.43 to 11.98 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.6.1, use stirrups spaced at 10.000 in .Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Resifts (kft) • • _ • • • Segment Length Span # in Span Mu : Max Phi'Mn1! • • • ; Stress 5ttig • • • MAXimum BENDING Envelope • • • • Span # 1 1 12.00025.49 104.08 • 0.24 +1.40D+1.60H • • • Span#1 1 12.000 14.35 10018•••0.=t••;• • • +1.20D+0.50Lr+1.60L+1.60H these • Span#1 1 12.000 16.42 10444••• 0.16• • • • +1.20D+1.60L+0.50S+1.60H • •• • .. • • • • • • • Span#1 1 12.000 12.30 10:i0�• 0.12 • •. _ +1.20D+1.60Lr+0.50L+1.60H • • • • Span # 1 1 12.000 25.49 - 1CG4.08 • 0.24 • • : • • • • • +1.20D+1.60Lr+0.50W+1.60H • • i 0.18, • •• •• • • Span # 1 1 12.000 - 19.15 1134.08 • +1.20D+0.50L+1.60S+1.60H •• • • •• Span # 1 1 12.000 12.30 104.08 0.12 _ - +1.20D+1.60S+0.50W+1.60H _ Span # 1 1 - 12.000 -- - 5.96_ 104.08 0.06 +1.20D+0.50Lr+0.50L+W+1.60H _ Span # 1 • 1 12.000 3.75 104.08 0.04 +1.200+0.50L+0.50S+W+1.60H Span # 1 1 12.000 -0.37 104.08 0.00 --+1.20D+0.50L+0.20S+E+1.60H _ Span # 1 1 12.000 -- 12.30 - 104.08 0.12 +0.90D+W+0.90H Span # 1 1 - 12.000 -3.45 104.08 0.03 +0.90D+E+0.90H Span # 1 1 12.000 9.22 104.08 0.09 Overall Maximum Deflections Load Combination Span Max. Deft Location in Span Load Combination Max. '+ Defl Location in Span 1 0.0167 6.000 0.0000 0.000 RocheII Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 Tel. (305) 649-4049 Title Block Line 6 Project Title: Ockert + Ortiz Residence Engineer: Alex Rochell, P.E. Project Descr: Project ID: Printed: 16 APR 2016, 5:19PM Concrete Beam Lic. # : KW -06007358. _ Description : RB -3 CODE REFERENCES File = y:\ENERCALMENERCALC Data Files ockeA+ortiz residence.ec6 ENERCALC, INC. 1983-2016, Build:6.16.4.12, Ver..6.16.4.12 Licensee : ROCHELL ENGINEERING INC. Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties fc = fr= fc1I2 • 7.50 yJ Density LtWt Factor Elastic Modulus = fy - Main Rebar E - Main Rebar 3.0 ksi = 410.792 psi = 145.0 pcf 1.0 3,122.0 ksi Phi Values Fy - Stirrups 60.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # Number of Resisting Legs Per Stirrup = Flexure : Shear : 0.90 0.750 0.850 60.0 ksi 29,000.0 ksi 3 2 12 in Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 12.0 in Span #1 Reinforcing.... 345 at 3.0 in from Bottom, from 0.0 to 13.0 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 _Uniform Load : D-= 0.890, Lr = 0.120 kilt, Tributary Width = 1.0 ft • • •.• .• •• • • • • ..• • • •. . • • • • • .• • • • • • 345 at 3.0 in from Top, from 0.0 to,13.0 %in this spin • • • • • • Service loads entered. Load FactaricWilCbe applied for calcula§drfs: •; DES%GN"SUMMARY - .. • Design OK Maximum Bending Stress Ratio = Section used for this span Mu : Applied _ Mn * Phi : Allowable Location of maximum on span --0.881 : 1 Typical Section 30.610 k=ft 34.737 k -ft 6.512 ft — Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.014 in Ratio = 10917>=36 0.000 in Ratio = 0 <360 --0.481 in Ratio = 324>=18 0.000 in Ratio = 999 <180 Cross Section Strength & Inertia Top & Bottom references are for tension side of section Cross Section Bar Layout Description Max Mu (k -ft) Phi'Mn (k -ft) Moment of Inertia (in"4 ) Bottom Top Bottom Top I gross la- Bottom la- Top Section 1 3- #5 @ d=9",3- #5 @ Vertical Reactions 0.00 0.00 Support notation : Far left is #1 34.74 34.74 1,728.00 418.91 418.91 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum + 0+H +0+{� +}► +D+Lr+H +0+S+H + 0+0.750Lr0.750L+H +0+0.750L+0.750S+H 7.507 0.780 6.727 6.727 7.507 6.727 7.313 6.727 7.507 0.780 6.727 6.727 7.507 6.727 7.313 6.727 RocheII Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 Tel. (305) 649-4049 Title Block Line 6 Project Title: Ockert + Ortiz Residence Engineer: Alex Rochell, P.E. Project Descr: Project ID: Printed: 16 APR 2016, 5:19PM Concrete Beam Lic. # : KW -06007358 Description : RB -3 Vertical Reactions Support notation : Far left is #1 File = y:1ENERCALCIENERCALC Data Fles ockert+odiz residence.ec6 ENERCALC, INC. 1983-2016, Build:6.16.4.12, Ver.6.16.4.12 Licensee : ROCHELL ENGINEERING INC. Load Combination Support 1 Support2 +D+0.60W+H +D+0.70E+H +040.750Lr+0.750L+0.450W+1-1 +0+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Shear Stirrup Requirements 6.727 6.727 7.313 6.727 6.727 4.037 4.037 6.727 0.780 6.727 6.727 7.313 6.727 6.727 4.036 4.036 6.727 0.780 Between 0.00 to 3.50 ft, PhiVcl2 < Vu <= PhiVc, Req'd Vs = Min 11.4.6.1, use stirrups spaced at 4.000 in Between 3.53 to 9.47 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Between 9.50 to 12.98 ft, PhiVc./2 < Vu <= PhiVc, Req'd Vs = Min 11.4.6.1, use stirrups spaced at 4.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Segment Length MAXimum BENDING Envelope Span # 1 +1.400+1.60H Span # 1 +1.20D+0.50Lr+1.60L+1.60H Span # 1 +1.20 D+1.60 L+0.50 S+1.60 H Span# 1 +1.200+1.60Lr+0.50L+1.60H Span # 1 +1.200+1.60Lr+0.50W+1.60H Span # 1 +1.20D+0.50L+1.60S+1.60H Span # 1 +1.200+1.60 S+0.50 W+1.60 H Span # 1 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 +1.20D+0.50L+0.50S+W+1.60H - Span # 1 +1.20D+0.50L+0.20S+E+1.60H Span # 1 +0.90D+W+0.90H Span # 1 +0.90D+E+0.90H Span # 1 Overall. Maximum .Deflections Bending Stress Resltfts (aft) • • • • • • Span # in Span Mu : Max Phi'Mnn • • • ; Stress 542 ••' • • • 1 13.000 30.61 3; ;a : • • 0.88 • • • 1 13.000 30.61 !!>� 6.. o.Q� • • i • • • •••• • 1 13.000 27.50 314.74 • • • 0.79fr • • ' • • • • • • •• •• c• • 1 13.00026.24 3.4174••• 0.76 • •• • • • • 1 13.000 30.29 34.74 • 0.Q7 • • •' • • • • • • • • 1 - 13.000 30.29 3.474• : 0.87.••• • • • • • • 1 13.000 26.24 34.74 0.76 • • _ 1 - 13.00026.24 34.74 0.76 -1 --_ 13.000 . - 27.50 34.74 0.79 1 13.000 26.24 34.74 0.76 -1 - 13.000 26.24 34.74 0.76 1 13.000 . - 19.68 34.74 0.57 1 13.000 19.68 34.74 0.57 Load Combination Span Max. • ' Defl Location in Span Load Combination Max. '+' Defl Location in Span +D+Lr+fi 1 0.4806 6.500 0.0000 0.000 RocheII Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 Tel. (305) 649-4049 Title Block Line 6 Project Title: Ockert + Ortiz Residence Engineer: Alex Rochell, P.E. Project Descr: Project ID: Printed: 16 APR 2016, 5:23PM Concrete Beam Lic. # : KW -06007358 Description : RB -8 CODE REFERENCES Fite = y: 1ENERCALCIENERCALC Data Rlesbdrert+a6z residence.ec6 ENERCALC, INC. 1983-2016, Build:6.16.4.12, Ver.6.16.4.12 Licensee : ROCHELL ENGINEERING INC. Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties fc = fr= fcln * 7.50 kiJ Density X LtWt Factor Elastic Modulus = fy - Main Rebar E - Main Rebar 3.0 ksi = 410.792 psi = 145.0 pcf 1.0 3,122.0 ksi b Phi Values R1 Fy - Stirrups 60.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # Number of Resisting Legs Per Stirrup = Flexure : Shear : 0.90 0.750 0.850 60.0 ksi 29,000.0 ksi 3 2 Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 60.0 in - Span #1 Reinforcing.... 247 at 3.0 in from Bottom, from 0.0 to 22.0 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.5270, Lr = 0.6360, W = -1.057 k/ft, Tributary Width • • • • • • • • • • • •• • • • • • 247 at 3.0 in from Top, from 0.0 to.2.21Pft a this spa,. • • • • Service Toads entered. Load Factors will be applied ?or :calculations. :DESIGN SUMMARY = 1.0 ft Design OK Maximum Bending Stress Ratio = 0.452 : 1 Section used for this span Typical Section Mu : Applied 134.915 k -ft Mn * Phi : Allowable 298.478 k -ft Location of maximum on span Span # where maximum occurs 11.020 ft Span # 1 Maximum Deflection Max -Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.007 in Ratio = 35416>=36 -0.012 in Ratio = 21310>=36 0.019 in Ratio = 13681 >=18 0.000 in Ratio = 999 <180 Cross Section Strength & Inertia Top & Bottom references are for tension side of section Cross Section Bar Layout Description Max Mu (k -ft) Phi'Mn (k -ft ) Moment of Inertia (in"4 ) Bottom Top Bottom Top I gross la- Bottom la - Top Section 1 2- #7 @ d=57',2- #7 @ d=3', Vertical Reactions 0.00 0.00 298.48 298.48 144000.00 27,748.39 27,748.39 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +04H +O+L+ff +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H .D+0.750L+0.750S+H 18.110 -0.308 11.114 11.114 18.110 11.114 16.361 11.114 18.110 -0.308 11.114 11.114 18.110 11.114 16.361 11.114 FC' iD •). VRFC, t. • • • • ''.8 in` • Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 60.0 in - Span #1 Reinforcing.... 247 at 3.0 in from Bottom, from 0.0 to 22.0 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.5270, Lr = 0.6360, W = -1.057 k/ft, Tributary Width • • • • • • • • • • • •• • • • • • 247 at 3.0 in from Top, from 0.0 to.2.21Pft a this spa,. • • • • Service Toads entered. Load Factors will be applied ?or :calculations. :DESIGN SUMMARY = 1.0 ft Design OK Maximum Bending Stress Ratio = 0.452 : 1 Section used for this span Typical Section Mu : Applied 134.915 k -ft Mn * Phi : Allowable 298.478 k -ft Location of maximum on span Span # where maximum occurs 11.020 ft Span # 1 Maximum Deflection Max -Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.007 in Ratio = 35416>=36 -0.012 in Ratio = 21310>=36 0.019 in Ratio = 13681 >=18 0.000 in Ratio = 999 <180 Cross Section Strength & Inertia Top & Bottom references are for tension side of section Cross Section Bar Layout Description Max Mu (k -ft) Phi'Mn (k -ft ) Moment of Inertia (in"4 ) Bottom Top Bottom Top I gross la- Bottom la - Top Section 1 2- #7 @ d=57',2- #7 @ d=3', Vertical Reactions 0.00 0.00 298.48 298.48 144000.00 27,748.39 27,748.39 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +04H +O+L+ff +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H .D+0.750L+0.750S+H 18.110 -0.308 11.114 11.114 18.110 11.114 16.361 11.114 18.110 -0.308 11.114 11.114 18.110 11.114 16.361 11.114 • • • • • 0(0.527) Lr(0.636) W(-1.057) • • • • • .• • • • 0000 • • ••0• ••• • • • •• - + + + •ir 8"wx60"h Span=22.0 n 00.41 • • • • •• • • • • Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 60.0 in - Span #1 Reinforcing.... 247 at 3.0 in from Bottom, from 0.0 to 22.0 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.5270, Lr = 0.6360, W = -1.057 k/ft, Tributary Width • • • • • • • • • • • •• • • • • • 247 at 3.0 in from Top, from 0.0 to.2.21Pft a this spa,. • • • • Service Toads entered. Load Factors will be applied ?or :calculations. :DESIGN SUMMARY = 1.0 ft Design OK Maximum Bending Stress Ratio = 0.452 : 1 Section used for this span Typical Section Mu : Applied 134.915 k -ft Mn * Phi : Allowable 298.478 k -ft Location of maximum on span Span # where maximum occurs 11.020 ft Span # 1 Maximum Deflection Max -Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.007 in Ratio = 35416>=36 -0.012 in Ratio = 21310>=36 0.019 in Ratio = 13681 >=18 0.000 in Ratio = 999 <180 Cross Section Strength & Inertia Top & Bottom references are for tension side of section Cross Section Bar Layout Description Max Mu (k -ft) Phi'Mn (k -ft ) Moment of Inertia (in"4 ) Bottom Top Bottom Top I gross la- Bottom la - Top Section 1 2- #7 @ d=57',2- #7 @ d=3', Vertical Reactions 0.00 0.00 298.48 298.48 144000.00 27,748.39 27,748.39 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +04H +O+L+ff +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H .D+0.750L+0.750S+H 18.110 -0.308 11.114 11.114 18.110 11.114 16.361 11.114 18.110 -0.308 11.114 11.114 18.110 11.114 16.361 11.114 Rochell Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 Tel. (305) 649-4049 Title Block Line 6 Concrete Beam Lic. # : KW -06007358 Description : RB -8 Vertical Reactions Project Title: Ockert + Ortiz Residence Engineer: Alex Rochell, P.E. Project Descr: Support notation : Far left is #1 Prom ID: Printed: 16 APR 2016, 5:23PM File = y:1ENERCALCIENERCALC Data Rlesbckert+ortiz residence.ec6 ENERCALC, INC. 1983-2016, Build:6.16.4.12, Ver.6.16.4.12 Licensee : ROCHELL ENGINEERING INC. Load Combination Support 1 Support 2 +0+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Shear Stirrup Requirements Between 0.00 to 2.48 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.6.1, use stirrups spaced at 24.000 in Between 2.52 to 19.48 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Between 19.52 to 21.96 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.6.1, use stirrups spaced at 24.000 in Maximum Forces & Stresses for Load Combinations 4.137 11.114 11.129 5.882 11.114 -0.308 6.668 11.114 6.996 4.137 11.114 11.129 5.882 11.114 -0.308 6.668 11.114 6.996 -11.627 -11.627 ••• • • • • • •••• Load Combination Segment Length Span # Location (ft) in Span Bending Stress Res .('k -f{) • . • • Mu : Max Phi*Mne Stress Ratio. • •� MAXimum BENDING Envelope Span # 1 1 +1.40D+1.60H Span#1 1 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 +1.20D+1.60L+0,50S+1.60H Span#1 1 +1.20D+1.60Lr+0.50L+1.60H Span#1 1 +1.20D+1.60Lr+0.50W+1.60H Span#1 1 +1.20D+0.50L+1.60S+1.60H Span #1 1 +1.20D+1.60S+0.50W+1.60H Span # 1 - 1 +1.20D+0.50Lr+0.50L+W+1.60H Span#1 - 1 +1.20D+0.50L+0.50S+W+1.60H - Span # 1 - 1 +1.200+0.50L+0.20S+E+1.60H Span # 1 1 +0.90D+W+0.90H _ Span # 1 1 +0.90D+E+0.90H Span#1 1 Overall Maximum Deflections Load Combination Span Max. " ' Defl Location in Span Load Combination 22.000 22.000 22.000 22.000 22.000 22.000 22.000 - 22.000 -- 22.000 22.000 22.000 22.000 22.000 134.91 85.57 92.59 73.35 134.91 102.94 73.35 -41.38 28.64 9.40 73.35 -8.94 55.01 298dS • . ••.••• 298.48 29er48 • • 2.48 298.48 • • •• • 298.48 - 298.48 0.25 298.48 014 298.48- - 0.10 298.48 0.03 298.48---- 0.25 298.48 0.03 298.48 0.18 • 0.45 . 019 •• • • • • 0.31 • • 0.25 • 0.45 • • • -0.34• •_ • • • • •• Max. "+" Defl Location in Span +D+Lr+H 1 0.0193 11.000 0.0000 0.000 Rochell Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 Tel. (305) 649-4049 Title Block Line 6 Project Title: Ockert + Ortiz Residence Engineer: Alex Rochell, P.E. Project Descr: Project ID: Printed: 16 APR 2016, 5:24PM Concrete Beam Li -c. # : KW -06007358 - Description RB -9 CODE REFERENCES File = y:1ENERCALCIENERCALC Data Fileslockert+o.1 z residence.ec6 ENERCALC, INC. 1983-2016, Build:6.16.4.12, Ver.6.16.4.12 Licensee : ROCHELL ENGINEERING INC. Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties fc = fr = fcln * 7.50 yJ Density X LtWt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 3.0 ksi = 410.792 psi 145.0 pcf 1.0 3,122.0 ksi Phi Values R1 Fy - Stirrups 60.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # Number of Resisting Legs Per Stirrup = Flexure : Shear: 0.90 0.750 0.850 60.0 ksi 29,000.0 ksi 3 2 0 0, 12 in Cross Section & Reinforcing Details • Rectangular Section, Width = 12.0 in, Height = 30.0 in Span #1 Reinforcing.... 347 at 3.0 in from Bottom, from 0.0 to 14.0 ft in this span Applied Loads Beam self weight calculated and added to Toads - - Load for Span Number 1 --- - _ Uniform Load : D = 0.0750, Lr = 0.0910, W = -0.240 k/ft, Tributary Width =1.0 ft tESIGN.:SUMMARY, - •• • • • • • - • • • • • • , . • • •• • 347 at 3.0 in from Top, from 0.0 to14,0t is this spare'. • • • Service Toads entered. Load Factors will be appliedrfor Calculations. Design OK Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Location of maximum on span Span # where maximum occurs 0.080: 1 Typical Section 16.430 k -ft 204.717 k -ft 7.013 ft Span # 1 Maxim Max Max Max Max um Deflection Downward Transient Deflection Upward Transient Deflection Downward Total Deflection Upward Total Deflection 0.000 in Ratio = 0 <360 -0.002 in Ratio = 68287 >=36 0.005 in Ratio = 31010>=18 0.000 in Ratio = 999 <180 Cross Section Strength & inertia Top & Bottom references are for tension side of section Cross Section Bar Layout Description Max Mu (k -ft) Phi*Mn (k -ft ) Bottom Top Moment of Inertia (inM ) Bottom Top (gross Icr-Bottom la- Top Section 1 3-#7 @ d=27',3- #7 @ d=3', Vertical Reactions 0.00 0.00 204.72 204.72 •27,000.00 8,295.51 8,295.51 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +O+H +D+L+H +0+Lr+H +D+S+H +D+0.750Lr+0.750L+H +0+0.750L+0.750S+H 3.699 0.637 3.062 3.062 3.699 3.062 3.540 3.062 3.699 0.637 3.062 3.062 3.699 3.062 3.540 3.062 • ••••rt rr • D(0.075) L00.091) W(-0.24) • • • • •• • • •••• • • •••• ••• • • • t i + •• • 12"wx30"h Span=14.0 R ••••• •••••-- • • • • • • • • • • • — •• ••� • • • • • • • • Cross Section & Reinforcing Details • Rectangular Section, Width = 12.0 in, Height = 30.0 in Span #1 Reinforcing.... 347 at 3.0 in from Bottom, from 0.0 to 14.0 ft in this span Applied Loads Beam self weight calculated and added to Toads - - Load for Span Number 1 --- - _ Uniform Load : D = 0.0750, Lr = 0.0910, W = -0.240 k/ft, Tributary Width =1.0 ft tESIGN.:SUMMARY, - •• • • • • • - • • • • • • , . • • •• • 347 at 3.0 in from Top, from 0.0 to14,0t is this spare'. • • • Service Toads entered. Load Factors will be appliedrfor Calculations. Design OK Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Location of maximum on span Span # where maximum occurs 0.080: 1 Typical Section 16.430 k -ft 204.717 k -ft 7.013 ft Span # 1 Maxim Max Max Max Max um Deflection Downward Transient Deflection Upward Transient Deflection Downward Total Deflection Upward Total Deflection 0.000 in Ratio = 0 <360 -0.002 in Ratio = 68287 >=36 0.005 in Ratio = 31010>=18 0.000 in Ratio = 999 <180 Cross Section Strength & inertia Top & Bottom references are for tension side of section Cross Section Bar Layout Description Max Mu (k -ft) Phi*Mn (k -ft ) Bottom Top Moment of Inertia (inM ) Bottom Top (gross Icr-Bottom la- Top Section 1 3-#7 @ d=27',3- #7 @ d=3', Vertical Reactions 0.00 0.00 204.72 204.72 •27,000.00 8,295.51 8,295.51 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +O+H +D+L+H +0+Lr+H +D+S+H +D+0.750Lr+0.750L+H +0+0.750L+0.750S+H 3.699 0.637 3.062 3.062 3.699 3.062 3.540 3.062 3.699 0.637 3.062 3.062 3.699 3.062 3.540 3.062 • Rochell Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 Tel. (305) 649-4049 Title Block Line 6 Project Title: Ockert + Ortiz Residence Engineer: Alex Rochell, P.E. Project Descr: Project ID: Printed: 16 APR 2016, 5:24PM Concrete Beam Lic. # : KW -06007358 Description : RB -9 Vertical'Reactions Support notation : Far left is #1 File = y: 1ENERCALCIENERCALC Data Filesb kert+ortiz residence.ec6 ENERCALC, INC. 1983-2016, Build:6.16.4.12, Ver.6.16.4.12 Licensee : ROCHELL ENGINEERING INC. Load Combination Support 1 Support 2 40+0.60W+H +D+0.70E+H +0+0.750Lr+0.750L+0.450W+H +0+0.750L+0.750S+0.450W41 +0+0.750L+0.750S+0.5250E41 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Shear Stirrup Requirements 2.054 3.062 2.784 2.306 3.062 0.829 1.837 3.062 0.637 2.054 3.062 2.784 2.306 3.062 0.829 1.837 3.062 0.637 -1.680 -1.680 Entire Beam Span Length : Vu < PhiVd2, Req'd Vs = Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results (k -ft)• •••• • Segment Length Span # in Span Mu : Max Phi'Mnx • • •Stress Ra!o MAXimum BENDING Envelope Span # 1 +1.40D+1.60H Span # 1 +1.20D+0.50Lr+1.60L+1.60H Span # 1 +1.20D+1.60L+0.50S+1.60H Span # 1 +1.200+1.60Lr+0.50L+1.60H Span # 1 +1.200+1.60Lr+0.50W+1.60H Span # 1 +1.20D+0.50L+1.60S+1.60H Span # 1 +1.200+1.60S+0.50W+1.60H Span # 1 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 +1.20D+0.50L+0.50S+W+1.60H Span # 1 +1.20D+0.50L+0.20S+E+1.60H Span # 1 +0.90D+W+0.90H Span # 1 +0.90D+E+0.90H Span # 1 Overall Maximum Deflections • • • • 1 14.000 16.43 204.721:• • 0.08 • • • • • 1 14.000 15.01 204.T1 • • 0.017 • • • • • 1 14.000 13.98 20i.:2'...... 0.07• • • ' • • • • • • 1 14.000 12.86 204.12 • • 0.06• • • • • • 1 14.000 16.43 202.72 • : 0.08 - • • •• • • • 1 14.000 13.49 201.22 •• : 0.07• • • • • • 1 14.000 12.86 204.72 0.06• • • _ 1 14.000 9.92 204.72 0.05- 1 14.000 - 8.10 204.72 0.04 1 14.000 6.98 204.72 0.03 1 14.000 12.86 204.72 0.06 1 14.000 3.77 204.72 0.02 1 14.000 9.65 204.72 0.05 Load Combination Span Max. " Defl Location in Span Load Combination Max. '+• Deli Location in Span +1)4.r+H 1 0.0054 7.000 0.0000 0.000 Rochell Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 Tel. (305) 649-4049 Title Block Line 6 Project Title: Ockert + Ortiz Residence Engineer: Alex Rochell, P.E. Project Descr: Project ID: Printed: 16 APR 2016, 5:25PM Concrete Beam Lic. # : KW -06007358 Description : RB -10 CODE REFERENCES File = y:\ENERCALCIENERCALC Data Fleskicked orfiz residence.ec6 ENERCALC, INC. 1983-2016, Build:6.16.4.12, Ver.6.16.4.12 Licensee : ROCHELL ENGINEERING INC. Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties fc = fr = fcln ' 7.50 yJ Density A., LtWt Factor Elastic Modulus = fy - Main Rebar = E - Main Rebar = 3.0 ksi = 410.792 psi 145.0 pcf 1.0 3,122.0 ksi Phi Values R1 Fy - Stirrups 60.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # Number of Resisting Legs Per Stirrup = Flexure : 0.90 Shear : 0.750 0.850 60.0 ksi 29,000.0 ksi 3 2 0 12 in D(0.2021 Lr(0446) W(-0.6551 ••• • • • ♦ • • •••• 12"wx30"n Span=25.0 ft .. • •. 0011• • •••• ••• • • • • • • •• • Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 30.0 in Span #1 Reinforcing.... 347 at 3.0 in from Bottom, from 0.0 to 25.0 ft in this span Applied Loads - Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.2020, Lr = 0.2460, W = -0.6550 kilt, Tributary Width = 1.0 ft DESIGN 'SUMMARY • • •• •• • • • • •• • • • • 347 at 3.0 in from Top, from 0.0 to 2S.0 ft in Ibis spar: 11 • Service loads entered. Load Factors ill bb appliect+fpn galculatiotis.• • • • . . •• •• • •• • • • • • Design OK Maximum Bending Stress Ratio = 0.409 : 1 - Section used for this span Typical Section Mu : Applied 83.672 k -ft MnPhi : Allowable 204.717 k -ft Location of maximum on span 12.523 ft Span # where maximum occurs Span # 1 Maximum Deflection - Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection - Max Upward Total Deflection 0.026 in Ratio = 11699>=36 -0.068 in Ratio = 4394>=36 0.086 in Ratio = 3486>=18 0.000 in Ratio = 999 <180 Cross Section Strength & Inertia Top & Bottom references are for tension side of section Cross Section Bar Layout Description Max Mu (k -ft) Phi•Mn (k -ft) Moment of Inertia (inM ) Bottom Top Bottom Top I gross lc( - Bottom la - Top Section 1 3-#7 @ d=2T,3- #7 @ d=3', Vertical. Reactions 0.00 0.00 204.72 204.72 27,000.00 8,295.51 8,295.51 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +0+H 40+L+H +0+Lr+H +O+S+H +0+0.750Lr+0.750L+H +D+0.750L+0.750S+H 10.131 -0.679 7.056 7.056 10.131 7.056 9.362 7.056 10.131 -0.679 7.056 7.056 10.131 7.056 9.362 7.056 Rochell Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 Tel. (305) 649-4049 Title Block Line 6 Project Title: Ockert + Ortiz Residence Engineer: Alex Rochell, P.E. Project Descr: Project ID: Printed:16 APR 2016, 5:25PM Concrete Beam Lic. # : KW -06007358 Description : RB -10 Vertical Reactions Support notation : Far left is #1 File = y:1ENERCALCIENERCALC Data FitesbckerHartiz residence.ec6 ENERCALC, INC.1983-2016, Build:6.16.4.12, Ver.6.16.4.12 Licensee : ROCHELL ENGINEERING INC. Load Combination Support 1 Support 2 +D+0.60W+t-1 +D+0.70E+H +040.750Lr+0.750L40.450W+H +040.750L+0.750S+0.450W+H +040.750L40.750S40.5250E+H +0.60D40.60W+0.60H +0.60D40.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Shear Stirrup Requirements 2.144 7.056 5.678 3.372 7.056 -0.679 4.234 7.056. 3.075 2.144 7.056 5.678 3.372 7.056 -0.679 4.234 7.056 3.075 -8.187 -8.187 Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results (k -ft ) Segment Length Span # in Span Mu : Max Phi*Mnx Stress Ratio • • • MAXimum BENDING Envelope Span # 1 +1.40D+1.60H Span # 1 +1.20D40.50Lr+1.60L+1.60H Span # 1 +1.200+1.60L40.50S+1.60H Span # 1 +1.20D+1.60Lr+0.50L+1.60H Span # 1 . +1.20D+1.60Lr+0.50W+1.60H Span # 1 +1.20D+0.50L+1.60S+1.60H Span # 1 +1.20D+1.60S+0.50W+1.60H Span # 1 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 +1.20D+0.50L+0.50S+W+1.60H Span # 1 +1.20D40.50L+0.20S4E+1.60H Span#1 _ +0.90D+W+0.90H Span#1 40.9004€40.90H Span # 1 Overall Maximum Deflections • • ••.. 1 25.000 83.67 204.V. • : 0.44 • • • • • •• 1 25.000 61.74 20.72. : • •. 0.30 • 1 25.000 62.53 204•2• • • • 0.3: • •••• • 1 25.000 52.92 20474 . • • 0.26 • • • • • • • • • • 1 25.000 83.67 204..71 • . 0.41 • • 1 25.000 58.09 204!12 • 0 a • • •• 1 25.000 52.92 204.72 .. : 0.26 •••• • . • •. • 1 _-_ 25.000 27.34 204.72 _ 0.13 1 25.000 11.36 204.72 0.06 1 25.000 1.75 204.72 0.01 1 25.000 _ 52.92 204.72 0.26 1 -25.000 -11.48 204.72 0.06 1 25.000 39.69 204.72 0.19 • • • • • • :• • Load Combination Span Max. • Defl Location in Span Load Combination Max. •+• Defl Location in Span 4D+Lr++1 1 0.0860 12.500 0.0000 0.000 • r -r ROCHELL ENGINEERING, INC. Design of Wood Floor Framing •• • •• •• . • ••• • • • •••• •• .• • •• • . •• • •• •• . 250 Catalonia Avenue — Suite 405, Coral Gables, FL 33134 Tel: 305.649.4049 Fax: 305.649.4149 •••• • • •••• ••• • •• :• • • . • . • • • •• • •. .• • • • •••• •. • •• • •• •• • ROCHELL ENGINEERING Project: Page of Proj. No. Date By 205 Santillane Ave. • Coral Gables, FL 33134 • Tel: 305.649.4049 • Fax: 305.649.4149 icat.l \' 4.0 _ 9 •••• • • • • •••• •• • • ••• • • • • • •• •••••• .• • • • t. • t • • a• y. • • • • , • O y • • • • • • • t •• • ••••• • • • • Rochell Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 Tel. (305) 649-4049 Title Block Line 6 Project Title: Engineer: Alex Rochell, P.E. Project Descr: Ockert + Ortiz Residence Project ID: Printed: 16 APR 2016, 5:33PM Wood Beam Lic. # : KW -06007358 Description : 2x10 wood joists at 16' o.c. (Living Room) CODE REFERENCES File = y:\ENERCALCENERCALC Data Fles1ockertartiz residence.ec6 ENERCALC, INC.1983-2016, Build:6.16.4.12, Vec6.16.4.12 Licensee : ROCHELL ENGINEERING INC. Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species : Southern Pine - 2013 Addendum Wood Grade : No.2: 2" - 4" Thick : 8" Wide Beam Bracing Fb - Tension Fb -Compr Fc - Pr!' Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsional buckling 925 psi 925 psi 1350 psi 565 psi 175 psi 550 psi E : Modulus of Elasticity Ebend- xx 1400ksi Eminbend - xx 510 ksi Density 34.32pcf Repetitive Member Stress Increase Applied Loads Uniform Load : D = 0.0350, L = 0.040 ksf, -Tributary Width = 1.330 ft DESIGN SUMMARY Service Toads entered. Load Factors rrwill•be applied for calculal • •••• • • • • •.. Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination - Location of maximum on span Span # where maximum occurs Maximum Deflection _ Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.870 1 2x10 925.07 psi 1,063.75 psi - +D+L+H - 5.750ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.152 in Ratio = 0.000 in Ratio = 0.285 in Ratio = 0.000 in Ratio = 907 >=360 - 0 <360 484 >=180 0 <180 i • .• •• •=• . _ • • • ▪ • • •_e • ••,•93O8:1•.. 2x10 .• 53.86 psi • :••4f5.00psi • +D+L+H "•• •• 0.000ft • Spar # 1 Maximum Forces & Stresses for Load Combinations - Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C t CL Moment Values M fb Fb Shear Values V iv Fv 40 Length =11.50 ft + D+L+H Length = 11.50 ft + O+Lr+H Length = 11.50 ft +D+S+H Length = 11.50 ft +0+0.750Lr+0.750L+H Length =11.50 ft +0+0.750L+0.750S+t•1 Length =11.50 ft 1 0.451 0.160 1 0.870 0.308 1 0.325 0.115 1 0.353 0.125 1 0.603 0.213 1 0.655 0.232 0.90 1.00 1.25 1.15 1.25 1.15 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.77 431.70 1.65 925.07 0.77 431.70 0.77 431.70 1.43 801.73 1.43 801.73 0.00 957.38 0.00 1063.75 0.00 1329.69 0.00 1223.31 0.00 1329.69 0.00 1223.31 0.00 0.00 0.00 0.23 25.13 157.50 0.00 0.00 0.00 0.50 53.86 175.00 0.00 0.00 0.00 0.23 25.13 218.75 0.00 0.00 0.00 0.23 25.13 201.25 0.00 0.00 0.00 0.43 46.68 218.75 0.00 0.00 0.00 0.43 46.68 201.25 • Rochell Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 Tel. (305) 649-4049 Title Block Line 6 Project Title: Ockert + Ortiz Residence Engineer: Alex RocheII, P.E. Project Descr: Project ID: Printed: 16 APR 2016, 5:33PM Wood Beam Lic. # : KW -06007358 Description : Load Combination 2x10 wood joists at 16" o.c. (Living Room Max Stress Ratios File = y:1ENERCALCIENERCALC Data Flestckert+ortiz residence.ec6 ENERCALC, INC. 1983-2016, Build:6.16.4.12, Ver.6.16.4.12 Licensee : ROCHELL ENGINEERING INC. Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.60W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.254 0.090 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.77 431.70 1702.00 0.23 25.13 280.00 +0+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.254 0.090 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.77 431.70 1702.00 0.23 25.13 280.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.471 0.167 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.43 801.73 1702.00 0.43 46.68 280.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.471 0.167 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.43 801.73 1702.00 0.43 46.68 280.00 +0+0.750L+0.750S+0.5250E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.471 0.167 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.43 801.73 1702.00 0.43 46.68 280.00 +0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.152 0.054 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.46 259.02 1702.00 0.14 15.08 280.00 +0.60D+0.70E+0.60H '1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.152 0.054 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.46 259.02 1702.00 0.14 15.08 280.00 Overall Maximum Deflections Load Combination Span Max. ' " Defl Location in Span Load Combination Max. "+" Dell Location in Span +0+L+H 1 0.2851 5.792 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +0+,S+H +D+0.750Lr+0.750L+H +0+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +0+0.750Lr+0.750L+0.450W+H +0+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 0.574 0.574 0.161 0.161 0.268 0.268 0.574 0.574 0.268 0.268 0.268 0.268 0.497 0.49T 0.497 0.497 0.268 0.268 0.268 - 0.268 0.497 0.497 0.497 0.497 0.497 0.497 0.161 0.161 0.161 0.161 0:268 0.268 0.306 0.306 • • • • • •• • • •••• • • •••• • ••• • • • • • •• • • • •••• • • • • • • •• •• • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • •• • •••• • • • • • •• • Rochell Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 Tsl. (305) 649-4049 Title Block Line 6 Project Title: Ockert + Ortiz Residence Engineer: Alex Rochell, P.E. Project Descr: Project ID: Printed: 16 APR 2016, 5:36PM Wood Beam Lic. # : KW -06007358 Description : 2x12 wood joists at 12' o.c. (Master Bedroom CODE REFERENCES File = y:1ENERCALCIENERCALC Data Files ockert+ortiz residence.ec6 ENERCALC, INC. 1983-2016, Build:6.16.4.12, Ver.6.16.4.12 _ Licensee : ROCHELL ENGINEERING INC. Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Beam Bracing : Southern Pine - 2013 Addendum : No.2: 2" - 4" Thick : 12" Wide Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsional buckling 750 psi 750 psi 1250 psi 565 psi 175 psi 450 psi E : Modulus of Elasticity Ebend- xx 1400 ksi Eminbend - xx 510 ksi Density 34.32pcf Repetitive Member Stress Increase D(0.035 L(0.04) i * i 2x12 Span =15.0ft •••• • • • • • •••• • ••• • • • • •• • ••• • •• •• • • • •••• • • • • • Applied Loads Uniform Load : D = 0.0350, L = 0.040 ksf, Tributary Width = 1.0 ft DESIGN SUMMARY •••• • • • Service loads entered. Load Facjj »iilLbe appligd foj calculat ort • • • • • • •• • •• ••• • Desi•n OK Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection - Max Downward Total Deflection Max Upward Total Deflection 0:928 1 2x12 800.00 psi 862.50 psi +D+L+H 7.500ft Span#1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.184 in Ratio = 0.000 in Ratio = - 0.345 in Ratio = 0.000 in Ratio = - 978 >=360 0 <360 521 >=180 0 <180 • _ • • • • • •s• • ;...D.2so :1•••• • 2x12 • •••;+t.80pSi • • 175.00 psi +D+L+H 14.069 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i C r Cm C CL Moment Values M fb Pb Shear Values V fv PI/ +0+H Length = 15.0 ft +041-+H Length = 15.0 ft +D+Lr+H Length =15.0 ft +D+S+H Length = 15.0 ft +0+0.750Lr+0.750L41 Length = 15.0 ft +0+0.750L+0.750S+H Length = 15.0 ft 1 0.481 1 0.928 1 0.346 1 0.376 1 0.643 1 0.699 0.130 0.90 1.000 1.00 1.15 1.00 1.00 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.250 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.093 1.25 1.000 1.00 1.15 1.00 1.00 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.102 1.15 1.000 1.00 1.15 1.00 1.00 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.174 1.25 1.000 1.00 1.15 1.00 1.00 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.189 1.15 1.000 1.00 t15 1.00 1.00 1.00 0.98 373.33 2.11 800.00 0.98 373.33 0.98 373.33 1.83 693.33 1.83 693.33 0.00 776.25 0.00 862.50 0.00 1078.13 0.00 991.88 0.00 1078.13 0.00 991.88 0.00 0.23 0.00 0.49 0.00 0.23 0.00 0.23 0.00 0.43 0.00 0.43 0.00 20.44 0.00 43.80 0.00 20.44 0.00 20.44 0.00 37.96 0.00 37.96 0.00 157.50 0.00 175.00 0.00 218.75 0.00 201.25 0.00 218.75 0.00 201.25 • • Rochell Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 Tel. (305) 649-4049 Title Block Line 6 Project Title: Ockert + Ortiz Residence Engineer: Alex Rochell, P.E. Project Descr: Project ID: Printed: 16 APR 2016, 5:36PM Wood Beam Lic. # : KW -06007358 Description : Load Combination 2x12 wood joists at 12" o:c. (Master Bedroom) Max Stress Ratios File = y:1ENERCALCIENERCALC Data Fdesbckert+ortiz residence.ec6 ENERCALC, INC.1983-2016, Build:6.16.4.12, Ver.6.16.4.12 Licensee : ROCHELL ENGINEERING INC. Moment Values Shear Values Segment Length Span # M V Cd C FN CI Cr Cm C t CL M tb F'b V fv F'v +D+0.60W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.271 0.073 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.98 373.33 1380.00 0.23 20.44 280.00 +D+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.271 0.073 1.60 1.000 1.00 1.15 1.00 ' 1.00 1.00 0.98 373.33 1380.00 0.23 20.44 280.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.502 0.136 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.83 693.33 1380.00 0.43 37.96 280.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.502 0.136 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.83 693.33 1380.00 0.43 37.96 280.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.502 0.136 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.83 693.33 1380.00 0.43 37.96 280.00 ' +0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft , 1 0.162 0.044 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.59 224.00 1380.00 0.14 12.26 280.00 +0.60D+0.70E+0.60H ` 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.162 0.044 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.59 224.00 1380.00 0.14 12.26 280.00 Overall Maximum Deflections Load Combination - Span Max. ' " Defl Location in Span Load Combination Max. "+" Dell Location in Span +D+L+H 1 0.3449 7.555 Vertical Reactions Support notation : Far left is #1 0.0000 0.000 •••• Values in KIPS • • • .... Load Combination Support 1 Support 2 • . • • •• • .•. • Overall MAXimum Overall MINimum +D+H +D+t.+li +D+L.r+H +D+S+H +D+0.750Lr+0.750L+H +0+0.750L+0.750S+H +0+0.60W+H +D+0.70E+H +D+ 0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.600+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only L Only_ - S Only W Only E Only H Only 0.563 0.563•• • • .. 0.158 0.158 • 0.263 0.263 0.563 0.563 . •••• . • • 0.263 0.263 •••• • • 0.263 0.263• ••• • • . • . 0.488 0.488 • • • • • • • 0.488 0.488 • • • 0.263 0.263 • . . • • • 0.263 0.263 . - • 0.488 0.488- • ▪ • •. _• •.•. • • 0.488 0.488 •• •• •• • 1 0.488 0.488 0.158 0.158 0.158 0.158 0.263 0.263 0.300 0.300 ROCHELL ENGINEERING, INC. Masonry Wall Design per ACI 530-0$• •'' ••• • • • •••• • ••• .• • • • •• • •••• • • • •••• • • • •. • • •• • • •• ••• • • ••• • • -• • •• •• • • • • •• •• • -•••• • • • • • 205 Santillane Avenue, Coral Gables, Florida 33134 Tel: 305.649.4049 Fax: 305.649.4149 Project: Page of Proj. No. Date By ROCHELLENGINEERING 205 Santillane Ave. • Coral Gables, FL 33134 • Tel: 305.649.4049 • Fax: 305.649.4149 ,,f•Phr-tL 3Z .... • • • • •••• • •, • •• •• ••• • .• •• • i' rr / ., t .. 4: • •• .• •.• •.• • • •; ROCHELL ENGINEERING, INC. Project Name: Wall ID: Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Ockert + Ortiz Residence Garage Masonry Wall (Zone 4) 8" Masonry Wall Design (Code Ref: ACI 530-08 & MSJC 2008) Input Data: Wall Height, H = Wall Thickness, t = Wall Vertical Reinforcing = Reinforcement Area, Ast Effective Section Width, b = Effective Depth, d = Tensile Strength, Fs= Comp. Strength, F'm = Mod. of Elasticity, Es = Mod. of Elasticity,' Em = Wall Analysis: Acting Moment, M = Reinf. Ratio, p = Radius of Gyration, r = h'/r = Moment of Inertia, I = Net Block Area, An = Axial Fa = 0.25*F'm[1-(h'/140r)^2]= fa(DL+LL) = P/An = fa[0.6DL+0.6(Lat+Upl)] = fa(DL+0.75LL+0.75*0.6W) = fa(DL) = Bending: Fb Allowable = 1/3 F'm = n = Es / Em = k= j = 1-k/3 = 10 7.625 ft. in. #5 32 in o.c. 0.31 32 3.81 24,000 1,500 29,000,000 1,350,000 538 0.00254 2.59 46 343.7 46.0 334 28 54 7 20 495 21.5 0.28 0.91 sq. in. in. in. psi psi psi psi ft -lbs. < 99. In°/ft Int/ft Dead Loads = Live Loads= Wind Uplift = Wind Loads = Lateral Loads = Weight of Wall = 326 398 -492 43 115 580 lbs./ft. Ibs./ft. lbs./ft. psf Ibs./ft. lbs./ft. ASD Load Combinations: (per ASCE 7 j .... Dead Load = 906'Ibslit' (DL+LL) fa/Fa = Dead Load + Live Load = '..' :1,304•I1c./ft. <1.0 OK ,.. '= 0.6Dead + (Lateral+Uplift) = 0.6DL+ (Lat+Uplift) fa/Fa + fb/Fb = 2,465 Ibs.7ft; Dead + 0.75Live + 0.75(Wind) = • 342 Ibsdft. . • . OK Deflection: "" • Max. Allowed, 0180' `: ": . ".' . 0.67 Computed deflection, 811/0/384EI = • 0.25 Deflection Check = . . . OK'. ' .-,:•° . psi (Allowable Axial Compressive Stress) psi (Max. Axial Compressive Stress) psi psi psi psi Max. Bending Stress, fb = Steel Bending Stress, fs = Add'Ifs= • . • • . .. • -291 16,064 0 psi - psi psi (Axial Tension) Combined Stresses: 1. Axial Compressive Stresses (DL+LL) fa/Fa = ' 40.08 <1.0 OK ,.. '= 2. Bending Comp. Stresses 0.6DL+ (Lat+Uplift) fa/Fa + fb/Fb = '- 0.75 <1.0 OKt^;',,' 3. Steel Bending Stresses fs/Fs = „ x:,:0:67 < 1.0 OK:r,VV,1 4. Bending+Axial Comp. DL + 0.75LL + 0.75(Wind) = I.. i; ==.0:61 < 1.0 OKHr: ti4 Notes: Masonry design assumes special inspection provided & conforming to 2014 FBC requirements Combined stresses results shall not exceed 1.0 unity value (Kd = 0.85) • . ROCHELL ENGINEERING, INC. Project Name: Wall ID: Roche!! Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Ockert + Ortiz Residence Garage Masonry Wall (Zone 5) 8" Masonry Wall Design (Code Ref: ACI 530-08 & MSJC 2008) Input Data:, Wall Height, H = Wall Thickness, t = Wall Vertical Reinforcing = Reinforcement Area, Ast = Effective Section Width, b = Effective Depth, d = Tensile Strength, Fs= Comp. Strength, F'm = Mod. of Elasticity, Es = Mod. of Elasticity, Em = Wall'Analysis: Acting Moment, M = Reinf. Ratio, p = Radius of Gyration, r = h'/r = Moment of Inertia, I = Net Block Area, An = Axial : Fa = 0.25*F'm[1-(h1140r)^2]= fa(DL+LL) = P/An = fa[0.6DL+0.6(Lat+UpI)] = - fa(DL+0.75LL+0.75*0.6W) = fa(DL) = Bending: Fb Allowable = 1/3 F'm = n = Es / Em = k= j = 1-k/3 = 10 7.625 ft. in. #5 0.31 32 3.81 24,000 1,500 29,000,000 1,350,000 625 0.00254 2.59 46 343.7 46.0 334 • 28 54 8 20 495 21.5 0.28 0.91 sq. in. in. in. psi psi psi psi ft -lbs. 32 in o.c.I < 99 Ina/ft Int/ft Dead Loads = Live Loads = Wind Uplift = Wind Loads = Lateral Loads = Weight of Wall = 326 398 -492 50 133 580 lbs./ft. lbs./ft. lbs./ft. psf lbs./ft. lbs./ft. ASD Load Combinations: (per ASCE 7-14 •... Dead Load = 1. Axial Compressive Stresses (DL+LL) fa/Fa = . 9081 Wit? Dead Load + Live Load = •. • : 1,304 Ws./ft. 0.6Dead + (Lateral+Uplift) = .. ... 2,465 Ibs'/tt: Dead + 0.75Live + 0.75(Wind) = .. L. 356 Ibsdft. .... • . . . ...... Deflection: •••• Max. Allowed, U180'6166: ••.•. 0.67 • . .••' . . Computed deflection, SOVIi41384EI = •' • 0.29 . Deflection Check = . • • Olr:. us= •. psi (Allowable Axial Compressive Stress) psi (Max. Axial Compressive Stress) psi psi psi psi Max. Bending Stress, fb = Steel Bending Stress, fs = Add'I fs = • . . . . 339 18,679 0 psi . .... . . . .. . psi psi (Axial Tension) Combined Stresses: 1. Axial Compressive Stresses (DL+LL) fa/Fa = . •':-..''().-08 < 1.0 OKK :. lif';^ 2. Bending Comp. Stresses 0.6DL+ (Lat+Uplift) fa/Fa + fb/Fb `w 0.84 <1.0.. . 3. Steel Bending Stresses fs/Fs = . '.0:78 < 1.0 OK:,4:1 ' 4. Bending+Axial Comp. DL + 0 75L + 0.75(wind) = :,~... y'' 0:7.1: < 1.0 OK LIM.4 Notes: Masonry design assumes special inspection provided & conforming to 2014 FB C requirements Combined stresses results shall not exceed 1.0 unity value (Kd = 0.85) • . ROCHELL ENGINEERING, INC. Project Name: Wall ID: Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134' Ockert + Ortiz Residence Garage Wall with 3'-0' opening 8" Masonry Wall Design w/ Openings (Code Ref: ACI 530-08) Input Data: Member Height, H = Masonry Opening Width= Wall Thickness, t = Wall Vertical Reinforcing = Reinf. At Opening = Reinf. Area, Ast = Effective Section Width, b = Effective Depth, d = Tensile Strength, Fs = Comp. Strength, F'm = Mod. of Elasticity, Es = Mod. of Elasticity, Em = Wall Analysis: Acting Moment, M = Reinf. Ratio, p = Radius of Gyration, r = h'/r = Moment of Inertia, I = Net Block Area, An = Axial :- Fa = 0.25*F'm[1-(h7140r)^2] = fa(DL+LL) = P/An = - fa[0.6DL+0.6(Lateral+Uplift)] = fa(DL+0.75LL+0.75*0.6W) = Bending: Fb=1/3F'm = n = Es/Em = k= j=1 -k/3= 10 3 7.625 ft. ft. in. #5 @32ino.c. 1 #6 0.44 20 3.81 24,000 1,500 29,000,000 1,350,000 538 0.0058 2.59 46 343.7 46.0 334 28 12 39 495 21.5 0.39 0.87 sq. in. in. in. psi psi psi psi ft -lbs. < 99 I n°/ft Int/ft Dead Loads = Live Loads = Wind Uplift = Wind Loads = - Lateral Loads = Wt. of Wall = 326 398 -492 43 136 580 Ibs./ft. lbs./ft. Ibs./ft. psf Ibs./ft. Ibs./ft. Load Combinations: (per 2014 FBC) ••••• • Dead Load = •• •Dead 1. Axial Compressive Stresses • s 906' b% /ft. Load + Live Load = 2. BendingCom Stresses •• • 1,3011'It ./Q. 0.6Dead + (Lateral+ Uplift) = •••••• • 284 Ibs•Rt. Dead + 0.75Live + 0.75(Wind) = • • • • • • 938 Ib%./ft. OK psi (Allowable Axial Compressive Stress) psi (Max. Axial Compressive Stress) psi psi psi fb = fs = Add'I fs = • • •..• . . •• . • • •. • • . • .. . . • • • • •_ . . • • • . • • . • . . • • . • • . .• . •••• • • • .• . 415 14,000 0 psi psi psi (Axial Tension) Combined Stresses: 1. Axial Compressive Stresses (DL+LL) fa/Fa + fb/Fb = . ,.. 0.08 < 1.0 OK> K ;�,t' .61; 2. BendingCom Stresses (0.6Dl+Lat+u I fa/Fa + fb/Fb = ':.' :x;.0;87 < 1.0 OK 3. Steel Bending Stresses fs/Fs = .- "'0.58 < 1.0 OK.Iw : 4. Bending + Axial Comp. DL+0.75LL+0.75(W) =' Tz Y. ;0.96 < 1.0 OK- r, :` Notes: Masonry design assumes special inspection provided & conforming to 2014 FBC requirements Combined stresses results shall not exceed 1.0 unity value (Kd = 0.85) ROCHELL ENGINEERING, INC. Project Name: Wall ID: Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Ockert + Ortiz Residence Garage Wall with 6'-0' opening 8" Masonry Wall Design w/ Openings (Code Ref: ACI 530-08) Input Data: Member Height, H = Masonry Opening Width= Wall Thickness, t = Wall Vertical Reinforcing = Reinf. At Opening = Reinf. Area, Ast = Effective Section Width, b = Effective Depth, d = Tensile Strength, Fs = Comp. Strength, F'm = Mod. of Elasticity, Es = Mod. of Elasticity, Em = Wall Analysis: Acting Moment, M = Reinf. Ratio, p = Radius of Gyration, r = h'/r = Moment of Inertia, I = Net Block Area, An = Axial : Fa = 0.25"F'm[1-(h1140r)^2] = fa(DL+LL) = P/An = fa[0.6DL+0.6(Lateral+Uplift)] fa(DL+0.75Lt+0.75*0.6W) _ Bending: Fb = 1/3 F'm =. n= Es/Em = k= j=1 -k/3= 10 6 7.625 ft. ft. in. #5 @ 32 in o.c. 1 #6 0.44 20 3.81 24,000 1,500 29,000,000 1,350,000 538 0.0058 2.59 46 343.7 46.0 334 28 17 60 495 21.5 0.39 0.87 sq. in. in. in. psi psi psi psi. ft -lbs. < 99 In4/ft In2/ft Dead Loads = Live Loads = Wind Uplift = Wind Loads = Lateral Loads = Wt. of Wall = 326 398 -492 43 201 580 Ibs./ft. Ibs./ft. Ibs./ft. psf Ibs./ft. Ibs./ft. Load Combinations: (per 2014 FBC) Dead Load = 906 Ibs./ft. Dead Load + Live Load = 1,304 Ibs./ft. 0.6Dead + (Lateral+ Uplift) = 284 Ibs./ft. Dead + 0.75Live + 0.75(Wind) = 986 Ibs./ft. OK' psi (Allowable Axial Compressive Stress) psi (Max. Axial Compressive Stress) psi psi psi fb = fs = Add'I fs = • . • . . .. • • .... .... . . • • .... .... •_ • . .. .. . • . . . .. . . . • .. . . • . .' • • . • • . • . . .. . .... . • . ... 612 20,632 0 psi psi psi (Axial Tension) Combined Stresses: 1. Axial Compressive Stresses (DL+LL) fa/Fa + fb/Fb = <1.0 ",:44..I -V4.08 OKAt__ 2. Bending Comp. Stresses (0.6Di+Lat+UPI) fa/Fa + fb/Fb = a;.` ;', J.29 <1.0 JAU E 3. Steel Bending Stresses fs/Fs = 1%11 0:86 <1.0 01(144".4i- 4. Bending + Axial Comp. DL+0.75LL+0.75(W) = `'. X1;°42 < 1.0 tFALSEC Notes: Masonry design assumes special inspection provided & conforming to 2014 FBC requirements Combined stresses results shall not exceed 1.0 unity value (Kd = 0.85) . • PL4 £c � s � •e- ROCHELL ENGINEERING z. - N Project: Project: Page of Proj. No. Date By 205 Santillane Ave. • Coral Gables, FL 33134 • Tel: 305.649.4049 • Fax: 305.649.4149 0 P--c=•(=z.F- ()C- st�.s`; NSs 0,... •.. _•. • • ••••, . •. • •••• '• ••••. _ • • �• 01.---! •••••• 1 i Q..;,. (die l^l 1 t • I. i ROCHELL ENGINEERING, INC. Project Name: Wall ID: Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Ockert + Ortiz Residence Living Room Masonry Wall (Zone 4) 8" Masonry Wall Design (Code Ref: ACI 530-08 & MSJC 2008) Input Data: Wall Height, H = Wall Thickness, t = Wall Vertical Reinforcing = Reinforcement Area, Ast = Effective Section Width, b = Effective Depth, d = Tensile Strength, Fs= Comp. Strength, F'm = Mod. of Elasticity, Es = Mod. of Elasticity, Em = Wall Analysis: Acting Moment, M = Reinf. Ratio, p = Radius of Gyration, r = h'/r = Moment of Inertia, I = Net Block Area, An = Axial : Fa = 0.25*F'm[1-(h1140r)"2]= fa(DL+LL) = P/An = - fa[0.6DL+0.6(Lat+UpI)] = fa(DL"+0.75LL+0.75*0.6W) = fa(DL) = Bending: Fb Allowable = 1/3 F'm = n = Es / Em = k= j = 1-k/3 = 8.17 7.625 ft. in. #5 @32ino.c. 0.31 32 3.81 24,000 1,500 29,000,000 1,350,000 375 0.00254 2.59 38 343.7 46.0 348 26 33 --8 17 ___ 495 21.5 0.28 0.91 sq. in. in. in. psi psi psi psi ft -lbs. - < 99 In°/ft In2/ft Dead Loads = Live Loads = Wind Uplift = Wind Loads = Lateral Loads = Weight of Wall = 326 398 -492 45 120 474 lbs./ft. lbs./ft. lbs./ft. psf lbs./ft. lbs./ft. ASD Load Combinations: (per ASCE 7-14 Dead Load = 800 lbs./ft. Dead Load + Live Load = 1,198 lbs./ft. 0.6Dead + (Lateral+Uplift) = 1,500 lbs./ft. Dead + 0.75Live + 0.75(Wind) = 346 lbs./ft. Deflection: ••-• Max. Allowed, U18q, _ • ' • _ • „ • 0.54 Computed deflection, 5SJ•/3D4EI = • _ 0.12 Deflection Check = Ott, • •• psi (Allowable Axial Compressive -Stress) psi (Max. Axial Compressive Stress) psi psi _ - psi psi _ Max. Bending Stress, fb = Steel Bending Stress,-fs = Add'I fs = • • • • • • • •• . • . • • • .. • •• •• • _• -. • • • • • •• • 204 11,221 0 psi • • • • .••. • • • •. • psi psi (Axial Tension) Combined Stresses: 1. Axial Compressive Stresses (DL+LL) fa/Fa = st . ''1'0107 < 1.0 OK+:e 2. Bending Comp. Stresses 0.6DL+ (Lat+Uplift) fa/Fa + fb/Fb = ' ,''°1. 10.51 < 1.0 OKitky4 s` 3. Steel Bending Stresses fs/Fs = »a;.. ,410.47 < 1.0 01(11 .. 4. Bending+Axial Comp. DL + 0.75LL + 0.75(Wind) = ,:•? '=...",13A3 < 1.0 01Cr rz Notes: Masonry design assumes special inspection provided & conforming to 2014 FBC requirements Combined stresses results shall not exceed 1.0 unity value (Kd = 0.85) . • • • • . w• • • • • ROCHELL ENGINEERING, INC. Project Name: Wall ID: Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Ockert + Ortiz Residence Living Room Masonry Wall (Zone 5) 8" Masonry Wall Design (Code Ref: ACI 530-08 & MSJC 2008) Input Data: Wall Height, H = Wall Thickness, t = Wall Vertical Reinforcing = Reinforcement Area, Ast = Effective Section Width, b = Effective Depth, d = Tensile Strength, Fs= Comp. Strength, F'm = Mod. of Elasticity, Es = Mod. of Elasticity, Em = Wall Analysis: Acting Moment, M = Reinf. Ratio, p = Radius of Gyration, r = h'/r = Moment of Inertia, I = Net Block Area, An = Axial : Fa = 0.25*F'mj1-(h7140r)^2]= fa(DL+LL) = P/An = fa[0.6DL+0.6(Lat+UpI)] = fa(DL+0.75LL+0.75*0.6W) = fa(DL) = Bending: _: Fb Allowable = 1/3 F'm = n = Es / Em = k= j = 1-k/3 = 8.17 7.625 ft. in. #5 @32ino.c. 0.31 32 3.81 24,000 1,500 29,000,000 1,350,000 442 0.00254 2.59 38 343.7 46.0 348 26 33 8 17 495 21.5 0.28 0.91 sq. in. in. in. psi psi psi psi ft -lbs. < 99 In°/ft In2/ft Dead Loads = Live Loads = Wind Uplift = Wind Loads = Lateral Loads = Weight of Wall = 326 398 -492 53 141 474 lbs./ft. Ibs./ft. lbs./ft. psf Ibs./ft. Ibs./ft. ASO Load Combinations: (per ASCE 7-14 Dead Load = 800 Ibs./ft. Dead Load + Live Load = 1,198 lbs./ft. 0.6Dead + (Lateral+Uplift) = 1,500 lbs./ft. Dead + 0.75Live + 0.75(Wind) = 362 Ibs./ft. Deflection: Max. Allowed; L/180 = 0.54 Computed deflection, 5WL4/384EI = 0.14 Deflection Check = QES A A' r`t„ psi (Allowable Axial Compressive Stress) psi (Max. Axial Compressive Stress) psi psi - psi psi • . - • . . .. . ••.. . • ..•. ..• . • . •. • . • . .. • . • • • ...•. . . . _Max. Bending Stress, fb = I 240 Steel Bending Stress, fs = Add'Ifs= Ps; • . .• . • . . 13,216 psi - • • • 0 psi (Axial Tension) Combined Stresses: 1. Axial Compressive Stresses (DL+LL) fa/Fa = :::0,07 < 1.0 QK_'r�t�,i: 2. Bending Comp. Stresses o.6DL+ (Lat+Uplift) fa/Fa + fb/Fb = <z0i58 < 1.0 Q] 'i' 3. Steel Bending Stresses fs/Fs = --.:.,1'!:40:55€ r < 1.0 O (Z, - -'9; 4. Bending+Axial Comp. DL + 0.75LL + 0.75(Wind) = x X0:51; < 1.0 OK ,-+ Notes: Masonry design assumes special inspection provided & conforming to 2014 FBG requirements Combined stresses results shall not exceed 1.0 unity value (Kd = 0.85) .. • • ROCHELL ENGINEERING, INC. Project Name: Wall ID: Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Ockert + Ortiz Residence Living Room Wall with 2'-6' opening 8" Masonry Wall Design w/ Openings (Code Ref: ACI 530-08) Input Data: Member Height, H = Masonry Opening Width= Wall Thickness, t = Wall Vertical Reinforcing = Reinf. At Opening = Reinf. Area, Ast = Effective Section Width, b = Effective Depth, d = Tensile Strength, Fs = Comp. Strength, F'm = Mod. of Elasticity, Es = Mod."of Elasticity, Em = Wall Analysis: Acting Moment, M = Reinf. Ratio, p = Radius of Gyration, r = h'/r = Moment of Inertia, I = Net Block Area, An = Axial : Fa = 0.25*F'm[1-(h'/140r)"2] =- fa(DL+LL) = P/An = -- fa[0.6DL+0.6(Lateral+Uplift)] = fa(DL+0.75LL+0.75*0.6W) = Bending: Fb=1/3F'm = n = Es/Em = - k= j=1 -k/3= 8.17 2.5 7.625 ft. ft. in. #5 @ 32 in o.c. 1 #5 0.31 20 3.81 24,000 1,500 29,000,000 1,350,000 375 0.0041 2.59 38 343.7 46.0 348 26 7 31 495 21.5 0.34 0.89 sq. in. in. in. psi psi psi psi ft -lbs. < 99 In4/ft Int/ft Dead Loads = Live Loads = Wind Uplift = Wind Loads = Lateral Loads = Wt. of Wali = 326 398 -492 45 131 474 lbs./ft. Ibs./ft. Ibs./ft. psf Ibs./ft. lbs./ft. Load Combinations: (per 2014 FBC) Dead Load = 800 lbs./ft. Dead Load + Live Load = 1,198 lbs./ft. 0.6Dead + (Lateral+ Uplift) = 177 lbs./ft. Dead + 0.75Live + 0.75(Wind) = 828 lbs./ft. OK psi (Allowable Axial Compressive Stress) psi (Max. Axial Compressive Stress) psi psi - psi fb= fs = - Add'I fs = .... . . . . - .... -. . . . .. . ... .. • . . . .... • ...._ 30▪ 1 )Sr • .. • . . ._ .. . • - . . • . • 12,547 0 psi' psi (Axial 7'dnsidn) Combined Stresses: . ,1. Axial Compressive Stresses (DL+LL) fa/Fa + tb/Fb = < 1.0 '' !";0:07 OK ____ 2. Bending Comp. Stresses (0.6DI+Lat+Upl) fa/Fa + fb/Fb=.:_f`0:63 <1.0 01-0, 3. Steel Bending Stresses fs/Fs = Y,; `'t 0:52 < 1.0 OK°irk 4. Bending + Axial Comp. DL+0.75LL+0.75(W) = *. ,•, 0.70 <1.0 4' 4w FBC Notes: Masonry design assumes special inspection provided & conforming to 2014 requirements Combined stresses results shall not exceed 1.0 unity value (Kd = 0.85) ROCHELL ENGINEERING, INC. Project Name: Wall ID: Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Ockert + Ortiz Residence Living Room Wall with 9'-0' opening 8" Masonry Wall Design w/ Openings (Code Ref: ACI 530-08) Input Data: Member Height, H = Masonry Opening Width= Wall Thickness, t = Wall Vertical Reinforcing = Reinf. At Opening = Reinf. Area, Ast = Effective Section Width, b = Effective Depth, d = Tensile Strength, Fs = Comp. Strength, F'm = Mod. of Elasticity, Es = Mod. of Elasticity, Em = Wall Analysis: Acting Moment, M = Reinf. Ratio, p = Radius of Gyration, r = h'/r = Moment of Inertia, I = Net Block Area, An = Axial : Fa = 0.25*F'm[1-(h1140r)"2] = fa(DL+LL) = P/An = fa[0.6DL+0.6(Lateral+Uplift)] = --fa(DL+0.75LL+0.75*0.6W) = Bending: Fb=1/3F'm = n = Es/Em = k= j=1=k/3= 8.17 9 7.625 ft. ft. in. #5 @ 32 in o.c. 1 #5 0.31 20 3.81 24,000 1,500 29,000,000 1,350,000 375 0.0041 2.59 38 343.7 '46.0 348 —26 14 75 _495 21.5 --0.34 0.89 sq. in. in. in. psi psi psi psi ft -lbs. < 99 In°/ft In2/ft Dead Loads = Live Loads = Wind Uplift = Wind Loads = Lateral Loads = Wt. of Wall 326 398 -492 45 278 474 lbs./ft. Ibs./ft. Ibs./ft. psf Ibs./ft. Ibs./ft. Load Combinations: (per 2014 FBC) Dead Load = 800 lbs./ft. Dead Load + Live Load = 1,198 Ibs./ft. 0.6Dead + (Lateral+ Uplift) = 177 lbs./ft. Dead + 0.75Live + 0.75(Wind) = 937 Ibs./ft. OK: •••• • • • • •••• • • • •• • •- ••• • • • • • •• - • psi (Allowable Axial Compressive Stress) _ • psi (Max. Axial Compressive Stress) _ • • • • -- • • • • psi- - •••• • _ • • psi psi fb = fs = Add'I fs = •• ••„ • • • 6"35 psi • •• •- • • • ••• • • • • • • • psi • • • • psi (Axial Pension) 26,5Ar 0 Combined Stresses: 1. Axial Compressive Stresses (DL+LL) fa/Fa +fb/Fb =:;;t 0:07 < 1.0 Qk„i, 2. Bending Comp. Stresses (0.6DI+Lat+Upl) fa/Fa + fb/Fb =.!2.,1-.„1:4132 < 1.0 ALSE" 3. Steel Bending Stresses fs/Fs = t-:'1_11:, < 1.0° FALSE R 4. Bending + Axial Comp. DL+0.75LL+0.75(W) = ;.. =' A-0 50 < 1.0 FALSE Notes: Masonry design assumes special inspection provided & conforming to 2014 FBC Combined stresses results shall not exceed 1.0 unity value (Kd = 0.85) ns • •• r • • ••...• • • Prt•-•j e3 C- Gb ROCHELL ENGINEERING Project: Page of Proj. No. Date By 205 Santillana Ave. • Coral Gables, FL 33134 • Tel: 305.649.4049 • Fax: 305.649.4149 (Zooms 7 ZCor� (� (L e(e- .10 •• • • • • "'i t •""• •'i •t• t t ' 1 ••.••�. (• i • i •••••• •• •.t •«••• f •:•• • j ♦ t• t , -4.4—.• .•-.4 _ i : • • • • ) ••.•••• ••..... • �•••c. - ..-• • E i loi t ROCHELL ENGINEERING, INC. Project Name: Wall ID: Roche!! Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Ockert + Ortiz Residence Master Bedroom Masonry Wall (Zone 4) 8" Masonry Wall Design (Code Ref: ACI 530-08 & MSJC 2008) Input Data: Wall Height, H = Wall Thickness, t = Wall Vertical Reinforcing = Reinforcement Area, Ast = Effective Section Width, b = Effective Depth, d = Tensile Strength, Fs= Comp. Strength, F'm = Mod. of Elasticity, Es = Mod. of Elasticity, Em = Wall Analysis: Acting Moment, M = Reinf. Ratio, p = Radius of Gyration, r = h'/r = Moment of Inertia, I = Net Block Area, An = _ Axial : - Fa = 0.25*F'm[1-(0140r)^2]= fa(DL+LL) = P/An = fa[0.6DL+0.6(Lat+UpI)] = fa(DL+0.75LL+0.75`0.6W) = fa(DL) = Bending: Fb Allowable = 1/3 F'm = n = Es / Em = k j = 1-k/3 = 12.17 7.625 ft. in. #6 @ 32 in o.c. 0.44 32 3.81 24,000 1,500 29,000,000 1,350,000 778 0.00361 2.59 56 343.7 46.0 314 28 85 6 21 495 21.5 0.32 0.89 sq. in. in. in, psi psi psi psi ft -lbs. < 99 I n°/ft In2/ft Dead Loads = Live Loads = Wind Uplift = Wind Loads = Lateral Loads = Weight of Wall = 256 312 -412 42 112 706 lbs./ft. lbs./ft. lbs./ft. psf lbs./ft. lbs./ft. ASD Load Combinations: (per ASCE 7-14 (DL+LL) fa/Fa = 0.6DL+ (Lat+Uplift) fa/Fa + fb/Fb = fs/Fs = DL + 0.75LL + o.7s(wnd) = Dead Load = 962 lbs./ft. Dead Load + Live Load = 1,274 lbs./ft. 0.6Dead + (Lateral+Uplift) = 3,928 lbs./ft. Dead + 0.75Live + 0.75(Wind) = 265 lbs./ft. Deflection: Max. Allowed, U180 = Computed deflection, 5WL4/384EI = Deflection Check = 0.81 0.54 OK psi (Allowable Axial Compressive Stress) psi (Max. Axial Compressive Stress) psi psi psi psi • • • • 0 •• •• • • •••• • • •• •• • • • • Max. Bending Stress, fb = ( 371 psi • •••• • • •••• ••• • • • • • • .. •. • • • • •. • • • • Steel Bending Stress, fs = Add'I fs = • • • • • •••• psi •••• • • psi (Axial Tension) 16,639 0 Combined Stresses: 1. Axial Compressive Stresses 2. Bending Comp. Stresses 3. Steel Bending Stresses 4. Bending+Axial Comp. (DL+LL) fa/Fa = 0.6DL+ (Lat+Uplift) fa/Fa + fb/Fb = fs/Fs = DL + 0.75LL + o.7s(wnd) = < 1.0 < 1.0 < 1.0 < 1.0 :;:0.09 OKswak=vi OK 5,1- i'4. -r OK:r' /.A;ra.. t. • g; OK=„*�,,•,,, M. - "';E0.95 ''":0.69 `t):77 Notes: Masonry design assumes special inspection provided & conforming to 2014 FB C requirements Combined stresses results shall not exceed 1.0 unity value (Kd = 0.85) • • • • • • -• • • • •.. •� •_ ROCHELL ENGINEERING, INC. Project Name: Wall ID: Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Ockert + Ortiz Residence Master Bedroom Masonry Wall (Zone 5) 8" Masonry Wall Design (Code Ref: ACI 530-08 & MSJC 2008) Input Data: Wall Height, H = Wall Thickness, t = Wall Vertical Reinforcing = Reinforcement Area, Ast = Effective Section Width, b = Effective Depth, d = Tensile Strength, Fs= Comp. Strength, F'm = Mod. of Elasticity, Es = Mod. of Elasticity, Em = Wall Analysis: Acting Moment, M = Reinf. Ratio, p = Radius of Gyration, r = h'/r = Moment of Inertia, I = Net Block Area, An Axial : Fa = 0.25*F'm[1-(h1140r)^2]= fa(DL+LL) = P/An = _ fa[0.6DL+0.6(Lat+UpI)] = fa(DL+0.75LL+0.75*0.6W) = fa(DL) = Bending: Fb Allowable = 1/3 F'm = n = Es / Em = -k= j = 1-k/3 = 12.17 7.625 ft. in. #6 @ 24 in o.c. 0.44 24 3.81 24,000 1,500 29,000,000 1,350,000 889 0.00481 2.53 58 355.3 51.3 311 26 81 5 19 495 21.5 0.36 0.88 sq. in. in. in. psi psi psi psi ft -lbs. < 99 In'/ft 1n2/ft Dead Loads = Live Loads = Wind Uplift = Wind Loads = _ Lateral Loads = Weight of Wall = 256 312 -412 48 96 742 Ibs./ft. lbs./ft. Ibs./ft. psf lbs./ft. lbs./ft. ASD Load Combinations: (per ASCE 7-14 Dead Load = 998 lbs./ft. Dead Load + Live Load = 1,310 lbs./ft. 0.6Dead + (Lateral+Uplift) = 4,150 lbs./ft. Dead + 0.75Live + 0.75(Wind) = 253 Ibs./ft. OK Deflection: Max. Allowed, U180 = 0.81 Computed deflection, 5WL4/384EI = 0.59 Deflection Check = QK !,: v f. , psi (Allowable Axial Compressive Stress) psi (Max. Axial Compressive Stress) psi psi - psi psi Max. Bending Stress, fb = Steel Bending Stress, fs = Add'I fs = • . • . . •. • . .... . . .... . • • 384Ip5i 14,473 0 psi psi (Axial Tension) . . . .... ... ... . • . .. . . . . .. . . . ..• . - • • .... . . . .. • Combined Stresses: 1. Axial Compressive Stresses (DL+LL) fa/Fa = ' ' .4:. `0.08 < 1.0Ke2.'-k,'-?i:.4. 2. Bending Comp. Stresses 0.6DL+ (Lat+Uplift) fa/Fa + fb/Fb = _+0:96 < 1.0 OK;:" Vsi?` 3. Steel Bending Stresses fs/Fs = -' :10.60 < 1.0 OK'A ' "..Cif;.: 4. Bending+Axial Comp. DL + 0 75LL + 0 75(Wind) = "r _4-''10.79 < 1.0 OK ; ,?t Notes: Masonry design assumes special inspection provided & conforming to 2014 FBC requirements Combined stresses results shall not exceed 1.0 unity value (Kd = 0.85) . . ROCHELL ENGINEERING, INC. Protect Name: 'Wall ID: Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Ockert + Ortiz Residence Master Bedroom Wall with 2'-0" opening 8" Masonry Wall Design w/ Openings (Code Ref: ACI 530-08) Input Data: Member Height, H = Masonry Opening Width= Wall Thickness, t = Wall Vertical Reinforcing = Reinf. At Opening = Reinf. Area, Ast = Effective Section Width, b = Effective Depth, d = - Tensile Strength, Fs = Comp. Strength, F'm = Mod. of Elasticity, Es = Mod. of Elasticity, Em = Wall Analysis: Acting Moment, M = Reinf. Ratio, p = Radius of Gyration, r = h'/r = Moment of Inertia, I = Net Block Area, An = Axial : Fa = 0.25*F'm[17(h7140r)"2] = fa(DL+LL) = P/An = fa[0.6DL+0.6(Lateral+Uplift)] = fa(DL+0.75LL+0.75*0.6W) = Bending: Fb=1/3F'm= n = Es/Em k= j=1 -k/3= 12.17 2 7.625 ft. ft. in. • #6 © 32 ino.c. 1 #7 0.6 20 3.81 24,000 1,500 29,000,000 1,350,000 778 0.0079 2.59 56 343.7 46.0 314 28 -15 34 495 - 21.5 0.44 0.85 sq. in. in. in. psi psi psi psi ft -lbs. < 99 Ino/ft In2/ft Dead Loads = Live Loads = Wind Uplift = Wind Loads = Lateral Loads = Wt. of Wall = 256 312 -421 42 112 706 Ibs./ft. Ibs./ft. lbs./ft. psf Ibs./ft. Ibs./ft. Load Combinations: (per 2014 FBC) Dead Load = 962 Ibs./ft. Dead Load'+ Live Load = 1,274 lbs./ft. 0.6Dead + (Lateral+ Uplift) = 438 lbs./ft. Dead + 0.75Live + 0.75(Wind) = 964 lbs./ft. psi (Allowable Axial Compressive Stress) psi (Max. Axial Compressive Stress) psi psi psi fb = fs = Add'I fs = .... . . • • .... • • . .. . ... . .. . .... • . .... • . • • 4691 12,738 0 • .. . . • • ..• . • • . • • • • . • . -- . • . . . psi psi (Axial Tension) Combined Stresses: 1. Axial Compressive Stresses (DL+LL) fa/Fa + fb/Fb = ":::A09 < 1.0 ______ _> 2. Bending Comp. Stresses (0.6DI+Lat+UPI) fa/Fa + fb/Fb = ..::`'0t98 < 1.0 OKetkig-: 3. Steel Bending Stresses fs/Fs = . :`:0.53 < 1.0 OKIIC __ 4. Bending + Axial Comp. DL+0.75LL+0.75(W) = = 1 °:0;94 < 1.0YLIO' Notes: Masonry design assumes special inspection provided & conforming to 2014 FBC requirements Combined stresses results shall not exceed 1.0 unity value (Kd = 0.85) ROCHELL ENGINEERING, INC. Protect Name: Wall ID: Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Ockert + Ortiz Residence Master Bedroom Wall with 4'-4" opening 8" Masonry Wall Design w/ Openings (Code Ref: ACI 530-08) Input Data: Member Height, H = Masonry Opening Width= Wall Thickness, t = Wall Vertical Reinforcing = Reinf. At Opening = Reinf. Area, Ast = Effective Section Width, b = Effective Depth, d = Tensile Strength, Fs = Comp. Strength, F'm = Mod. of Elasticity, Es = Mod. of Elasticity, Em = Wall Analysis: Acting Moment, M = Reinf. Ratio, p = Radius of Gyration, r = h'/r = Moment of Inertia, I = Net Block Area, An = Axial: - Fa = 0.25*F'm[1-(h'/140r)"2] = fa(DL+LL) = P/An = - fa[0.6DL+0.6(Lateral+Uplift)] = fa(DL+0.75LL+0.75*0.6W) = Bending: Fb=1/3F'm = n = Es/Em = k= j=1 -k/3= 12.17 4.33 7.625 ft. ft. in. #6 @ 32 in o.c. 2 #7 1.2 28 3.81 24,000 1,500 29,000,000 1,350,000 778 0.0112 2.59 56 343.7 46.0 314 28 18 43 495 21.5 0.49 0.84 sq. in. in. in. psi psi psi psi ft -lbs. <99 I n4/ft In2/ft Dead Loads = Live Loads = Wind Uplift = Wind Loads = Lateral Loads = Wt. of WaII = 256 312 -421 42 189 706 lbs./ft. lbs./ft. lbs./ft. psf lbs./ft. lbs./ft. Load Combinations: (per 2014 FBC) Dead Load = 962 lbs./ft. Dead Load + Live Load = 1,274 lbs./ft. 0.6Dead + (Lateral+ Uplift) = 438 Ibs./ft. Dead + 0.75Live + 0.75(Wind) = 1022 Ibs./ft. psi (Allowable Axial Compressive Stress) psi -(Max. Axial Compressive Stress) psi psi psi fb = fs = Add'I fs = • • .... • . O • .. • ... . • • • . . .... • -- .• . • . . • . • . 51)1214: 10,992 0 .. • . • • .. . • . • • . • • . .... •• . • .• • .. • psi psi (Axial Tension) Combined Stresses: 1. Axial Compressive Stresses (DL+LL) fa/Fa + fb/Fb = :'-i,'---',40.09 < 1.09.1..c.::7 -:v.,:„ 2. Bending Comp. Stresses (0.6DI+Lat+Upl) fa/Fa + fb/Fb = a 4:0197 97 < 1.0 OKE°' :; 3. Steel Bending Stresses fs/Fs = -r 0.46 < 1.0 OK 4. Bending + Axial Comp. DL+0.75LL+0.75(W) = .:, A0.94 < 1.0 OKIi/ Notes: Masonry design assumes special inspection provided & confonn!ng to 2014 FBC requirements Combined stresses results shall not exceed 1.0 unity value (Kd = 0.85) ROCHELL ENGINEERING, INC. Project Name: Wall ID: Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Ockert + Ortiz Residence Master Bedroom Wall with 5'-0" opening 8" Masonry Wall Design w/ Openings (Code Ref: ACI 530-08) Input Data: Member Height, H = Masonry Opening Width= Wall Thickness, t = Wall Vertical Reinforcing = Reinf. At Opening = Reinf. Area, Ast = Effective Section Width, b = Effective Depth, d = Tensile Strength, Fs = Comp. Strength, F'm = Mod. of Elasticity, Es = Mod. of Elasticity, Em = Wall Analysis: Acting Moment, M = Reinf. Ratio, p = Radius of Gyration, r = h'/r = Moment of Inertia, I = Net Block Area, An = Axial : Fa = 0.25*F'm[1-(h1140r)^2] = fa(DL+LL) = P/An = fa[0.6DL+0.6(Lateral+Uplift)] = fa(DL+0.75LL+0.75*0.6W) = Bending: Fb = 1/3 F'm = n = Es/Em = k= j = 1-k/3 = 12.17 5 7.625 ft. ft. in. #6 @ 32 in o.c. 2 #7 1.2 28 3.81 24,000 1,500 29,000,000 1,350,000 sq. in. in. in. psi psi psi psi 778 ft -lbs. 0.0112 2.59 56 < 99 343.7 In°/ft 46.0 In2/ft 314 28 20 46 495 21.5 0.49 0.84 Dead Loads = Live Loads = Wind Uplift = Wind Loads = Lateral Loads = Wt. of Wall = 256 312 -421 42 203 706 lbs./ft. lbs./ft. lbs./ft. psf Ibs./ft. Ibs./ft. Load Combinations: (per 2014 FBC) Dead Load = 962 Ibs./ft. Dead Load + Live Load = , 1,274 Ibs./ft. 0.6Dead + (Lateral+ Uplift) = 438 Ibs./ft. Dead + 0.75Live + 0.75(Wind) = 1032 Ibs./ft. OK psi (Allowable Axial Compressive Stress) psi (Max. Axial Compressive Stress) psi - - psi - psi fb = fs = Add'I fs = • • • . • .. • • - . ., • • .. .. • • • • • 571p: ROCHELL ENGINEERING, INC. Notice of Acceptance (NOA) .... . . ••••• • ••. •. ••._ .•• • • •. • •.•• •••• • •. • • • • . • •• • • • • • • • • • • • ._ •_ •• • •• ••• •••• •• • -. 205 Santillane Avenue, Coral Gables, Florida 33134 Tel: 305.649.4049 Fax: 305.649.4149 MIAMI= COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 www.miamidade.govWeconomy Nu-Vue Industries, Inc. 1055 East 291h Street Hialeah, FL 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series AB, NVSTA, NVHTA, NVTHJ, IKE, NVTT and NVHC-37 Steel Wood Connectors - APPROVAL DOCUMENT: Drawing No. NU -1, titled "Truss and Top Plate Anchors", sheets 1. tltrbtigh 4 of 4, dated 02/18/2008, with last revision dated 01/25/2012, prepared by Nu-Vue Induariesi Inc., sfgit'e2l and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control rennt§stemp witflu iha Notice of Acceptance number and expiration date by the Miami -Dade County Produgtcppjrol Section. MISSILE IMPACT RATING: None • • • . .. • LABELING: Each unit shall bear a permanent label with the manufacturers name o>loKoj city, sate, - . model/series, and following statement: -"Miami -Dade County Product Control Approjkbanlessouhanvise noted herein. --- �- RENEWAL of this NOA shall be considered after a renewal application has been filed and there has beep -no change • in the applicable building code negatively affecting the performance of this product. • _ _ -• TERMINATION of this NOA will occur after the expiration date or if there has been a revision or changEinte ' materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of, this NOA shall be cause for termination and removal of NOA. - ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 12-0130.32 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. MIAMIOADECOUNTY APPROVED NOA No. 13-0206.17 Expiration Date: May 22, 2018 Approval Date: May 2, 2013 Page 1 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU -1, titled "Truss and Top Plate Anchors", sheets 1 through 4 of 4, dated 02/18/2008, with last revision dated 01/25/2012, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 08-0325.02" Test reports on wood connectors per ASTM D1761-88 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. Resort No. 1. 05-5195A 2. 05-5196A 3. 04-4995 4. 04-4996 5. 05-5612 6. 06-5622 7. 04-4908 8. 03-4631 9. 08-6711 Wood Connector AB -5 AB -7 NVTHJ-26 NVTHJ-28 IICE-1 IKE-2 NVTT NVTT NVHC-37 Load Direction Fl and F2 Fl and F2 Upward Upward Upward, LI and L2 Upward, LI and L2 Upward and LI Upward and LI Upward, Li and L2 Date 06/03/05 06/11/05 01/31/05 01/31/05 03/20/06 05/01/06 07/21/04 06/21/04 03/14/08 C. CALCULATIONS "Submitted under NOA # 08-0325.02" 1. Shear value of common wire nails and steel plate tensile calculations, prepareith Vipin N. Tolat, P.E., Consulting Engineer, dated 03/20/2008, signed and sealedb? Vipin N. Tolat, P.E. .. . ... • . .. D. QUALITY ASSURANCE _ ••••• . • . 1. Miami -Dade Department of Regulatory and Economic Resources (RER), • • E. MATERIAL CERTIFICATIONS —_ -1. None. - F. STATEMENTS . . ..• .. • •. • • • • • • .• • .• . . . . ..• • • . . ..• . . . .. • 1. Statement letter of code conformance to 2010 FBC and no financial interest, dated 01/31/2013, signed and sealed by Vipin N. Tolat, P.E: "Submitted under NOA # 08-0325.02" 2. Code conformance letters for all of the tests listed on Section B, issued by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. E-1 y 0, cizar`3 Y • • • • • • • • • • • . Carlos M. Utrera, P.E. Product Control Examiner NOA No. 13-0206.17 Expiration Date: May 22, 2018 Approval Date: May 2, 2013 AB -7 18 Gauge Angle Clips. AB -5 Typical Installation Product Code Dimensions ('orches) Fastener Schedule Alowable Loads Obs) W1 W2 L Header Joist FI F2 AB5 1K 23i6 5 3-10dx1K" 3-10dx134" 511 595 AB7 I% 2316 7 4-10dxlil" 4-10dx1 ." 1 582 794 Notes: Nail wider angle leg to Joist and Shorter leg to Header. . • • • • • • • • • • • •• • • •, •• • • •• ••• •• • • • •• • •••• • • ••• • • • • • • • • • • • • • • • • • • •• • • • • • • • • • •• • • •• • • • GENERAL NOTES: 1. Steel shall conform to ASTM A653, structural grade 33 (Min. yield 33 ksi) and a minimum galvanized coating of 0 60 per ASTM A525. 2. Allowable loads are based on National Dosing specifications (NDS) for wood contention, ' 2005 Edition. cz' ECSC 2010 3. Design loads are for Southern Pine species with a specific gravity of 0.55. Allowable loads for other species shall be adjusted accordingly. 4. Common wire nail values are based on NDS table 1 IP, G'0.55 and have been reduced for Penetration Depth Ihctor P/10D. 5. Allowable loads for wind uplift have already been increased by a duration factor of 60% for anchor nail. Load values shown are without 33% steel stress increase. 6. Allowable loads for more than a single connection cannot be added together. A design load which is divided into components� hi the directiongivenmust be evaluated as follows: AllowableActual Uplift + �qAllowable LI + Allowable L2 x`1.0 7. Allowable Toads aro based on ly" thick wood members unless otherwise noted. 8. All tie teams and grouted concrete masonry shall comply with chapter 21 of FBC. Concrete for tie beams and grout and mortar for concrete masonry shall be a minimum of 2500 psi. Concrete masonry shall comply with ASTM C90. 9. All tests have been conducted in accordance with ASTM D-1761. VIPIN N. TOLAT, PE (CIVIL) FL. REC. /. 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 meococr asst' 8D a•malylas Mit Gs librida thildlea Celt Aosigwerit 13-Q2 sizen8 lads Pedigo Cased Nu-Vue IndosInes,Ino. 1053-1059 Bast 29 Street Hialeah, Florida 33013 (305) 691-0397 Fax: (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWO0: NU -1 Sheet: 1 of 4 Date: Feb 18, 2,008 Revisions: �eav 2.5, 2012 ••• • • • • ••• • • • • • • • • • • • • • 000 • • • • •,• • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Deep Seat Truss Anchor.. They are designed to resist lateral and uplift forces. The strap is made of 14 gauge steel and the seats of 20 gauge steel. Assembly Product Code Dimension H (inches) lbtal No. of Fasteners In Strop locix 134" Total No. of Fasteners in 20 GA. Seat wax 131" Allowable Loads (lbs) 6 (VIM 6 LI 6 L2 NVSTAI2 12 5 . 6 1046 700 1049 6 6 1141 760 1144 NVSTAI6 16 7 6 1236 823 1239 NVSTA20 20 8 6 1331 887 1335 9 6 1426 950 1430 NVSTA22 22 , 2259 NVSTA24 24 •• • • • •e • •• • • • • • • •• ••• •• ••• • • • • • •• • ••• • t.••• • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • •• • • •• • • • Holden Double Strap Riveted Truss Anchor.. They are designed of 14 gauge steel plates to resist lateral and uplift forces. The seats are made of 20 gauge steel, r r UPLIFT Assembly Code Dimension (inches) Total No. of Fasteners in two Strops 10d x 134" Total No. of Fasteners in 20 OA. Seat6 10d x 134" Allowable Loads (lbs) Uplift s Uplift 6 LI 6 L2 NVHTA12 12 10 6 1506 1766 1050 1450 12 ' 6 1695 1987 1181 1631 NVHTA16 16 14 . 6 1883 2208 1312 1812 NVHTA20 20 16 6 2071 2429 1444 1994 18 6 2259 2649 1575 2175 NVHTA22 22 Notes: 1. Nails aro necessary in straps and seat to achieve, dosing loads. 2. Seo no 6, sheet 1 for combined loading. i,l• 24 3. Nads Iomega chords shell not £0800 th0 tmsa plates. 4. For general notes, see shed 1. 5. For higher uplift loads, concrete shall be 3000 psi. 6. Based on min. 2500 psi concrete. LAPIN N. TOLAT, PE (a1.4L) FL. REG. 1 12847 1512.3 LANTERN CREEK LANE HOUSTON, TX 77068 Nu-Vue ktdustriek h,o. 1053.1059 Hast 29 Street Hialeah, Florida 33013 (305) 694-0397 Fax: (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWO8: NU -1 Sheet: 2 of 4 Date: Feb 18, 2,008 Revisions: • ••• • ••• • • • • ••• • • • 6 • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 12 Gauge NVTHJ Truss Hip & Jack Hanger NVTHJ-28 similar U.S. Patent No. 4,984,263 Product Code Allowable Loads abs) S. Pine 1 Nail $ohedule Uplift Header Nails 16d (e) Hi Nail 10d p Jack Nail 10d a b total o d total NVT1126 1478 16 4 3 7 2 3 5 NVTH328 1931 20 5 4 9 2 3 5 •• ••• • • • • •• • •• • • • • • • •• •••I •• NVTHJ-28 as shown NVTHJ-28 similar ote: For 1 Zx members 10dx134" nails can be. used • •• •• • lIbnsia aaat • .•• . ••• •• • •• .• • - • • • . • • •• . • • • • •• • • •• •• • • • • • • • • • ••• • • • • • • • • • • 7Y b a 20G Stud Plate Ties IKE-1 •I• •1• UPLIFT TYPICAL IKE1 INSTA1ATION Product Code Dimensions (inches) Fasteners Allowable Loads (lbs) W H L Stud Plate Uplift LI L2 IRB 1 1)i 5 3% 6-10d 4-104 787 337 337 IKB 2 1% 6% 314 6-104 7-10d 932 451 318 VIPIN N. TOLAT. PE (CIVIL) FL. REG # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 ✓�' 3t.(l3 Nu-Vue Ina, ies. 10534059 East 29 Street Hialeah, Florida 33013 (305) 694-0397 Fax (305)694-0398 TRUSS AND TOP PLATE ANCHORS DWO/: NU -1 Sheet: 3 of 4 Date: Fob 18, 2,008 Revisi es: ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • .• • ••• • • N IUPLIFT •• •• •• • 1 • • • ••• • • • •• NVTT-1 As Shown• •• • •. . • ••• •• •NV1T-2 Mange swept qpiipite &ray Ada • • tepoonsnob= Instead ofWood Roes Adnal • . •• • 18 Gauge NVHC 37 SWAY Grip Clip (520) UPLIFT 18 Gauge NVTT Sanibel Truss Strap Product Code Nail Schedule Allowable Design Loads (lbs) Product Code Description Header or Plate X16 Jo)at or Stud Uplift LI L2 NVHC 37 S Way Clip 8d a 16-10d 1or 12-10d 12-1 702 560 637 UPLIFT 18 Gauge NVTT Sanibel Truss Strap Product Code Dhnenilons (inches) Fastenen Schedule Allowable Loads (lbs) W B 11 L Truss Top Plates Hollow Coaoreio Uplift Ll N Tr -1 fife 1% 14 13 2-10dxli(" 6-10d --- 968 543 NVIT-2 13s 134 14 13 2-10dx134" -- 6-5 " 1584 465 1. 1-10dx135" nail is placed on each side of the Truss and 3-10dnails in each leg are placed in two top plates. 2. 3-1/4"die. x 135" long, 1Y." embedment tapoons are placed in each log and into the hollow concrete masonry. Maintain 235" edge distance from top of the block and spacing of 3" between the tapcons. NYTT f anal Nallhole VIPIN N, TOLAt,' PE (CIVIL) FL. REC. # 112847 15123 LANTERN CREEK LANE HOUSTON, TX '77068 • ••• • • • • ••• • • • • • • •• • • • • . • • • • •• ... • • • • . • •. • • • . • •• •. ••• • • • • • . .reVe't 3t L1 PRODUCT a14►4wttD r eaNfl s nth Fleawa 'halals Code A"""p"m"ezensti�•ait [O1? 9y Nu-Vue lnausuiaa, 1053-1059 Baa 29 Sven Hialeah, Florida 33013 (305) 694-0397 Fax: (305) 694-03% TRUSS AND TOP PLATE ANCi4ORS DWG is NU -1 Sheet: 4of4 Data Feb 18, 2,008 Revisions: • • • . •.• • • • • • • ••. • • • • . • • •• • •• •. -• •.• • • MiTek ,USP H EA. MiTek USA, Inc. 14305 Southcross (k. Suite 200 Burnsville, MN 55306 Phone: (800) 328-5934 Fax: (952) 898-8605 Product Evaluation Report USP Structural Connectors, a MfTek• Company UGTS & USC Uplift Girder Ties Florida Product Approval # 2033.1-2 R4 Florida Building Code 2014 Per Rule 61G20-3 Method:1-d ....• Category: Structural Components • .. ...... 41. Subcategory: Wood Connector Compliance Method: 61G20 -3.00641)(d)• : • • •..: HVHZ • •.•... ••••• • • • .• . . •• •. . . • •.... Product Manufacturer: " ...... .. • . • • • ..... • USP Structural Connectors, a MiTek® Company • :••� • • 14305 Southcross Drive, Suite 200. • • •••• • • • ; Burnsville, Minnesota 55306 - • a = • • . feiEBv ut Stevenner aPor:E. FL P.E. #70432�"`�* Terrence E. Wolfe P.E. FL P.E.# 44923 Contents: Evaluation Report Pages 1-4 MiTek USA, Inc. 14305 Southcross Dr. Suite 200 M i Te k Phone: MN 55306 Phone: (800) 328-5934 Fax: (952) 898-8605 USP It Compliance Statement The product as described in this report has demonstrated compliance with the Florida Building Code 2014, Sections 1711.1.1 and 2314. Product Description: The UGTS & USC is an uplift girder truss tie and consists of a steel bucket welded to two straps to connect a wood member to a masonry wall. The connector is used to transfer uplift load between wood members and masonry walls. Product Material: Strap: 10 Ga. steel ASTM A1O11 Seat: 1O Ga. steel ASTM A1O11 Materials: Wood • . •• • • . • Wood members must be Southern Pine with a minimum spedficb vtty3G) of •"' 0.55, or an approved member with a minimum equivalent specific.grgJitr (G) of • •. 0.55. Wood members shall have a moisture content not exceeding.1)41prcent (16 .• percent for structural engineered lumber). Wood members mustJ,yged under continuously dry conditions and where sustained temperatures asaV4 ted to OI:. ••.... •• Preservative and Fire -Retardant -treated Wood • • • .' • • • •• . Connectors or fasteners used in contact with preservative-trealedend.fire- • retardant -treated wood shall be in accordance with Section 2384.9%.: • • • • . . • Nails • • Design Procedure: •.•... • • • •.•••. • • ••••.. ••••• • • ••••. •••... • 0000 •, • . •••• •••..• Nails shall meet the requirements in Table and the requirements specified ie.. • ' • ASTM F 1667. • Fasteners Required fastener types and sizes are specified in the Table. Masonry Materials and quality of masonry construction must comply with the applicable sections of FBC 2014. -Minimum concrete strength shall be 2500 psi. _ The allowable loads shown in the Table are based on allowable stress design and include a 60% increase for wind and seismic bad conditions per Section 10.3.2 of the NDS. No further increases are permitted. The allowable loads are based on wood members with a moisture content not exceeding 19 percent (16 percent for structural engineered lumber). If moisture content exceeds this value, a wet service factor, Cm, must be applied per Section 10.3.3 of the NDS. The allowable loads are based on wood members under continuously dry conditions and where sustained temperatures are limited to MiTek elJSP• Mai EA. MiTek USA, Inc. 14305 Southcross Dr Suite 200 Burnsville, MN 55306 Phase: (800) 328-5934 Fax- (952) 898-8605 100° F. Wood members that will experience sustained exposure to temperatures exceeding 100° F shall be adjusted by the temperature factor, C,, per Section 10.3.4 of the NDS. Wood members to which the strap is attached must be designed by a registered design professional per FOC 2014. Masonry construction must be a minimum of C90, fully grouted, concrete CMU block and designed by a registered design professional per FBC 2014. Installation: Install the anchor in accordance with this evaluation report and the manufacturer's installation instructions. Testing and Specifications: 1. ASTM 01761-88(00) Standard Test Methods for Mechanical Fasteners in Wood. Test Report No.3018 02-50883.3 dated 11/19/2002 by Twin City Testing,Corporation �' • Test Report No.031205 dated 11/30/2001 and revised 04/18/200243+y'tviin City • 1' "` • • • • Testing Corporation • • + + • • • • • • •• • ••••••••••••• 2. ASTM D 1761 comparison letter. •••• ' • • • • °°°°°°°°°°°°°°°°°°°°°°° ••••• Signed and sealed by James F. Collins, JR. PhD. P.E. ••..* • • • • • . ' + 3. AF&PA National Design Specifications for Wood Constructiort(46,1012 .....• '+"` •...•• •••••• • • � . . • •• _ Quality Assurance Entity: The manufacturer has established compliance of roof panel prc$luctrin accord• • ••••• . • ` with the Florida Building Code and Rule 61620-3.005 (3) for marflfactaring un4,gi• • •••••• quality assurance program audited by an approved quality assurance entity... • • : ' • 1 ` i.i a ,"`; ., +;1;' % L :' .Uc 7O4 , - .. UGTSxx / USCxx Uplift Girder Ties Materials: 10 gauge Finish: USP primer Installation: • Use all specified fasteners. • Bolts must be ordered separately. • Place connector over truss or rafter and fasten with specified fasteners. • Designer shall be responsible for design of masonry structure, including any required reinforcement. • For 2 ply applications, add filler block. • Works with heel heights up to 14". • Moisture barrier may be required. Lintel Block with (1) #5 continuous rebar 7 1/2" Min. edge distance • i 8" concrete block with minimum 3/4" bolts. Use 2 be.' Si (1) #5 rebar each or 4 05 requiredcell continuous for uplift �- n K} to footing with standard hook at belt locations Typical I/SLAFInstallation !JOTS similar 71/2" Min. edge distance 1 Lintel Block with (1) 45 continuous rebar 3/4" bolts. Use 2 or 4 as required for uplift 8" concrete block with minimum (1) 45 rebar each cell continuous to footing with standard hook at bolt locations Typical USC5Jinstallation 1) Upilt bads have been baeeeed 60% far wird or manic loads; no briber increase shad be pemrmed. 2) Use Powers Faebners 314"-6" Wedge 8dts; or equal, installed In accordance 1Ml msahchrees specifications. 3) Fasteners shad be healed bfully waned and reieoroed concrete masonry a reidoroed wnaeb fb • Zoo pi* 2adry. 4) 8dls shall cordon bASTM A 307 orbeler. 5)1&* un nal errbedmeru shell be 1-5r 16d oars. 6) The de8ecion at 1he allowable load's 8134• lox the 2 boa ibstalaion and 5/94' for the 4 boll iatalabon. .• • •s••• • 00000 • •••, • • 900 • • • •••• • ••• UIP lock Na awl Gauge Owsade s Fasww/elwdulow AIeMabb Loads w N Waif Tome - OF�'1M Oly Tye ay Sol Ob. M . 1111 Dsiulplar 3 Ply FINUSC3F 4 Ph Rat UGTS3F 10 4-314 23 6 18d 2 314 ,1813 UGTS4F 10 10 4314 6-1/2 30-112 8 180 2 3W 1818 .' 6 184 les 4 2 e 3/44!••••10133., 314 • • • • 3/13 .. 23 8 USCF 10 8-112 30.1!1 8 ..„,L; ted 30 • • •7813 • 8 8 931°°:i. • sP• 314 3/4 •0133. a '1613_ 4/12 path — _ UGTS43 10 4-3/4 23 UGTS44 10 6-1/2 23 8 12i• i • •2 44• ; 7 • USC43 10 4-3/4 301/1 8 160e•••2• 4• •s • •-7813 • 8 Wei•••4 314 .10133,..• USC41 10 812 301/2 8 184's•! a.'oe• 7813`'•1 8 PGA. led ted ; • i! 3Q • 3/4 • 10133 • , 5112 pitch UGTS53 10 4-3/4 23 8 UGTS54 10 6-12 23 8 .1-..IA1'; USC53 10 10 43/4 6112 30112 3072 8 lid 4,1'.2'•2 •144 ••• •.> 7813 - 8 8 1 •4 166 2 314, • • '314 • 10133 • • • :.7e1.' USC54 e 16d 4 3/4 _ ;1O133=T , - 8142 pitch UGTS63 10 4-3/4 23 8 18d 2 3/4 ".7113 1— . UGTS64 10 6-1/2 23 8 18d 2 3/4 ` :;7111.. USC63 10 4314 - 30-1/2 13 led 2 314 7113;` 8 1130 , 4 314 1::00133:O. tfSCe4 10 8-1/2 3012 8 116d :- 2 314 r;ii?7013;';"' 8 - i. 180 r 4 3/4 ':1'.1O133'i' i 7nz peen UGTS73 10 4-3/4 23 8 "113d' 2 - 314 :7313 UGTs74 10 6-12 23 8 186 2 X4 ;47..431377.`,:4' ma 1U 4-314 30111 a led ? 344 1.11:-71113T,:-..- :`: 8 180 4 314 :':-.0,1013.1r`.". USC74 10 612 301/1 a 180 2 314 ;7813%;` 8 ted 4 314 '-,11013 •`; 8/12 pith UGTS83 10 4314 23 8 186 2 3/4 ";M 7813' :: UGTS84 10 6-12 23 8 166 2 3/4 E2;:,7813.:: USC83 10 4-3/4 3012 a 180 2 314":. -711t3:1. -s~ 8 16d 4 314 :,110133 :-", USC84 10 6-12 30.12 8 180 2 314 ;#1143 ;,' 8 16d 4 3/4 10133 f. 1) Upilt bads have been baeeeed 60% far wird or manic loads; no briber increase shad be pemrmed. 2) Use Powers Faebners 314"-6" Wedge 8dts; or equal, installed In accordance 1Ml msahchrees specifications. 3) Fasteners shad be healed bfully waned and reieoroed concrete masonry a reidoroed wnaeb fb • Zoo pi* 2adry. 4) 8dls shall cordon bASTM A 307 orbeler. 5)1&* un nal errbedmeru shell be 1-5r 16d oars. 6) The de8ecion at 1he allowable load's 8134• lox the 2 boa ibstalaion and 5/94' for the 4 boll iatalabon. .• • •s••• • 00000 • •••, • • 900 • • • •••• • •••