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RC-16-2286 (2)Water and Sewer PO Box 330316 • 3071 SW 38 Avenue MIAMI•DADE Miami, Florida 33233-0316 ® T 305-665-7471 miamidade.gov VERIFICATION FORM THIS FORM IS NOT VALID WITHOUT A PAID INVOICE AND EXPIRES ONE YEAR FROM THE DATE ON FORM ATLAS PAGE: F-7 INV#: 40813 FORM #: 201767095 DATE: NAME OF OWNER: PROPHET SFR / M2017001518 PROPERTY ADDRESS: 1190 NW 101, STREET PROPOSED USAGE / NO. OF UNITS: REPLACES: PREVIOUS USAGE / NO. OF UNITS: PROPERTY LEGAL: 10/17/2017 SINGLE FAMILY RESIDENCE ADDITION PER PLANS. SINGLE FAMILY RESIDENCE PTX 1940. CCB# 6280984200 i1 53 41 BONMAR PK ADD A RE SUB PB 24-71 W75FT LOTS 1 TO 4 INC BLK 3 LOT SIZE 75.000 X 1108 73R-285545 OR 13048-644 1086 1 I FOLIO NUMBER: 11-3101-023-0170—� GALLONS PER DAY INCREASE: L_0 PROPOSED FLOW: 2201 PREVIOUS SQUARE FOOTAGE: 1,117 ❑d NEW CONSTRUCTION PREVIOUS FLOW: 220i PROPOSED SQUARE FOOTAGE: 2,102 ❑d INTERIOR RENOVATION ADOPTED FLOW: p ❑CRITICAL HABITAT FEWER ONLY THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N) _2_ 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 UOPER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A) SUBJECT TO PROHIBITIONS OR MSTRICTIONS OftOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR NEW BUSINESS TURETOF REPRESENTATIVE Nancy Cobb - New Business Representati111,� AUTHORIZED BY VF=$30.00 PRESSURE TEST PASSING MEMO DTD 10-26-17. MAX MTR 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 RE OF ALL SEWAGE FLOWS INTO THE T E T BAINED%A�DE R.M.THE AN PATDDAILYWATER AND/OR FLOW FOR THISPROJECT WILL E: NO ONS [01 NS 4ERAY I.NeREASE. NEW BUSINESS OF REPRESENTATIVE Nancy Cobb - 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: RAQUEL SCAF CONTACT PHONE: (305) 281-4490 AUTHORIZED BY: Printed On: 11/3/2017 NB: Nancy Cobb 10:06:50 AM PR: �/ p _ 17 i 1t 9 k. 4, Y MUEngineers, Inc. 3440 NE 121h Avenue Oakland Park, FL 33334 Phone: (954) 324-4730 CA#:29348 www.MUEneineers.com October 10, 2017 Miami Shores Village Building Department 10050 NE 2"d Avenue Miami Shores, FL 33138 Attention: Mr. Ismael Naranjo, B.O., CFM Reference Project Name: Project Address: MUE Project #: Permit Number: To Whom It May Concern, Ricard Prophets Residence -Addition 190 NW 101' Street, Miami Shores, FL 331SO MUE16030301 16-2286 Please find below our response to the structural related permit comments dated 09/19/17 prepared by the City of Miami Shores Village Building Department. Comment#: 4 Comment: Provide signed and sealed by FL Arch or Eng structural calculations to include but not be limited to the following elements: A) Foundations -both isolated and continuous wall footings. MUE Response: Structural calculations are being provided with this response to the review comments. Comment#: 5 Comment: Structural load calcs required to comply with FL administrative code section 61G15- 23.Original signature, Date and seal are required on both sets. MUE Response: Structural calculations are being provided with this response to the review comments Comment#: 7 Comment: Provide two copies of special inspector form, fully executed for: A). reinforced masonry per section 2122.4 of FBC 5th Edition (2014) Code. B) Miami Dade County Administrative Code, Article 11, Section 8-22: 1) soil compaction 2) prefab truss erection of trusses over 35ft long or over 6 foot high per MUE Response: Copies of the special inspector form are being provided with this response to the review comments. Comment#: 4 Comment: Foundation analysis uses soil bearing of 2,500 PSF, specification for soil statement only certify bearing of 1,500 PSF. Must revise Cal'c accordingly. THOROUGH, DETAILED AND COST EFFICIENT ENGINEERING DELIVERED IN A TIMELY MANNER FI h On ineers, Inc MUE Response: Please see the calculations provided with this response to the review comments and the structural notes. The foundations were designed for a soil bearing pressure of 1,500psf as specified. Sincerely, Digitally signed by Marcus Unterweger DN: C=US, E=munterweger@MUEngineers.com, OU--"FL Marcus Unterweger P.E. #: 63860", 0="MUEngineers, Inc.", CN=Marcus Unterweger Date: 2017.10.10 18:54:55-04'00' Marcus Unterweger, P.E., S.I., LEED AP President Page 2 of 2 t MUEngineers, Inc. 3440 NE 121h Avenue Oakland Park, FL 33334 Phone: (954)324-4730 CA#:29348 www.MUEneineers.com October 20, 2016 Prepared For: NO � titi� H Prepared By: U9 ngi neers, Inc. MUE PN: MUE16030301 Structural Calculations, Notes and Details ProphetsResidence 190 NW 101st. Miami Shore, FL 33150 MU angineers, Inc 3440 NE 121h Avenue Oakland Park, FL 33334 Phone: (954) 324-4730 Fax: (954) 653-4170 www.MUEngineers.com License No. 29348 `` ��. S �. UNTFq''A _�.. 63860 •••F�,'�o Q ST TE OF O N �0.1GU�S �v�W�t 1 •�'tw��e�� O Ft QE 63�CD THOROUGH, DETAILED AND COST EFFICIENT ENGINEERING DELIVERED IN A TIMELY MANNER ngineers, Inc Index Page Wind Load ASCE 7-10 3 Masonry wall Calculation 12 Wall footing Foundation calculation 15 Tie down Trusses Calculations 18 Tie down Truss Simpson Connections 19 0. 0 63860 •�� O TAT . E OF ` �00 ON1 Marcus Unterweger Florida P.E.#: 063860 10/20/2016 13:28 MUEngineers, Inc. 3440 NE 12th Avenue Oakland Park, FL 33334 954-324-4730 CA #: 29348 JOB TITLE ProphetesResidenceMiamiShores JOB No. MUE16030301 CALCULATED BY CHECKED BY Code Search Code: Florida Building Code 2010 - High Velocity Zone Occupancy: Occupancy Group = R Residential Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: _ Roof angle (0) 4.00 / 12 18.4 deg Building length (L) 65.5 ft Least width (B) 43.0 ft Mean Roof Ht (h) 15.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 20 psf over 600 sf: 20 psf Floor: Typical Floor Partitions Corridors above first floor Lobbies & first floor corridors Balconies (e)terior) 0 psf 15 psf 80 psf 100 psf 100 psf SHEET NO. DATE DATE www.struware.com 3 MUEngineers, Inc. 3440 NE 12th Avenue Oakland Park, FL 33334 954-324-4730 CA #: 29348 Wind Loads: ASCE 7 - 10 Ultimate Wind Speed 175 mph Nominal Wind Speed 135.6 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh easel 0.849 Kh case 2 0.849 Type of roof Gable Topographic Factor (Kzt) Topography Flat Hill Height (H) 0.0 ft Half Hill Length (Lh) 0.0 ft Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K, = 0.000 x/Lh = 0.00 K2 = 0.000 z/Lh = 0.00 K3 = 1.000 At Mean Roof Ht: Kzt = (1+KjK2K3)^2 = 1.00 Gust Effect Factor h= 15.0ft B = 43.0 ft /z(0.6h)= 15.0ft Riaid Structure e = 0.20 l = 500 ft Zmin = 15 ft c = 0.20 9a, 9V = 3.4 Lz = 427.1 ft Q = 0.92 Iz = 0.23 G= 0.88 use G=0.85 JOB TITLE ProphetesResidenceMiamiShores JOB NO. MUE16030301 SHEET NO. CALCULATED BY DATE CHECKED BY DATE H< 15f ;exp C .•. Kzt=1.0 F V(Z) } Speed-t p f x(upwind) X(dBWdF MrKl) H12 H V(z) Z V(Z) x(upwind) I] Speed-up x(downwind) - HI2 H 2D RIDGE or 3D AXISYMMETRICAL HILL Flexible structure if natural frequency < 1 Hz (T > 1 second). However, if building h/B < 4 then probably rigid structure (rule of thumb). h/B = 0.35 Rigid structure G = 0.85 Using rigid structure default Flexible or Dvnamically Sensitive Structure Natural Frequency (qj) = 0.0 Hz Damping ratio ((3) = 0 /b = 0.65 /a = 0.15 Vz = 147.8 Nj = 0.00 Rn = 0.000 Rh = 28.282 rf = 0.000 RB = 28.282 = 0.000 RL = 28.282 = 0.000 9R = 0.000 R = 0.000 G = 0.000 h= 15.0ft 4 MUEngineers, Inc. 3440 NE 12th Avenue Oakland Park, FL 33334 954-324-4730 CA #: 29348 JOB TITLE ProphetesResidenceMiamiShores JOB No. MUE16030301 SHEETNO. CALCULATED BY DATE CHECKED BY DATE Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Ao Z 0.8Ag Test for Partially Enclosed Building: Input Test Ao 0.0 sf Ao z 1.1 Aoi YES Ag 0.0 sf Ao > 4' or 0.01Ag NO Aoi 0.0 sf Aoi / Agi s 0.20 NO Building is NOT Agi 0.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao z 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi s 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Altitude = 0 feet Constant = 0.00256 Average Air Density = 0.0765 Ibm/ft3 5 MUEngineers, Inc. 3440 NE 12th Avenue Oakland Park, FL 33334 954-324-4730 CA #: 29348 .JOB TITLE ProphetesResidenceMiamiShores ,JOB NO. MUE16030301 CALCULATED BY CHECKED BY Wind Loads - MWFRS h560' (Low-rise Buildinas) Enclosed/partially enclosed only SHEET NO. DATE DATE Kz = Kh (case 1) = 0.85 Edge Strip (a) = 4.3 ft Base pressure (qh) = 56.6 psf End Zone (2a) = 8.6 ft GCpi = +/-0.18 Zone 2 length = 21.5 ft Wind Pressure Coefficients CASE A CASE B 0 = 18.4 deg Surface GCpf w/-GCpi w/+GCpi GCpi w/-GCpi w/+GCpi 1 0.52 0.70 0.34 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.47 -0.29 -0.65 -0.37 -0.19 -0.55 4 -0.42 -0.24 -0.60 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 1 -0.29 -0.11 -0.47 1 E 0.78 0.96 0.60 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.67 -0.49 -0.85 -0.53 -0.35 -0.71 4E -0.62 -0.44 -0.80 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 39.4 19.0 -15.3 -35.6 2 -28.9 -49.2 -28.9 -49.2 3 -16.3 -36.7 -10.7 -31.1 4 -13.3 -33.7 -15.3 -35.6 5 32.8 12.4 6 1 -6.2 -26.6 1 E 54.3 34.0 -17.0 -37.3 2E -50.3 -70.7 -50.3 -70.7 3E -27.9 -48.3 -19.8 -40.2 4E -24.8 -45.1 -17.0 -37.3 5E 44.7 24.3 6E -14.1 -34.5 Parapet Windward parapet = 0.0 psf (GCpn = +1.5) Leeward parapet = 0.0 psf (GCpn = -1.0) Horizontal MWFRS Simple Diaohraam Pressures (os Transverse direction (normal to L) Interior Zone: Wall 52.7 psf Roof -12.5 psf ** End Zone: Wall 79.1 psf Roof -22.4 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 39.0 psf End Zone: Wall 58.8 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward roof overhangs = 39.6 psf (upward) add to windward roof pressure WINDWARD OVERHANG {-f, WINDWAR.DRAOF LEEWARD ROOF I t t 1 1 J t J 1! VERTICAL o 3 x TRANSVERSE ELEVATION WINDWARD ROOF LEEWARD ROOF VERTICAL LONGITUDINAL ELEVATI014 MUEngineers, Inc. JOB TITLE ProphetesResidenceMiamiShores 3440 NE 12th Avenue Oakland Park, FL 33334 JOB NO. MUE16030301 SHEET NO. 954-324-4730 CALCULATED BY DATE CA M 29348 CHECKED BY DATE Location of MWFRS Wind Pressure Zones 4 .� ,,p,,. 3E ,„ram �r yr, ZONE 2_ lessor of 0.5 B or 2.5 h If 2 is negative CASE A �MNTD DIRECTTO CASE B RANGE �t Lti DIRE C`no RA? NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 M later) 4 E 6 ----- ZONE 2: lessor of 0.5 B or 2.5 h ' If 2 is negati, % W'MD EC CN Transverse Directiou Longitudinal Direction NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. 7 MUEngineers, Inc. JOB TITLE ProphetesResidenceMiamiShores 3440 NE 12th Avenue Oakland Park, FL 33334 JOB NO. MUE16030301 SHEET NO. 954-324-4730 CALCULATED BY DATE CA #: 29348 CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0.85 h = 15.0 ft Base pressure (qh) = a = 4.3 ft Minimum parapet hi= 0.0 ft GCpi = +/-0.18 Roof Angle (0) = 18.4 deg Type of roof = Gable Roof Aree Negative Zone 1 Negative Zone Negative Zone Positive All ZoneE Overhang Zone , Overhang Zone Parapet GCp +/- GCpi Surface Pressure (psf) User input 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf -1.08 -1.01 -0.98 -61.1 -57.1 -55.4 -56.1 -55.4 -1.88 -1.53 -1.38 -106.4 -86.6 -78.1 -81.6 -78.1 -2.78 -2.36 -2.18 -157.3 -133.5 -123.3 -127.6 -123.3 0.68 0.54 0.48 38.5 30.6 27.2 28.6 27.2 -2.20 -2.20 -2.20 -124.5 -124.5 -124.5 -124.5 -124.5 -3.70 -2.86 -2.50 -209.3 -161.9 -141.4 -149.9 -141.4 uvemang pressures in me taDie apove assume an miemai pressure coemcient tvcpi/ or u.0 Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure of 10.2 psf qp = 0.0 psf CASE A = pressure towards building (pos) CASE B = pressure away from bldg (neg) Walls Area Negative Zone 4 Negative Zone E Positive Zone 4 & E Solid Parapet Pressure Surface Pressure s User input 10 sf 100 sf 500 sf 40 sf SASE A: Interior zone: Corner zone: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SASE B : Interior zone: Corner zone: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 GCp +/- GCpi Surface Pressure (psf) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 40 sf 200 sf -1.28 -1.10 -0.98 -72.4 -62.4 -55.4 -66.4 -59.4 -1.58 -1.23 -0.98 -89.4 -69.4 -55.4 -77.4 -63.4 1.18 1.00 0.88 66.8 56.8 49.8 60.7 53.8 8 MUEngineers, Inc. JOB TITLE ProphetesResidenceMiamiShores 3440 NE 12th Avenue Oakland Park, FL 33334 JOB No. MUE16030301 SHEET NO. 954-324-4730 CALCULATED BY DATE CA #: 29348 CHECKED BY DATE Roofs w/ e 5 10' and all walls h>60' T L'J i I 1 I 2 1 I I <D 2 Monoslope roofs 10°<0530' h 5 60' & aft design h<90' it Location of C&C Wind Pressure Zones Walls h 5 60' & alt design h<90' Multispan Gable & Gable 7° < e 5 45° Stepped roofs e 5 3° h 5 60' & aft design h<90' 9 Ultimate Wind Pressures i I -r 3 j----J_r. I I _ t I -I 21 0 ( I2I 1 I I I I I I 1 I 3 2 2 3 Gable, Sawtooth and Multispan Gable e 5 7 degrees & Monoslope 5 3 degrees h <_ 60' & aft design h<90' Hip 7° < e 5 27' Monoslope roofs 3°<6510' h 5 60' & aft design h<90' Sawtooth 10' < 9 5 45' h 5 60' & aft design h<90' MUEngineers, Inc. 3440 NE 12th Avenue Oakland Park, FL 33334 954-324-4730 CA M 29348 JOB TITLE ProphetesResidenceMiamiShores JOB NO. MUE16030301 CALCULATED BY CHECKED BY Roof Design Loads SHEET NO. DATE DATE Items Description Multiple p psf min Roofing Spanish Tile 19.0 16.0 Roofing Bituminous membrane, smooth surface 1.5 1.5 Decking 3/4" plywood/OSB 2.7 2.3 Framing Wood Trusses @ 24" x 2.0 6.0 5.0 Insulation R-30 Fiberglass insul. 0.9 0.9 Ceiling 5/8" gypsum 2.8 2.5 Mech & Elec Mech. & Elec. 2.0 0.0 Misc. Misc. 0.5 0.0 Actual Dead Load • 35.4 • 28.2 Use this DL instead 25.0 20.0 Live Load 20.0 0.0 Snow Load 0.0 0.0 Ultimate Wind (zone 2 - 100sf) 27.2 -78.1 A D Loadinq D + Lr 55.4 - D + 0.75(0.6*W + Lr) 62.6 - 0.6*D + 0.6*W - -29.9 LRFD Loadinq 1.2D + 1.6 Lr + 0.5W 88.1 - 1.2D + 1.OW + 0.51-r 79.6 - 0.9D + 1.0W - _ -52.7 Roof Live Load Reduction 0 to 200 sf: 20.0 psf 200 to 600 sf: 20.0 psf over 600 sf: 20.0 psf User Input: 300 sf 18.0 psf 400 sf 16.0 psf 500 sf 14.0 psf 450 sf 15.0 psf Roof angle 4.00 / 12 18.4 deg 10 MUEngineers, Inc. 3440 NE 12th Avenue Oakland Park, FL 33334 954-324-4730 CA #: 29348 JoB TITLE ProphetesResidenceMiamiShores JOB NO. MUE16U3U3U7 CALCULATED BY CHECKED BY Floor Design Loads SHEET NO. DATE DATE Items IDescription Multiple 1psf (max) psf (min) Flooring 3/4" Ceramic tile on 1" mortar 23.0 20.0 Flooring Carpet & pad x 1.0 1.0 1.0 None 0.0 0.0 None 0.0 0.0 None x 10.0 0.0 0.0 None 0.0 0.0 None 0.0 0.0 None 0.0 0.0 None 0.0 0.0 Actual Dead Load • 24.0 • 21.0 Use this DL instead 25.0 20.0 15.0 0.0 Partitions Live Load 0.0 -15.0- 0.0 _ Total Live Load 0.0 39.0 21.0 Total Load FLOOR LIVE LOAD REDUCTION (not includina partitions) NOTE: Not allowed for assembly occupancy or LL>100psf or passenger car garages, except may reduce columns 20% if 2 or more floors & non -assembly L=Lo(0.25+15NKLLAT) Unreduced design live load: Lo = 0 psf Floor member KLL = 2 Tributary Area AT = 300 sf Reduced live load: L = 0.0 psf Columns (2 or more floors) KLL = 4 Tributary Area AT = 500 sf Reduced live load: L = 0.0 psf IBC alternate procedure Smallest of: R= .08%(SF - 150) R= 23.1(1+D/L) = #DIV/0! R= 40% beams; 60% columns R = #DIV/0! Reduced live load: L = #DIV/0! R = #DIV/0! Reduced live load: L = #DIV/0! it Masonry Slender Wall 1./1• Description : Masonry Wall Code References Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information 1esidencs1MiamiShoresWxftnue16030301.ec6 INC 198332015, Build:6.15.10.6, Ver:6.15.10.6 Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Construction Type: Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom. Wall Thickness 8 in Temp Diff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out -of -plane Dell Ratio = 0 Fr - Rupture = 61.0 psi Rebar'd' distance 3.750 in Minimum Vertical Steel % = 0.0020 Em = fm * = 900.0 Lower Level Rebar ... Max %of p bal. = 0.006794 Bar Size ## 5 Grout Density = 140 pcf Bar Spacing 32.0 in Block Weight Normal Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions A Clear Height = 13.50 ft B B Parapet height = ft Wall Support Condition Top Pinned, Bottom F —� Vertical Loads Vertical Uniform Loads ... (Appl'ed per foot of Strip Width) Ledger Load Eccentricity in Concentric Load Lateral Loads Wind Loads: Full area WIND bad 75.0 psi Fp 1.0 = 25.0 psf ,'bor;.ttachmen; DL : Dead Lr : Rod Live Lf : Floor Live S : Snow W : Wind 0.480 0.40 Vt k/ft Seismic Loads: Wall Weight Seismic Load Input Method Seismic Wall Lateral Load Direct entry of Lateral Wall Weight 25.0 psf 12 Masonry Slender Wall File=P'AdiveWUE16030301-SB-PrcphetsResidaioWiamiShaes%KKftnue16D30301.ec6 •) ENERCALC, INC. 19632015, BLW6.15.10.6, Ver6.15.10.6 Description: Masonry Wall DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in Goveming Load Combination ... Actual Values ... Allowable Values ... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8698 +1.20D+0.50Lr+0.50L+W+1.60H Max Mu -1.659 k-ft Phi * Mn 1.908 k-ft PASS Service Deflection Check Actual Dell. Ratio U 351 Allowable Defl. Ratio 150 W Only Max. Deflection 0.4618 in PASS Axial Load Check Max Pu / Ag 36.124 psi Max. Allow. Defl. 1.080 in +1.20D+0.50Lr+0.50L+W+1.60H Location 0.2250 ft 0.2 *fm 300.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.00250 AsN006794 rho bal 0.006794 PASS Minimum Moment Check Mcracking 0.5935 k-ft Minimum Phi Mn 2.120 k-ft +1.40D+1.60H Maximum Reactions ... for Load Combination.... Top Horizontal W Only 0.3828 k Base Horizontal W Only 0.6297 k Vertical Reaction +D+Lr+H 1.663 k Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in. Axial Load Moment Values 0.6 * Load Combination Pu 0.21m*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in^2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60Lr+0.50W+1.60H at 0.00 to 0.45 0.000 17.640 0.46 1.28 0.90 1.91 0.116 0.0025 0.0068 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60S+0.50W+1.60H at 0.00 to 0.45 0.000 17.640 0.46 1.29 0.90 1.91 0.116 0.0025 0.0068 +1.20D-+0.50Lr+0.50L+W+1.60H at 0.00 to 0. 0.000 17.640 0.46 1.66 0.90 1.91 0.116 0.0025 0.0068 +1.20D+0.50L+0.50S+W+1.60H at 0.00 to 0.4 0.000 17.640 0.46 1.66 0.90 1.91 0.116 0.0025 0.0068 +1.20D+0.50L+0.20S+E+1.60H at 0.00 to 0.4 0.000 17.640 0.46 0.57 0.90 1.91 0.116 0.0025 0.0068 +0.90D4W40.90H at 0.00 to 0.45 0.000 17.640 0.46 1.66 0.90 1.91 0.116 0.0025 0.0068 +0.90D+E+0.90H at 0.00 to 0.45 0.000 17.640 0.46 0.57 0.90 1.91 0.116 0.0025 0.0068 Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k ft k-ft in14 `.n^4 ,n^4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +0+0.60W+H at 8.10 to 8.55 0.793 0.46 0.36 342.40 26.73 342.400 0.101 1,605.4 +D+0.70E+H at 7.65 to 8.10 0.819 0.46 0.22 342.40 26.80 342.400 0.012 13,758.2 +D+0.750Lr+0.750L+0.450W+H at 7.65 to 8.1 1.119 0.46 0.28 342.40 27.60 342.400 0.049 3,283.5 +D+0.750L+0.750S+0.450W+H at 7.65 to 8.10 0.819 0.46 0.28 342.40 26.80 342.400 0.050 3,256.0 +D.+0.750L.+0.750S+0.5250E+H at 7.65 to 8.1 0.819 0.46 0.17 342.40 26.80 342.400 0.009 18,344.2 +0.60D+0.60W+0.60H at 8.10 to 8.55 0.476 0.46 0.36 342.40 25.87 342.400 0.102 1,590.0 +0.60D40.70E+0.60H at 7.65 to 8.10 0.492 0.46 0.22 342.40 25.91 342.400 0.012 13,769.9 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 13 • masonry Slender Wall File=P:WdivelMUE160303D1-SB-PropWsResiknceMiamiShoreslergMue16030301.ec6 ENERCALC, INC. 1983-2015, Build:6.15.10.6, Ver6.15.10.6 t.11• • " Description: Masonry Wall Design Maximum Combinations - Deflections Results reported for "Strip Width" =12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft K it in^4 in14 in^4 ,.i 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 7.65 to 8.10 0.000 0.46 0.96 342.40 24.55 25.241 0.462 350.8 E Only at 7.65 to 8.10 0.000 0.46 0.32 342.40 24.55 342.400 0.017 9,651.2 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions - Vertical & Horizontal Results reported for "Strip Width" = 12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base _ +D+H 0.0 k 0.00 k 1.263 k +D+L+H 0.0 k 0.00 k 1.263 k +D+Lr+H 0.0 k 0.00 k 1.663 k +D+S+H 0.0 k 0.00 k 1.263 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 1.563 k +D+0.750L+0.750S+H 0.0 k 0.00 k 1.263 k +D+0.60W+H 0.4 k 0.19 k 1.263 k +D+0.70E+H 0.1 k 0.09 k 1.263 k +D-#0.750Lr+0.750L+0.450W+H 0.3 k 0.14 k 1.563 k +D+0.750L+0.750S+0.450W+H 0.3 k 0.14 k 1.263 k +D+0.750L+0.750S+0.5250E+H 0.1 k 0.07 k 1.263 k +0.60D+0.60W+0.60H 0.4 k 0.19 k 0.758 k +0.60D+0.70E+0.60H 0.1 k 0.09 k 0.758 k D Only 0.0 k 0.00 k 1.263 k Lr Only 0.0 k 0.00 k 0.400 k L Only 0.0 k 0.00 k 0.000 k S Only 0.0 k 0.00 k 0.000 k W Only 0.6 k 0.38 k 0.000 k E Only 0.2 k 0.13 k 0.000 k H Only 0.0 k 0.00 k 0.000 k 14 Wall Footing File=P,Adiva\MUE16030301-SB-ProphetsResiderxeMiamiShoroslerx3Ynue16030301.ec6 till 9 ENERCALC, INC. 19n2015, 8tnld:6.15.10.6, Ver:6.15.10.6 Description: Wall Footing Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight c : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. rp Values Flexure = Shear = 0.90 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface Allow. Pressure Increase per foot of depth Min Steel % Bending Reinf. = when base footing is below Min Allow % Temp Reinf. = 0.00180 Min. Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min. Sliding Safety Factor = 1.0 : 1 Allow. Pressure Increase per foot of width AutoCak: Footin Wei ht as DL Yes when footing is wider than 9 9 Dimensions Footing WidIJ = 2.0 ft Footing Thicimes = Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete. Wall center offset at Bottom of footing = from center of footing = 0 in 1.50 ksf 250.0 pcf 0.30 ft ksf ft ksf = ft Reinforcing 12.0 in Bars along X-X Axis Bar spacing = 12.00 3.0 in Reinforcing Bar Size = # 5 t 5 bars a 12 In o Applied Loads D Lr L S W E H P : Column Load = 1.50 0.40 k OB : Overburden = ksf V-x = 0.30 k M-iz = kft Vx applied = in above top of footing DESIGN SUMMARY • • Min. Ratio Item Capacity Governing Load Combination PASS 0.8299 Soil Bearing 1.245 ksf 1.50 ksf +D+0.750Lr+0.750L+6. PASS 5.967 Overturning Z-Z 1.074 k ft +0.60D+0.60W+0.60H PASS 1.790 Sliding - X-X 0.180 k 0.3222 k +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.03623 Z Flexure (+X) 0.4395 k ft 12.131 k-ft +1.20D+1.60Lr+0.50W+ PASS 0.01868 Z Flexure (-X) 0.2265 k-ft 12.131 k-ft +0.90D+E+0.90H PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a Wall Footin File=P:lNdiveW.UE16030301-SB-ProphetsResidenceMianiShoreslengVnuel6030301ecs 9 ENERCALC, INC. 1983-2016, Bulld.6.15.10.6, Ver.6.16.10.6 • 1./1• .. ..... .. Description: Wall Footing Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio +D+H 1.50 ksf 0.0 in 0.8950 ksf 0.8950 ksf 0.597 +D+L+H 1.50 ksf 0.0 in 0.8950 ksf 0.8950 ksf 0.597 +D+Lr+H 1.50 ksf 0.0 in 1.095 ksf 1.095 ksf 0.730 +D+S+H 1.50 ksf 0.0 in 0.8950 ksf 0.8950 ksf 0.597 +D+0.750Lr+0.750L+H 1.50 ksf 0.0 in 1.045 ksf 1.045 ksf 0.697 +D+0.750L+0.750S+H 1.50 ksf 0.0 in 0.8950 ksf 0.8950 ksf 0.597 +D+0.60W+H 1.50 ksf 1,207 in 0.6286 ksf 1.161 ksf 0.774 +D+0.70E+H 1.50 ksf 0.0 in 0.8950 ksf 0.8950 ksf 0.597 +D+0.750Lr+0.750L+0.450W+H 1.50 ksf 0.7751 in 0.8452 ksf 1.245 ksf 0.830 +D+0.750L+0.750S+0.450W+H 1.50 ksf 0.9050 in 0.6952 ksf 1.095 ksf 0.730 +D+0.750L40.75OS+0.5250E+H 1.50 ksf 0.0 in 0.8950 ksf 0.8950 ksf 0.597 +0.60D+0.60W+0.60H 1.50 ksf 2.011 in 0.2706 ksf 0.8034 ksf 0.536 +0.60D+0.70E+0.60H 1.50 ksf 0.0 in 0.5370 ksf 0.5370 ksf 0.358 Overturning Stability Units: k-ft Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status +D+H None 0.0 k-ft Infinity OK +D+L+H None 0.0 k-ft Infinity OK +D+Lr+H None 0.0 k-ft Infinity OK +D+S+H None 0.0 k-ft Infinity OK +D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK +D+0.750L+0.750S+H None 0.0 k-ft Infinity OK +D+0.60W+H 0.180 k-ft 1,790 k-ft 9.944 OK +D+0.70E+H None 0.0 k-ft Infinity OK +D+0.750Lr+0.750L+0.450W+H 0.1350 k-ft 2.090 k-ft 15.481 OK +D+0.750L+0.750S+0.450W+H 0.1350 k-ft 1.790 k-ft 13.259 OK +D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK +0.60D+0.60W+0.60H 0.180 k-ft 1.074 k-ft 5.967 OK +0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status +D+H 0.0 k 0.5370 k No Slidinq OK +D+L+H 0.0 k 0.5370 k No Slidinq OK +D+Lr+H 0.0 k 0.6570 k No Slidinq OK +D+S+H 0.0 k 0.5370 k No Slidinq OK +D+0.750Lr+0.750L+H 0.0 k 0.6270 k No Slidinq OK +D+0.750L+0.750S+H 0.0 k 0.5370 k No Slidinq OK +D+0.60W+H 0.180 k 0.5370 k 2.983 OK +D+0.70E+H 0.0 k 0.5370 k No Slidinq OK _ +D+0.750Lr+0.750L+0.450W+H 0.1350 k 0.6270 k 4.644 OK +D+0.750L+0.750S+0.450W+H 0.1350 k 0.5370 k 3.978 OK +D+0.750L+0.750S+0.5250E+H 0.0 k 0.5370 k No Slidinq OK +0.60D+0.60W+0.60H 0.180 k 0.3222 k 1.790 OK - +0.60D+0.70E+0.60H 0.0 k 0.3222 k No Slidinq OK Footing Flexure Flexure Axis &Load Combination Mu Which Tension g Bot. As Req'd Gvrn. As Actual As Phi'Mn k-ft Side ? or Top ? in12 in"2 in^2 k-ft Status , +1.40D+1.60H 0.3524 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK , +1.40D+1.60H 0.3524 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50Lr+1.60L+1.60H 0.3302 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50Lr+1.60L+1.60H 0.3302 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60L+0.50S+1.60H 0.3021 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60L+0.50S+1.60H 0.3021 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60Lr+0.50L+1.60H 0.3921 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60Lr+0.50L+1.60H 0.3921 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60Lr+0.50W+1.60H 0.3446 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60Lr+0.50W+1.60H 0.4395 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+1.60S+1.60H 0.3021 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK NO Footing ENERC&C, INC. 1 1. 1. Lic'F# KW 06009175 �. :=ry x. "zk= :s: p na�r, Licensee: MUEngineers Inc Description: Wall Footing Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi`Mn k-ft Side ? or Top ? in"2 in"2 in"2 k-ft Status +1.20D+0.50L+1.60S+1.60H 0.3021 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1 . 20D+1.60S+0.50W+1.60H 0.2546 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60S+0.50W+1.60H 0.3495 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50Lr+0.50L+W+1.60H 0.2353 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50Lr+0.50L+W+1.60H 0.4251 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+0.50S+W+1.60H 0.2072 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+0.50S+W+1.60H 0.397 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+0.20S+E+1.60H 0.3021 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+0.20S+E+1.60H 0.3021 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK , +0.90D+W+0.90H 0.1316 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK , +0.90D+W+0.90H 0.3214 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK , +0.90D+E+0.90H 0.2265 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK • +0.90D+E•+0.90H 0.2265 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK One Way Shear Units: k Load Combination... Vu P -X Vu @ +X Vu:Max Phi Vn Vu I Phi'Vn Status +1.40D+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60L+0.50S+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+0.50L+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+0.50W+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+1.60S+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60S+0.50W+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+0.50L+W+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.50S+W+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.20S+E+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D+W+0.90H 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D+E+0.90H 0 psi 0 psi 0 psi 82.158 psi 0 OK 3:05 PM 10l7I2016 ngineers, Inc. www.MUEna�neers.com Tie Down Trusses Calculations GT OVER HANG LENGTH ZOON2 ZOON2 LENGTH(FEET) 2.5 15 WIDTH(FEET) 4.125 4.125 AREA 10.3125 61.875 WIND PRESSURE -128 -128 UPLIFT -1318 -7908 TOTAL UPLIFT -9226 DEALLOAD 722 TOTAL TIE DOWN CONNECTION "A" UPLIFT FORCE(0.6DI+0.6WIND) -2334.54375 HT OVER HANG LENGTH ZOON3 ZOON3 ZOON2 OVER HANG LENGTH ZOON2 LENGTH(FEET) 8.6 4.3 4 2 WIDTH(FEET) 1.25 4.3 2 1.3 AREA 10.75 18.49 8 2.6 WIND PRESSURE -215 -151 -100 -19 UPLIFT -2310 -2792 -803 -50 TOTAL UPLIFT/2 -2978 DEALLOAD 436 TOTAL TIE DOWN CONNECTION "B" UPLIFT FORCE(DI+0.6WIND) -1350.2355 JT OVER HANG LENGTH ZOON2 ZOON2 LENGTH(FEET) 1.25 5 WIDTH(FEET) 2 2 AREA 2.5 10 WIND PRESSURE -128 -109 UPLIFT -320 -1092 TOTAL UPLIFT IN CONNECTION -866 DEALLOAD 188 TOTAL TIE DOWN CONNECTION "C" UPLIFT FORCE(DI+0.6WIND) -332 T OVER HANG LENGTH ZOON2 ZOON2 LENGTH(FEET) 4.75 5 WIDTH(FEET) 2 2 AREA 9.5 10 WIND PRESSURE -128 -109 UPLIFT -1214 -1092 TOTAL UPLIFT IN CONNECTION -1760 DEALLOAD 57 60 TOTAL TIE DOWN CONNECTION "D" UPLIFT FORCE(DI+0.6WIND) -999 P.WctiveWUE16030301SB-ProphelsResidnnmMiaMShoreslengWUE16030301-TIEDOWN TRUSS CALCULATION 1 of 18 Mark on Plan Anchor / Connector Type FASTENERS TO TRUSS A Simpson MGT (22) 10 d Nails B Simpson HETA16 (9) 10d x 1 1/2"Nail C Simpson META 16 (7) 10d x 1 1/2"Nail D Simpson META6 1(7) 10 d x 1 1/2" Nails 19 BUILDING PERMIT CATEGORIES CATEGORY DESCRIPTION PERMIT TYPE BUILDING 01 GENERAL BUILDING -COMMERCIAL MBLD 02 SUB -GENERAL BUILDING -RESIDENTIAL MBLD 08 CANVAS AWNING MBLD 10 COMMUNICATION TOWER MBLD 15 DEMOLITION MBLD 29 METAL AWNING & STORM SHUTTER MBLD 48 SCREEN ENCLOSURES MBLD 51 MURAL SIGNS (NON -ELECTRICAL) MBLD 55 SWIMMING POOL MBLD 56 TENNIS COURTS (SURFACE PAVING) MBLD 86 TRAILER TIE DOWN MBLD 88 WALK-IN COOLER MBLD 91 MARINAS MBLD 92 LOW SLOPE APPLICATIONS (GRAVEL, SMOOTH MODIFIED, SINGLE PLY) MBLD 95 SHINGLES (ASPHALT, FIBERGLASS) MBLD 96 SHINGLES (METAL ROOFS/WOOD SHINGLES & SHAKE) MBLD 97 STAGE 2 VAPOR RECOVERY SYSTEM MBLD 99 SOIL IMPROVEMENT MBLD 0100 BULK STORAGE PROPANE TANK MBLD 0101 REMOVABLE STORM PANELS MBLD 0107 TILE ROOF MBLD 0110 WATER MAIN MBLD 0111 SITE PLAN MBLD 0112 INDOOR EVENT/EXHIBIT MBLD ELECTRICAL 04 FIRE ALARM SPECIALTY MELE 16 SPECIALTY WIRING MELE 38 GENERATORS MELE PLUMBING 0024 INTERCEPTOR/GREASE TRAPS (REPLACEMENT OR INSTALLATION THAT IS NOT PART OF A BUILDING PERMIT) MPLU LPGX 01 LIQUEFIED PETROLEUM GAS MLPG 02 MISCELLANEOUS MLPG 04 LIQUEFIED PETROL. GAS/STATE MLPG MECHANICAL 09 ABOVE/BELOW GROUND TANKS/PUMPS & POLLUTANT STORAGE SYSTEM MMEC 38 COMMERCIAL HOODS MMEC 43 FIRE CHEMICAL MMEC 46 SPRAY BOOTHS MMEC 48 SMOKE CONTROL MMEC 52 RESIDENTIAL ELEVATOR MMEC FIRE 32 FIRE SPRINKLER FIRE A - -fnac)v�-Wj5ii `NOTE: ALL SHEETS MUST BE REVIEWED MIAMI-DADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES Herbert S. Saffir Permitting and Inspection Center 11805 SW 26th Street (Coral Way) • Miami, Florida 33175-2474 • (786) 315-2000 APPLICATION FOR MUNICIPAL PERMIT APPLICANTS THAT REQUIRE PLAN REVIEW FROM MIAMI-DADE FIRE RESCUE AND/OR ENVIRONMENTAL SERVII;0� ,Ilo PROVIDE MUNICIPAL PROCESS NUMBER HERE Address IRO NX0 101 � -5315-D Contractor No.'PSli QWS We kurn U.Job o z W Folio 11 6101 , 0�3 - h110 z o0 � � Last four (4) digits of Qualifier No.000 151SClO l oW Qa t Contractor NameQ,fC SCC1Y%ii►'ULCQh 3 f > 00 Lot 1 'i'D Block cc cc Qualifier Name W ii SY. 0 j Subdivision Bow ry-)► r PA e1- PBpg 0U. O z Address l 700 NE CityN• r»101)ml State Fl Zip -3 1 Metes and bounds [ ] New Construction on [ ] Demolish Current use of property Q. &S Ct tLj F Vacant Land [ ] Shell Only Alteration Interior [ �j Addition Attached og [ ] Alteration Exterior [ ] Addition Detached Description of Work CLCWi%torl o� ✓raStztt W W a>o [ ] Relocation of Structure [ ] Re -Roof ►2er1 rw-�w� Sq. Ft. 158 Units 1 Floors 1 a [ ] Enclosure [ ] Foundation Only [ ]Repair [ ]Tent [ ] Repair Due to Fire Value of Work *4D 000 [ ] MBLD' C N [ ] Chg. Contractor W Owner e14grct N-uphRte_ Address 190 I\W 101 &T a Category g ry [ ] Re -Issue a City 1'Y l8ro1 ShprtS State V� Zip 33iSD [ ] MELE N [ ] Re -Stamp y ¢ [ ] MPLU w [ ] Revision W Phone3yS 3i$4ci-)? a [ ] MLPG MMEC w [ ] Not Applicable for 3 Last four (4) digits of [ ] FIRE Fire O Owner's Social Security No. ozw Name f �t�1 S06f &DCOU �h Owner Address 1"?QO � 143 �? Address zg FW FZ Oa w Y City t4. frm10,1yr, State VL Zip 3318 v z City State _Zip as Phone ¢W Phone z I am requesting a Special Request Plan Review (SRI) to be scheduled as soon as possible at the rate of $209 for the first hour a g and $71.50 per each additional hour in addition to the review fees. Minimum charge one -hour. (� d CO a. 3 1 st Request: Date: w Uj ccw ¢ 2"d Request: Date: M 31d Request: Date: z g 1 am requesting Optional Plan Review (OPR) to be scheduled as soon as possible at the rate of $75 for each discipline. aAdditional review fees may apply. O 03 1st Request: Date: P W o w 2nd Request: Date: a cc w 31d Request: Date: IL 123 01-192 9/15 Miami Shores Village r Building Department 10050 NE 2nd Ave. <ow Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by Ricard Prophet to perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the Prophet Residence project on the below listed structure as of 10/18/2017 (date). I am a registered arch itect/professional engineer licensed in the State of Florida. Process Number: 16-2286 X Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) _ Miami Dade County Administrative Code, Article II Section 8-22 Special Inspector for x Trusses > 35 ft. long or 6 ft. high Steel Framing and Connections welded or bolted _ Soil Compaction _ Precast Attachments Roofing Applications, Lt. Weight. Insul. Conc. _ Other (Vote: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. Marcus Unterwe er 2. Ricardo Madriz 3, Giacomo Stanghellini 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified b} education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel perfonning inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professi(Wal judgment those portions of the project outlined above ►neet the intent of the Florida Building ZnWtantial accordance,)Nthah-e apj)r�oval plans. `4`ao o , U ; J i'4z9 t!..�� Engineer/Architect i SF`.�'�•0 Name Marcus Unterweger, P.E., S.I. Sig d andpealed 3860 '• Print Date: 10 8 2017 = ddress 3440 NE 12th Avenue Oakland Park, FL 33334 q :�•� S T' . ''41'910NA�� ?`°o �il� ♦' MUEngineers, Inc. 3440 NE 12th Avenue Oakland Park, FL 33334 Phone: (954) 324-4730 CA#:29348 www.MUEnaineers.com October 11, 2017 Prepared For: Prepared By: ]"U ngineers, Inc. MUE PN: MUE16030301 Structural Calculations, Notes and Details ProphetsResidence 190 NW 101s. Miami Shore, FL 33150 M ngineers, Inc 3440 NE 121h Avenue Oakland Park, FL 33334 Phone: (954) 324-4730 Fax: (954) 653-4170 www.MUEngineers.com License No. 29348 ee% U N %% 86p s CC .. -0 TAT `ss O hd '•rrrttl�� THOROUGH, DETAILED AND COST EFFICIENT ENGINEERING DELIVERED IN A TIMELY MANNER I- ngineers, Inc IIIUCA Page Wind Load ASCE 7-10 3 Masonry wall Calculation 10 Wall footing Foundation calculation 13 Tie down Trusses Calculations 16 Tie down Truss Simpson Connections 17 u IIIf°°°I °°.°GAS o U/vj- �. 63860 ••; =0' E OF FA f+r rl/O�'ti%!_ ENO e As °0°°°�tttt►tt�` Marcus Unterweger Florida P.E.#: 063860 10/11/2017 MUEngineers, Inc. 3440 NE 12th Avenue Oakland Park, FL 33334 954-324-4730 CA #: 29348 Wind Loads: Ultimate Wind Speed Nominal Wind Speed Risk Category Exposure Category Enclosure Classif. Internal pressure Directionality (Kd) Kh easel Kh case 2 Type of roof ASCE 7 - 10 175 mph 135.6 mph II C Enclosed Building +/-0.18 0.85 0.849 0.849 Gable TODoaraahic Factor (Kzt Topography Flat Hill Height (H) 0.0 ft Half Hill Length (Lh) 0.0 ft Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K, = 0.000 x/Lh = 0.00 K2 = 0.000 z/Lh = 0.00 K3 = 1.000 At Mean Roof Ht: Kzt = (1+KiK2K3)"2 = 1.00 Gust Effect Factor h= 15.0 ft B = 43.0 ft /z (0.6h) = 15.0 ft Riaid Structure e = 0.20 f = 500 ft Zmin = 15 ft c = 0.20 9Q, 9v = 3.4 LZ = 427.1 ft Q = 0.92 Iz = 0.23 G = 0.88 use G = 0.85 JOB TITLE ProphetesResidenceMiamiShores JOB NO. MUE16030301 SHEET NO. CALCULATED BY DATE CHECKED BY DATE H< 15ft;exp C .•. Kzt=1.0 ESCARPMENT V(z) 1 Z46 Speed-up Z) x(upwind) x(downv Ind) W2 H 2D RIDGE or 3D AXISYMMETRICAL HILL Flexible structure if natural frequency < 1 Hz (T > 1 second). However, if building h/B < 4 then probably rigid structure (rule of thumb). h/B = 0.35 Rigid structure G = 0.86 Using rigid structure default Flexible or Dvnamicaliv Sensitive Structure Natural Frequency (r)j) = 0.0 Hz Damping ratio (0) = 0 /b = 0.65 /a = 0.15 Vz = 147.8 N j = 0.00 Rn = 0.000 Rh = 28.282 n = 0.000 RB = 28.282 n = 0.000 Ri- = 28.282 n = 0.000 9R = 0.000 R = 0.000 G = 0.000 h = 15.0 ft 3 MUEngineers, Inc. 3440 NE 12th Avenue Oakland Park, FL 33334 954-324-4730 CA M 29348 JOB nTLE ProphetesResidenceMiamiShores JOB NO. MUE16030301 CALCULATED BY CHECKED BY Wind Loads - MWFRS h560' (Low-rise Buildings) Enclosed/partially enclosed only SHEET NO. DATE DATE Kz = Kh (case 1) = 0.85 Edge Strip (a) = 4.3 ft Base pressure (qh) = 56.6 psf End Zone (2a) = 8.6 ft GCpi = +/-0.18 Zone 2 length = 21.5 ft Wind Pressure Coefficients CASE A CASE B 9 = 18.4 deg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.52 0.70 0.34 -0.45 - .27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.47 -0.29 -0.65 -0.37 -0.19 -0.55 4 -0.42 -0.24 -0.60 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 1 -0.29 -0.11 -0.47 1 E 0.78 0.96 0.60 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.67 -0.49 -0.85 -0.53 -0.35 -0.71 4E -0.62 -0.44 -0.80 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 39.4 19.0 -15.3 -35.6 2 -28.9 -49.2 -28.9 -49.2 3 -16.3 -36.7 -10.7 -31.1 4 -13.3 -33.7 -15.3 -35.6 5 32.8 12.4 6 1 -6.2 -26.6 1 E 54.3 34.0 -17.0 -37.3 2E -50.3 -70.7 -50.3 -70.7 3E -27.9 -48.3 -19.8 -40.2 4E -24.8 -45.1 -17.0 -37.3 5E 44.7 24.3 6E -14.1 -34.5 Parapet Windward parapet = 0.0 psf (GCpn = +1.5) Leeward parapet = 0.0 psf (GCpn = -1.0) Horizontal MWFRS Simgle Diaahragm Pressures (Ps Transverse direction (normal to L) Interior Zone: Wall 52.7 psf Roof -12.5 psf *" End Zone: Wall 79.1 psf Roof -22.4 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 39.0 psf End Zone: Wall 58.8 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward roof overhangs = 39.6 psf (upward) add to windward roof pressure WINDWARD OVERHANG (-f-t WINDWARDROOF LEEWARD ROOF J! VERTICAL 8 a TRANSVERSE ELEVATION WINDWARD ROOF i i I 1 j 1 i1�l LEEWARD ROOF VERTICAL ZONE 2 LONGITUDINAL ELEVATION MUEngineers, Inc. JOB TITLE ProphetesResidenceMiamiShores 3440 NE 12th Avenue Oakland Park, FL 33334 JOB NO. MUE16030301 SHEET NO. 954-324-4730 CALCULATED BY DATE CA #: 29348 CHECKED BY DATE Location of MWFRS Wind Pressure Zones 1 E ZOI%-E 2: lessor of 0.5 B or 2.5 h If 2 is negative CASE A t�—X�1',-D D=C=" �T� L1-D DMEC'TIO\ R�\GE RAGE NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 M later) E 3E\ 6 ZO1'E 2: lessor of ,. 0_5 B or 2.5 h If 2 is negatil 2 g- M"IMPAPP, �' Tranwerse Direction Lonsritudinal Direction NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. CASE B 1 WIND DPI C ON, 5 MUEngineers, Inc. 3440 NE 12th Avenue Oakland Park, FL 33334 954-324-4730 CA #: 29348 JOB TITLE ProphetesResidenceMiamiShores JOB NO. MUE16030301 SHEET NO. CALCULATED BY DATE CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Cladding: h <= 60' Kh (case 1) = 0.85 h = 15.0 It Base pressure (qh) = 66.6 psf a = 4.3 It Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (e) = 18.4 deg Type of roof = Gable Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 2 Overhang Zone 3 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure of 10.2 psf GCp +/- GCpi Surface Pressure (psf) User Input 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf -1.08 -1.01 -0.98 -61.1 -57.1 -55.4 -56.1 -55.4 -1.88 -1.53 -1.38 -106.4 -86.6 -78.1 -81.6 -78.1 -2.78 -2.36 -2.18 -157.3 -133.5 -123.3 -127.6 -123.3 0.68 0.54 0.48 38.5 30.6 27.2 28.6 27.2 -2.20 -2.20 -2.20 -124.5 -124.5 -124.5 -124.5 -124.5 -3.70 1 -2.86 -2.50 -209.3 -161.9 -141.4 -149.9 -141.4 Parapet qp = 0.0 psf CASE A = pressure towards building (pos) CASE B = pressure away from bklg (neg) Walls AreE Negative Zone A Negative Zone', Positive Zone 4 & Solid Parapet Pressure Surface Pressure(PSO User Input 10 sf 100 sf 500 sf 40 sf ,ASE A: Interior zone: Comer zone: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SASE B : Interior zone: Comer zone: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 GCp +/- GCpi Surface Pressure (psf) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 40 sf 200 sf -1.28 -1.10 -0.98 -72.4 -62.4 -55.4 -66.4 -59.4 -1.58 -1.23 -0.98 -89.4 -69.4 -55.4 -77.4 -63.4 1.18 1.00 0.88 66.8 56.8 49.8 60.7 53.8 6 MUEngineen3, Inc. JOB TITLE ProphetesResidenceMiamiShores 3440 NE 12th Avenue Oakland Park, FL 33334 JOB No. MUE16030301 SHEET NO. 954-324-4730 CALCULATED BY DATE CA #: 29348 CHECKED BY DATE Ultimate Wind Pressures Roofs w/ 0 5 10* and all walls h>60' I Monoslope roofs 10° < 0 5 30" h 5 60' & alt design h<90' 8 Location of C&C Wind Pressure Zones Walls h 5 60' & alt design h<90' Multispan Gable & Gable 7° < e 5 45° Stepped roofs 6 s 3° h 5 60' & sit design h<90' 7 rt r I I I I 21 IZ 01 I I I L(D I I I r3 2 —� Gable, Sawtooth and Multispan Gable 0 5 7 degrees & Monoslope roofs Monoslope 5 3 degrees 3° < 0 5 10` h 5 60' & aft design h<90' h 5 60' & aft design h<90' L - � Hip 7° < 0 5 27° Sawtooth 10* < 0 5 45° h 5 60' & alt design h<90' MUEngineers, Inc. 3440 NE 12th Avenue Oakland Park, FL 33334 954-324-4730 CA #: 29348 JOB TITLE ProphetesResidenceMiamiShores JOBNO. MUE16030301 SHEET NO. CALCULATED BY DATE CHECKED BY DATE Roof Design Loads Items IDescriptlon Multiple I pSf max sf min Roofing Spanish Tile 19.0 16.0 Roofing Bituminous membrane, smooth surface 1.5 1.5 Decking 3/4" plywood/OSB 2.7 2.3 Framing Wood Trusses @ 24" x 2.0 6.0 5.0 Insulation R-30 Fiberglass insul. 0.9 0.9 Ceiling 5/8" gypsum 2.8 2.5 Mach & Elec Mech. & Elec. 2.0 0.0 Misc. Misc. 0.5 0.0 Actual Dead Load • 35.4 • 28.2 Use this DL instead 25.0 20.0 Live Load 20.0 0.0 Snow Load 0.0 0.0 Ultimate Wind (zone 2 - 100sf) 27.2 -78.1 ASD Loadina D + Lr 55.4 - D + 0.75(0.6*W + Lr) 62.6 - 0.6*D + 0.6*W - -29.9 LRFD Loading 1.2D + 1.6 Lr + 0.5W 88.1 - 1.2D + 1.OW + 0.51-r 79.6 - 0.9D + 1.OW - -52.7 Roof Live Load Reduction Roof angle 4.00 / 12 18.4 deg 0 to 200 sf. 20.0 psf 200 to 600 sf: 20.0 psf over 600 sf: 20.0 psf 300 sf 18.0 psf 400 sf 16.0 psf 500 sf 14.0 psf User Input: 450 sf 15.0 psf 8 I MUEngineers, Inc. 3440 NE 12th Avenue Oakland Park, FL 33334 954-324-4730 CA #: 29348 JOB nTLE ProphetesResidenceMiamiShores _JOB NO. MUE16030301 CALCULATED BY CHECKED BY Floor Design Loads SHEET NO. DATE DATE Items Description Multiple psf (max) psf (min) Flooring 3/4" Ceramic tile on 1" mortar 23.0 20.0 Flooring Carpet & pad x 1.0 1.0 1.0 None 0.0 0.0 None 0.0 0.0 None x 10.0 0.0 0.0 None 0.0 0.0 None 0.0 0.0 None 0.0 0.0 None 0.0 0.0 Actual Dead Load • 24.0 • 21.0 Use this DL instead D 25.0 20.0 15.0 0.0 Partitions Live Load 0.0 0.0 15.0 0.0 Total Live Load 39.0 21.0 Total Load FLOOR LIVE LOAD REDUCTION (not including Partitions) NOTE: Not allowed for assembly occupancy or LL>100psf or passenger car garages, except may reduce columns 20% if 2 or more floors & non -assembly L=Lo(0.25+15/gKLLAT) Unreduced design live load: Lo = 0 psf Floor member KLL = 2 Tributary Area AT = 300 sf Reduced live load: L = 0.0 psf Columns (2 or more floors) Ku = 4 Tributary Area AT = 500 sf Reduced live load: L = 0.0 psf IBC alternate Procedure Smallest of: R= .08%(SF -150) R= 23.1(1+D/L) = #DIV/0! R= 40% beams; 60% columns R = #DIV/0! Reduced live load: L = #DIV/0! R = #DIV/0! Reduced live load: L = #DIV/0! 9 Masonry Slender Wall r.�r• Description: Masonry Wall Code References Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Construction Type: Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom. Wall Thickness Fy - Yield = 60.0 ksi Actual Thickness Fr - Rupture = 61.0 psi Rebar "d" distance Em = fm ` = 900.0 Lower Level Rebar ... Max % of p bal. = 0.006794 Bar Size # Grout Density = 140 pcf Bar Spacing Block Weight Normal Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only One -Story Wall Dimensions _ A Clear Height = 13.50 ft B B Parapet height = ft Wail Support Condition Top Pinned, Bottom F —� — Vertical Loads Vertical Uniform Loads ... (Applied per foot of Ship Width) Ledger Load Eccentricity in Concentric Load Lateral Loads = P.VAdivelMUE16030301S&ProphetsResidermMlamiShores"e mue16030301.ec6 ENERCALC, INC.1983-2015, Build:6.15.10.6, Ver:6.15.10.6 Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 8 in Temp Diff across thickness = deg F 7.625 in Min Allow Out -of -plane Dell Ratio = 0 3.750 in Minimum Vertical Steel % = 0.0020 5 32.0 in DL : Dead Lr : Roof Live Lf : Floor Live S : Snow W : Wind 0.480 0.40 k/ft k/ft Wind Loads: Seismic Loads: Full area WIND load 75.0 psf Wall Weight Seismic Load Input Method Fp 1.0 = 25.0 psf Seismic Wall Lateral Load Direct entry of Lateral Wall Weight 25.0 psf 10 Mason Slender Wall File=P:AtivelMUE16030301SB-Propt�etsResWenosMiam!Shores\eng\muel603O301.ec6 Masonry ENERCALC, INC.1983-2015, Build:6.15.10.6, Ver.6.15.10.6 Description: Masonry Wall DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in Governing Load Combination ... Actual Values ... Allowable Values ... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8698 +1.20D+0.50Lr+0.50L+W+1.60H Max Mu -1.659 k-ft Phi * Mn 1.908 k-ft PASS Service Deflection Check Actual Defl. Ratio U 351 Allowable Defl. Ratio 150 W Only Max. Deflection 0.4618 in PASS Axial Load Check Max Pu / Ag 36.124 psi Max. Allow. Defl. 1.080 in +1.20D+0.50Lr+0.50L+W+1.60H Location 0.2250 ft 0.2 * fm 300.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.00250 As/bd006794 rho bal 0.006794 PASS Minimum Moment Check Wracking 0.5935 k-ft Minimum Phi Mn 2.120 k-ft +1.40D+1.60H Maximum Reactions ... for Load Combination.... Top Horizontal W Only 0.3828 k Base Horizontal W Only 0.6297 k Vertical Reaction +D+Lr+H 1.663 k Design Maximum Combinations • Moments Results reported for "Strip Width" =12 in. Axial Load Moment Values 0.6 * Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in12 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.00W 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60Lr+0.50W+1.60H at 0.00 to 0.45 0.000 17.640 0.46 1.28 0.90 1.91 0.116 0.0025 0.0068 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0,0000 +1.20D+1.60S+0.50W+1.60H at 0.00 to 0.45 0.000 17.640 0.46 1.29 0.90 1.91 0.116 0.0025 0.0068 +1,20D40.50Lr+0.50L+W+1.60H at 0.00 to 0. 0.000 17.640 0.46 1.66 0.90 1.91 0.116 0.0025 0.0068 +1.20D+0.50L40.50S+W+1.60H at 0.00 to 0.4 0.000 17.640 0.46 1.66 0.90 1.91 0.116 0.0025 0.0068 +1.20D+0.50L+0.20S+E+1.60H at 0.00 to 0.4 0.000 17.640 0.46 0.57 0.90 1.91 0.116 0.0025 0.0068 +0.90D4W40.901-1 at 0.00 to 0.45 0.000 17,640 0.46 1.66 0.90 1.91 0.116 0.0025 0.0068 40.90D+E+0.90H at 0.00 to 0.45 0.000 17.640 0.46 0.57 0.90 1.91 0.116 0.0025 0.0068 Design Maximum Combinations • Deflections Results reported for "Strip Width" =12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft :n14 n14 in^4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.60W+H at 8.10 to 8.55 0.793 0.46 0.36 342.40 26.73 342.400 0.101 1,605.4 +D+0.70E+H at 7.65 to 8.10 0.819 0.46 0.22 342.40 26.80 342.400 0.012 13,758.2 +D40.750Lr40.750L+0.450W+H at 7.65 to 8.1 1.119 0.46 0.28 342.40 27.60 342.400 0.049 3,283.5 40+0.750L+0.750S+0.450W+H at 7.65 to 8.10 0.819 0.46 0.28 342.40 26.80 342.400 0.050 3,256.0 +D+0.750L40.750S+0.5250E+H at 7.65 to 8.1 0.819 0.46 0.17 342.40 26.80 342.400 0.009 18,344.2 +0.60D40.60W+0.60H at 8.10 to 8.55 0.476 0.46 0.36 342.40 25.87 342.400 0,102 1,590.0 +0.60D+0.70E40.60H at 7.65 to 8.10 0.492 0.46 0.22 342.40 25.91 342.400 0.012 13,769.9 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 11 it Mason Slender Wall Rle=P:VAdWetMUE16030301-SBRmphetsResidenceMiamiShoresleng\muel6030301.ec6 ENERCALC, INC.1983-2015, Bulld:6.15.10.6, Ver.6.15.10.6 Description: Masonry Wall Design Maximum Combinations - Deflections Results reported for "Strip Width' = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Dell. Ratio k k-ft k-ft in"4 in14 in14 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 7.65 to 8.10 0,000 0.46 0.96 342.40 24.55 25.241 0.462 350.8 E Only at 7.65 to 8.10 0.000 0.46 0.32 342.40 24.55 342.400 0.017 9,651.2 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions - Vertical & Horizontal Results reported for "Strip Width' =12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0.00 k 1.263 k +D+L+H 0.0 k 0.00 k 1.263 k +D+U+H 0.0 k 0.00 k 1.663 k +D+S+H 0.0 k 0.00 k 1.263 k +O+0.750Lr+0.750L+H 0.0 k 0.00 k 1.563 k +O+0.750L+0.750S+H 0.0 k 0.00 k 1.263 k +D+0.60W+H 0.4 k 0.19 k 1.263 k +D+0.70E+H 0.1 k 0.09 k 1.263 k +D+0.750Lr+0.750L+0.450W+H 0.3 k 0.14 k 1.563 k +O+0.750L+0.750S+0.450W+H 0.3 k 0.14 k 1.263 k +D+0.750L+0.750S+0.5250E+H 0.1 k 0.07 k 1.263 k +0.60D+0.60W+0.60H 0.4 k 0.19 k 0,758 k +0.60D+0.70E+0.60H 0.1 k 0.09 k 0.758 k D Only 0.0 k 0.00 k 1.263 k Lr Only 0.0 k 0.00 k 0.400 k L Only 0.0 k 0.00 k 0.000 k S Only 0.0 k 0.00 k 0.000 k W Only 0.6 k 0.38 k 0.000 k E Only 0.2 k 0.13 k 0.000 k H Only 0.0 k 0.00 k 0.000 k 12 Wall Footing Description: Wall Footing Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information INC.1983-2015, Buiki:6.15.10.6, Ver.6.15.10.6 Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pc Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 N Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface ft Min Steel % Bending Reinf. = Allow. Pressure Increase per foot of depth - ksf Min Allow % Temp Reinf, = 0.00180 when base footing is below = ft Min. Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min. Sliding Safety Factor = 1.0 :1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Dimensions Reinforcing Footing Widt = 2.0 ft Footing Thicknes = 12.0 in Bars along X-X AxiE Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete. Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in I#bars 0 12 in o . led Loads D Lr L S W E H P : Column Load = 1.50 0.40 k OB : Overburden = ksf V-x = 0.30 k M-zz = k-ft Vx applied = in above top of footing DESIGN SUMMARY e - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8299 Soil Bearing 1.245 ksf 1.50 ksf +D+0.750Lr+0.750L+0. PASS 6.967 Overturning - Z-Z 0,180 k-ft 1.074 k-ft +0.60D+O.60W+0.60H PASS 1.790 Sliding - X-X 0.180 k 0.3222 k +0.60D+0.60W+0.60H PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.03623 Z Flexure (+X) 0.4395 k-ft 12.131 k-ft +1.20D+1.60Lr+0.50W+ PASS 0.01868 Z Flexure (-X) 0.2265 k-ft 12.131 k-ft +0.90D+E+0.901-1 PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a 13 Wall Footing Fie=P:lAci%\MUE16030301-SB-PmphetsRes&-noeMiamiShoreslerglmue16030301.eo6 9 ENERCALC, INC. 1963-2015, Buik1:6.15.10.6, Ver.6.15.10.6 I MUM IrM Description: Wall Footing Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio +D+H 1.50 ksf 0.0 in 0,8950 ksf 0.8950 ksf 0.597 +D+L+H 1.50 ksf 0.0 in 0.8950 ksf 0.8950 ksf 0.597 +D+Lr+H 1.50 ksf 0.0 in 1,095 ksf 1.095 ksf 0.730 +D+S+H 1.50 ksf 0.0 in 0.8950 ksf 0.8950 ksf 0.597 +D+0.750Lr+0.750L+H 1.50 ksf 0.0 in 1.045 ksf 1,045 ksf 0.697 +D+0.750L+0.750S+H 1.50 ksf 0.0 in 0.8950 ksf 0.8950 ksf 0.597 +D+0.60W+H 1.50 ksf 1.207 in 0.6286 ksf 1.161 ksf 0.774 +D+0.70E+H 1.50 ksf 0.0 in 0.8950 ksf 0.8950 ksf 0.597 +D+0.750Lr+0.750L+0.450W+H 1.50 ksf 0.7751 in 0.8452 ksf 1.245 ksf 0.830 +D+0.750L+0.750S+0.450W+H 1.50 ksf 0.9050 in 0.6952 ksf 1.095 ksf 0.730 +D+0.750L+0,750S+0.5250E+H 1.50 ksf 0.0 in 0.8950 ksf 0.8950 ksf 0.597 , +0.60D+0.60W+0.60H 1.50 ksf 2.011 in 0.2706 ksf 0.8034 ksf 0.536 , +0.60D+0.70E+0.60H 1.50 ksf 0.0 in 0.5370 ksf 0.5370 ksf 0.358 Overturning Stability Units: k-ft Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status +D+H None 0.0 k-ft Infinity OK +D+L+H None 0.0 k-ft Infinity OK +D+Lr+H None 0.0 k-ft Infinity OK +D+S+H None 0.0 k-ft Infinity OK +D+0.750Lr+0.750L+H None 0.0 k-ft Infinity OK +D+0.750L+0.750S+H None 0.0 k-ft Infinity OK +D+0.60W+H 0.180 k-ft 1.790 k-ft 9.944 OK +D+0.70E+H None 0.0 k-ft Infinity OK +D+0.750Lr+0.750L+0.450W+H 0.1350 k-ft 2.090 k-ft 15.481 OK +D+0.750L+0.750S+0.450W+H 0.1350 k-ft 1.790 k-ft 13.259 OK +D+0.750L+0.750S+0.5250E+H None 0.0 k-ft Infinity OK , +0.60D+0.60W+0.60H 0.180 k-ft 1.074 k-ft 5.967 OK , +0.60D+0.70E+0.60H None 0.0 k-ft Infinity OK Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status +D+H 0.0 k 0.5370 k No Sliding OK +D+L+H 0.0 k 0.5370 k No Sliding OK +D+Lr+H 0.0 k 0.6570 k No Sliding OK +D+S+H 0.0 k 0.5370 k No Sliding OK +D+0.750Lr+0.750L+H 0.0 k 0.6270 k No Sliding OK +D+0.750L+0.750S+H 0.0 k 0.5370 k No Sliding OK +D+0.60W+H 0.180 k 0.5370 k 2.983 OK +D+0.70E+H 0.0 k 0.5370 k No Sliding OK +D+0,750Lr+0.750L+0.450W+H 0.1350 k 0.6270 k 4.644 OK +D+0.750L+0.750S+0.450W+H 0.1350 k 0.5370 k 3.978 OK +D+0.750L+0.750S+0.5250E+H 0.0 k 0.5370 k No Sliding OK , +0.60D+0.60W+0.60H 0.180 k 0.3222 k 1.790 OK , +0.60D+0.70E+0.60H 0.0 k 0.3222 k No Sliding OK Footing Flexure Flexure Axis &Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi*Mn k-ft Side ? or Top ? in^2 in"2 in^2 k-ft Status +1.40D+1.60H 0.3524 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.40D+1.60H 0.3524 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50Lr+1.60L+1.60H 0.3302 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50Lr+1.60L+1.60H 0.3302 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60L+0.50S+1.60H 0.3021 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60L+0.50S+1.60H 0.3021 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60Lr+0.50L+1.60H 0.3921 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60Lr+0.50L+1.60H 0.3921 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60Lr+0.50W+1.60H 0.3446 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60Lr+0.50W+1.60H 0.4395 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+1.60S+1.60H 0.3021 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK 14 Wall Footing File=P.bAdiveWUE16030301-SB-P"tsResfdenceMiamiShoreslenglmue16030301.ec6 9 ENERCALC, INC.1983-2015, 8uild:6.15.10.6, Ver.6.15.10.6 Description: Wag Footing Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi*Mn k-ft Side ? or Top ? in^2 in^2 in^2 k-ft Status +1.20D+0.50L+1.60S+1.60H 0.3021 +X Bottom 0,2592 Min Temp % 0.31 12.131 OK +1.20D+1.60S+0.50W+1.60H 0.2546 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60S+0.50W+1.60H 0.3495 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50Lr+0.50L+W+1.60H 0.2353 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50Lr+0.50L+W+1.60H 0.4251 +X Bottom 0,2592 Min Temp % 0.31 12.131 OK , +1.20D+0.50L+0.50S+W+1.60H 0.2072 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK , +1.20D+0.50L+0.50S+W+1.60H 0.397 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+020S+E+1.60H 0.3021 -X Bottom 0,2592 Min Temp % 0.31 12,131 OK +1.20D+0.50L+0.20S+E+1.60H 0.3021 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK , +0.90D+W+0.90H 0.1316 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK , +0.90D+W+0.90H 0,3214 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK , +0.90D+E+0.90H 0.2265 -X Bottom 0,2592 Min Temp % 0.31 12.131 OK ,+0.90D+E+0.90H 0.2265 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK One Way Shear Units: k Load Combination... Vu CrD. -X Vu CCD. +X Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60L+0.50S+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+0.50L+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+0.50W+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +120D+0.50L+1.60S+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60S+0.50W+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+0.50L+W+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.50S+W+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.20S+E+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D+W+0.90H 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D+E+0.90H 0 psi 0 psi 0 psi 82.158 psi 0 OK 15 3:05 PM 10/7/2016 Im ngineers, Inc. www.MUEngineers.com Tie Down Trusses Calculations GT OVER HANG LENGTH ZOON2 ZOON2 LENGTH(FEET) 2.5 15 WIDTH(FEET) 4.125 4.125 AREA 10.3125 61.875 WIND PRESSURE -128 -128 UPLIFT -1318 -7908 TOTAL UPLIFT -9226 DEAD LOAD 722 TOTAL TIE DOWN CONNECTION "A" UPLIFT FORCE(0.6DI+0.6WIND) -2334.54375 HT OVER HANG LENGTH ZOON3 ZOON3 ZOON2 OVER HANG LENGTH ZOON2 LENGTH(FEET) 8.6 4.3 4 2 WIDTH(FEET) 1.25 4.3 2 1.3 AREA 10.75 18.49 8 2.6 WIND PRESSURE -215 -151 -100 -19 UPLIFT -2310 -2792 -803 -50 TOTAL UPLIFT/2 -2978 DEAD LOAD 436 rTOTAL TIE DOWN CONNECTION "B" UPLIFT FORCE(DI+0.6WIND) -1350.2355 JT OVER HANG LENGTH ZOON2 ZOON2 LENGTH(FEET) 1.25 5 WIDTH(FEET) 2 2 AREA 2.5 30 WIND PRESSURE -128 -109 UPLIFT -320 -1092 TOTAL UPLIFT IN CONNECTION -866 DEAD LOAD 188 TOTAL TIE DOWN CONNECTION "C" UPLIFT FORCE(DI+0.6WIND) -332 T OVER HANG LENGTH ZOON2 ZOON2 LENGTH(FEET) 4.75 5 WIDTH(FEET) 2 2 AREA 9.5 10 WIND PRESSURE -128 -109 UPLIFT -1214 -1092 TOTAL UPLIFT IN CONNECTION -1760 DEAD LOAD 57 60 AL TIE DOWN CONNECTION "D" UPLIFT FORCE(DI+0.6WIND) r 999 P:\AUUIveWUE16030301-S6ProphetsResidenceMiamiShwesbnOWIUE16030301-TIEDOM TRUSS CALCULATION 16 Mark on Plan Anchor / Connector Type FASTENERS TO TRUSS A Simpson MGT (22) 10 d Nails B Simpson HETA16 (9) 10d x 1 1/2"Nail C Simpson META 16 (7) 10d x 1 1/2"Nail D Simpson META6 1(7) 10 d x 1 1/2" Nails 17