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REV-19-1200Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION QBUILDING ❑ ELECTRIC ❑ ROOFING RECEIVED MA 2 4 2019 BY: FBC 20 I� Master Permit No. RC-01-19-229 Sub Permit No. !Ey - bl�'- ❑ REVISION ❑ EXTENSION [:]RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 51 NE 99TH ST City: Miami Shores County: Miami Dade Zip: Folio/Parcel#:1132060131280 Is the Building Historically Designated: Yes NO X Occupancy Type: Load OWNER: Name (Fee Simple Titlehol Address:51 NE 99 ST City: MIAMI SHORES Tenant/Lessee Name: Email Construction Type: Flood Zone: KEVIN PINEIRO State: FL BFE: FFE: .. 786-271-1794 33138 CONTRACTOR: Company Name: OZ CONSTRUCTION SERVICES GROUP, INC phone#: 786-467-7200 Address: 3642 SW 14 ST City: MIAMI State: FL Zip: 33145 Qualifier Name: OSBEL FERNANDEZ Phone#: 305-216-0236 State Certification or Registration #: CGC1520184 Certificate of Competency #: N/A DESIGNER: Architect/Engineer: Phone#: Address: City: State Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace Description of Work: INTERIOR STRUCTURAL REPAIR Specify color ofcolor thru tile: Submittal Fee $ 0 Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Zip: ❑ Demolition CCF $ CO/CC $ DBPR $ Notary $ Double Fee $ Structural Reviews $ (Revised02/24/2014) Bond $ TOTAL FEE NOW DUE $ �q� Bondi ng,Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absenc.gf such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signatu OWNER or AGENT The foregoing instrument as acknowledged before come this en O� day of _ 20 ( / by ( u( rJ Pi r\E.Q�V I �� ,who is personally known to me or who has produced T1—% (ZJ1IE� (J� NS as The foregoing instrument was acknowledged before me this `mil day of / A !/ 20 by er1)A1y&7, whor45 personally known t 6or who has produced as identification and who did take an oath. identification and who did take an oa `��\\\�`SE, NOTARY P BLIC: NOTARY PUBLIC: ��'� Sign: Sign. Print. SI '� l .VA(0 Print: Seal: •«^..�,: SINDIA ALVAREZ �° # GG 238273 Seal: STA1E� �N�\` \\\ �IIIIIIIIIIIIN MY COMMISSION a a EXPIRES: September 3, 2022 . "�'Fp'dd�°."• ` Bonded Thru Notary Public Underwriters ******************************************************************************************************** APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) RAFAEL E. DROZ-SEDA P.E. License 39228 & S.I. #843 9130 Crescent drive Miramar, FL. 33025 PH.: 305- 962 7452 STRUCTURAL CALCULATIONS PROJECT: REPLACING WOOD BEAM FOR NEW ONE STEEL BEAM OWNER: KEVIN PIWEIRO 51 NE 99tH STREET MIAMI SHORES, FL TABLE OF CONTENT: DESCRIPTION PAGE Input data 1 Wind pressure for components and claddings 2 Structural loads 4 Rafters design 5 Steel beam design 8 Steel column design 13 Footing design 15 Connection design 24 ' �U1,IVrlt+L .t7v 'b pA-cF a. _h01�ti— rh APPROVLO_----- / .__ .4: Cen-YLCU "T1ONS Yi I W VV✓G F%r-%d 1F%Q1V1C1.1 . rOV 4V 1-9 M111✓ f1V VL f - fit u3m .: 11-.tan-17 ♦IYV Froj. No.: Building Cago I Miami -Dade Cou i3rowarci ioun: inner tountres+ V Ultirn V Service V Ultim. V Service V Uttim. V Service 1 165 128 156 121(Varies caries lie 176 132 arias arias lil and IV 186 144 180 139 (Varies) (Varies) Service Factor to affect Ultimate Pressure, S = 0.60 WIND DATA Ultimate wind speed, V = Building Category: Exposure Category: Opening Condition: Directionality Factor Kd = GEOMETRY DATA Largest Building Dim., L = Smallest Building Dim., B = Roof Average Height, h = Roof Pitch x/12, x = Roof Overhang, Lo = 'Building Enclosure Condition: (6.2 Definitions) 176 mph (3-sec. gust) If C 3 Enclosed 0.85 44.08 ft 43.08 ft 13.00 ft 4.00 in 1.00 ft Area of wall considered for classification, Ag = Area of all.other walls in building balance, Agi = Total Area of Openings in wall, Ao = Area of openings in building balance, Aoi = 0.01 Ag = 1.00 ftz AolAoi = -999.00 Open building condition: Is Ao > 0.8Ag? No Is Ao > Min.? No Selected design condition: Gust Effect factor Topographic Factor: 18.0 deg. 1 Open 2 Partially enclosed 3 Enclosed 100.00 ft? 100.00 ftz 0.00 ftz 0.00 ftz Min. of 4 ftz and 0.01Ag = Aoi/Agi = Partially enclosed condition: Is Ao > 1.1Aoi? Yes Is Aoi/Agi < 0.20? Yes 3 Enclosed Kzt = (1 + K-jK2KX For Miami -Dade and Broward, K, = 0.00 0.0D% 0.00% 4.00 ftz 0.00 G = 0.85 Kzt = 1.00 O WIND PRESSURE ON COMPONENTS AND CLADDINGS Project: KEVIN PINEIRO BASED ON ASCE 7-10, FOR BLDGS W/ MEAN ROOF HEIGHT S 60 FT Task: CALCULATIONS Ultimate Wind Speed, V = 175 mah Exposure: C Zo = 900.0 ft Ht., h = 13.00 ft a = 9.5 Max. Truss Span, Lo = 7.00 ft Kd = 0.85 Kt = 1.00 KZ = K 1= 0.85 Min. building width: B = 43.08 ft Roof pitch x/12, x = 4.00 in. Min. of 0.1•13 vs 0.4 h = 4.31 ft 0 = 18.43° 0% red. Max. of 0.04-B or 3 ft = 3.00 ft Roof parapet height, hp = 0.00 ft Then Zone 5 width a = 4.31 ft -- Enclosure Condition : 3 (GCP;) [+j = 0.18 Overhang: 1.00 ft (GCp) [- I = -0.18 Overhang (GCpl) = 0.00 Are press. on zone 4-5 for windows? N Max. Cladding Area: Conditions and parameters Zone Roof Areas Walls 0 < 7° 7<0�527 27<0<45 flag -+ 0.00 1.00 0.00 10 Zone 1: (wall 4,5) 0.00 -0.90 0.00 1.00 0.00 -0.80 0.00 0.70 Zone wall 4 0.00 -1.20 0.00 -0.80 Zone 3: (wall 5) 0.00 -2.60 0.00 -1.40 0.00 -2.00 0,00 -0.80 Zone 1,2,3 Pos.Press. 0.30 0.50 0.90 100 0.20 0.30 0.80 500 Max. Wall Area: (Calculation of wind pressure for Ultimate Wind Velocity: Basic Veloc. Pressure: q= m 0.00256-KZ Kn Kd-V' qh = 66.57 psf p - pint = gh•[(GCP) - (GCPJ1 Calculation of wind pressure for Service Wind Velocity: Factor to affect Ultimate Pressure, S = 0.60 (From 'Input' sheet) p,eN' S • pint Note: Kd is used in conjunction with ASCE load combinations. See sheet'Load' 0 Mark Edge Distance Ift] Effective Width [ft Cladding Length [ft] Effective Area [ftq %Cladd. in Zone 2 (GCp) [+] Zone 1, 2 and 3 (GC) [ j uldmab Pressure service Pressure p [+j psf ) p [-] I pof p [+j [psf p [-] f Zone 1 Zone 2 Zone 3 Roof Zone 1 4.311 2.33 7.00 1.52 0.00 0.50 -0.90 -1.70 -2.60 38.5 -61.1 23.1 -36.7 Roof Zone 2 0.00 2.33 7.001 1.52 100.001 0.50 -0.90 -1.70 -2.60 38.5 -106.4 23.1 -63.8 Roof Zone 3 0.00 2.33 7.00 1.52 0.00 0.50 -0.90 -1.70 -2.60 38.5 -157.3 23.1 .94.4 1st Int, Rafter 1.00 2.33 7.00 16.31 100.00 0.46 -0.88 -1.59 -2.47 36.1 1 -100.3 21.6 -60.2 Other Int. Rafters 3.00 2.33 7.00 16.31 56.14 0.46 -0.88 -1.59 -2.47 36.1 1 -82.6 21.6 -49.6 (') Claddings in this program are defined as attachments or elements other than wall and roof framing structures. Notes: 1. Plus or minus signs indicate pressure acting toward and away from the surface, respectively. 2. Pressure values given on the last two columns have the influence of Zone 2 (only) included. See note 3 below. 3. Claddings, within zone 3 and/or w/areas affected by zone 2 on more than one side must be analized separately. WIND LOAD PRESSURE ON OVERHANG 0<79 7<0<27< Apply UltPress. Serv.Press. fa -+ 0.00 1.00 0.00 Mark %OH in ea. Zone Overhang (GCp) [-] p I psf P I -I psf Roof 1: (wall 4,5) 0.00 0.00 0.00 0.00 Zone 1 Zone 2 Zone 3 0.00 0.00 0.00 0.00 Roof Zone 1 0.00 0.00 -2.20 0.0 Roof 2: (wall 4) 0.00 -2.20 0.00 -2.20 Roof Zone 2 at mid area 100.00 0.00 -2.20 -124.5 -74.7 0.00 -2.20 0.00 -2.20 Roof Zone 2 at comer 0.00 -2.20 -3.70 -- 0.0 Roof 3: (wFall 5 0.00 -3.70 0.00 -3.70 Roof Zone 3 100.00 -2.20 -3.70 -209.3 -125.6 0.00 -2.50 0.00 -2.50 GO, 0 Project: KEVIN PINEIRO Task: CALCULATIONS STRUCTURAL DESIGN LOADS ROOF TRUSS OR RAFTER LOADS DEAD LOAD Trusses/Rafters 5 psf Mech. ducts & Misc. 5 psf Cig. & Insul. 5 psf Roofing 10 psf Factored Load Total DL = 25 psf 1.2 30.0 psf LIVE LOAD 30 psf 1.6 48.0 psf Total: 55 psf 1.42 78.0 psf WIND LOAD As per attached Wind Pressure Calculation. See Sheet'CladLo' WIND NET UPLIFT (For 1-story areas) ASCE 7-10 Applicable Load Combination: Comb. 7: 0.613 + 0.6W D = Dead Load W = Wind Load 0.61) = 15 psf Designer's selection of Minimum D.L. for uplift calc.: Use 0.61) or 10.0 psf whichever is smaller Roof Zone 1 x 0.6 = -36.7 psf Less minimum DL 10.0 psf Net Uplift = -26.7 psf Roof Zone 2 x 0.6 = -63.8 psf Less minimum DL 10.0 psf Net Uplift = -63.8 psf Project: KEVIN PINEIRO Task: CALCULATIONS TRUSS REACTION CALCULATION USING COMPONENT & CLADDING FORCES (FBC-2014 & ASCE 7-10) GRAVITY LOADS From Sheet'Load': Net Total Load, w = 55 psf NET UPLIFT REACTIONS U = Net Uplift Reaction G = Gravity Reaction Type Yes for application of the note below Note: Factor of 0.6 to ultimate wind -speed pressure has ALREADY been applied on sheet'Load' From Sheet 'Load': Net Zone 1 UpW- pl _ -26.70 psf From Sheet'Load': Net Zone 2 Uplift: p2 = -53.80 psf From Sheet'CladLo': a = 4.31 ft To account for Zone 2 at interior areas, p, Is affected by c = 1+(4a/LT)(P2-PIYP1 For Jack and Hip Trusses, p, is affected by c = 1+(2a/LT)(Pz-Pl)/Pr Max. value of c = 1 + ("i)lpr (when 4a > LT) for regular trusses Max. value of c = 1 + (p2-pr)/pr (when 2a > LT) for jack trusses or monoslope roofs For Girder -Trusses b = Trib. Width Uplift is a function of Gravity Reaction G as follows: U = [(cp1/w)-G + (p2-pt)*aobl = -0.485-c-0 416.7•b Lb Note: Where Zone 2 at support does not apply, 2nd factor is set to zero For all Typical Trusses Uplift is a function of Gravity Reaction G as follows: U = ([cp1 + (2•a/LT)-(p2-p1)l / w)-G= (-0.48b►c 4.245/L T) • G Lb Note: Where Zone 2 at support does not apply, 2nd factor is set to zero N TRUSS AND RAFTER REACTIONS Rafter 1 - i Wind Uplift Wind Uplift Wind Upfift Wind Uplift Wind Uplift Zone 2, a = 4.31 ft Zone 1 Zorte 2, 2a = 8.62 tt Zone 1 Zone 2, a = 4.31 ft i Gravity Uniformly DistributedLoad l 6 �hb h, h �bb h, h �hb h, 0.00 7.00 1.00 —� Span, L = 7.00 ft (C. to C. supports) Overhang, Lo = 1.00 ft C. supp. To edge, One Side Only Side: O Tniss Spacing, b = 3.00 ft (Side: O=One, B=Both) Single Overhang is always assumed at the R.lGHT sine Member Type: T ( T =buss, G = Girder -truss ) (See calc. of uplift Total LT = 7.00 + 1.00 = 8.00 ft Apply factors above) c = 2.01 Zone 2 Net Uplift RL = 55.00.3.00.7.00 / 2 = 578 Lb Y -871 Lb RR = 55.00.3.00-(7.0012 + 1.00) = 743 Lb Y -1,120 Lb H-1 Title Block Line 1 Title: Job # You can changes this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the 'Printing & Title Block" selection. Project Notes Title Block Line 6 _ Steel Beam Design '�+: C 1lAerSWW1 r VlnuaWowmenMWNERCALC Data FileM13740 sw farms roadwo.wA ENERCALC. WC. 1983.2010. Ver. 6.1.03 Description: W 12X30 GRAVITY DESIGN Material Properties _ _ Analysis Methoftowabie Stress Design Beam Bracing Completely Unbraced Bending Axis: Ma;or Axis Bending Load CombinatR006 IBC 8 ASCE 7-05 _Calculations per IBC 2006. CBC 2007,13th AISC Fy : Steel Yield _ b0.0 ksi E: Modulus: 29,000,0 ksi ,, span .19.50 ft W12X26 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D - 0.120, Lr m 0,090 k/tt, Tributary Width = 1.0 ft, (gravity) Poem Load; D - 0.490, Lr •• 0.390 k @ 3.0 ft. (gravity) Point Load: D - 0.490, Lr a 0.390 k @ &0 ft, (gravity) Point Load., 0 - 0.490, Lr a 0.390 k CP 9.0 ft, (gravity) Point Load: D = 0.490, Lr = 0.390 k @ 12.0 ft, (gravity) Point Load: D = 0.490. Lr - 0.390 k @ 15.0 ft, (gravity) Point Load: D - 0.490, Lr - 0.390 k @ 18.0 ft, (gravity) DESIGN SUMMARY L x :r�r�-�►s Maximum Bending Stress Ratio 0.656: 1 Maximum Shear Stress Ratio 0.092 : 1 Section used for this span W12X26 Section used for this span W12X26 Mu. Applied 25.163 k-ft Vu : Applied 5,144 k Mn / Omega : Allowable 38.343 k-ft Vn/Omega: Allowable 56.120 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 9.068ft Location of maximum on span 19500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.122 in Ratio - 1924 Max Upward L+Lr+S Deflection 0.000 in Ratio - 0 <360 Max Downward Total Deflection 0.293 in Ratio = 799 Max Upward Total Deflection 0.000 in Ratio - 0 <240 Maximum Forces & Stresses for Load Comt Load Combination Max Stress Ratios ' - - Summary of Moment Viiues �� - Summary o"�TS-hear Pslues Segment Length Span 4 M V Mmax+ Mmax - Ma - Max Mnx Mnx/Omega Cb Am Va Max VnxVnx/Omega Overall lul- mum rive opi` Dsgn. L - 19.50 ft 1 0.666 0.092 25.16 25.16 64.03 38.34 1.00 1.00 5.14 84.18 56.12 +D Dsgn. L - 19.50 ft 1 0.383 0.054 14.70 14.70 64.03 38.34 1.001.00 3.01 84.18 56.12 +D+L+H Dsgn. L - 19.50 ft 1 0.383 0.054 14.70 14.70 64.03 38.34 1.00 1.00 3.01 84.18 66.12 +D+Lr+H Dsgn. L - 19.50 ft 1 0.656 0.092 25,16 25.16 64.03 36.34 1.00 1.00 5.14 84.18 56: t 2 +D+0.750Lr+0.750L+H Dsgn. L - 19.50 ft 1 0.588 0.082 22.55 22.55 64.03 38.34 1.00 1.00 4.61 84,18 56.12 Overall Maximum Deflections- Unfactored Loads Load Span Max. ' " Dell Location nation_,w... in Span Load Combination Max. "+" Deft Location in Span �mmm _ _ __ _ �_._. D+l.Com 1 p.2927 9.848 .__ .__ __ ._..�._ _,,.._.� 0.(W- __ 0.000 Vertical Reactions - Unfactored Support notation : Far left is # Values in KIPS Load Combination Support 1 Support 2 NiviA MAXimum ` 039_ _-.._ SX44-- D Only 2.781 3.007 Lr Only 1.958 2 138 D+L+Lr 4,738 5.144 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Ulna 6 Title : Dsgnr: Project Desc.: Project Notes : Job # Material Properties _ Calculations per t8C 2006, CSC 200.7,13th AISC Analysis MethoAllowable Stress Design Fy :Steel Yield 50.0 ksi Beam Bracing Completely Unbraced E: Modulus: 29,000.0 ksf Bending Axis : Major Axis Bending Load Combinatl2006 IBC & ASCE 7-05 Span - 19.50 It W 12M Applied Loads Service loads entered_. Load Factors will be applied for calculations. Beam self weight calculated and added to toads Load for Span Number 1 Uniform Load: W - -0.120 k/tt, Tributary Width - 1.0 ft, (UPLIFT) Point Load: W = -1,050 k Q 3.0 It, (gravity') Point Load: W - -1.050 k Q 6.0 it, (grav-y) Point Load: W - -1.050 k Q 9.0 It, (gravity) Point Load: W = -1.050 k Q 12.0 ft, (gravity) Point Load: W •. -1.050 k Q 15.0 ft, (gravity) Point Load: W = -1.050 k @ 18.0 ft, (gravity) DESIGN SUMMARY . . Maximum Bonding Stress Rato 0.552: 1 Maximum Shear Stress Ratio = 0.077 :1 Section used for this span W12X26 Section used for this span W12X26 Mu : Applied 21.147 k-ft Vu : Applied 4.308 k Mn i Omega: Allowable 38.343 k-ft Vn/Omega : Allowable 56.120 k Load Combination +D+W+H Load Combination +D+W+H Location of maximum on span 9.068ft Location of maximum on span 19.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 N.aximum Detection Max Downward L+Lr+S Deflection 0 000 in Ratio - 0 <360 Max Upward L+Lr+S Deflection 0.000 in Ratio - 0 <360 Max Downward Total Deflection 0.014 in Ratio - 16211 Max Upward Total Deflection -0.260 in Ratio - 9'3t Maximum Forces & Stresses for Load Comt Load Combination Max Stress Ratios ottomerit Valuei- Summary of eater aiues Segment Length Span # �M _Summary V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max VnxVnV0mega Ovea1TM Emrelope__,_._ Dsgn. L . 19.50 ft 1 0,552 0.077 -21.15 21.15 64.03 38.34 1.001.00 4.31 84.18 56.12. +D Dsgn. L - 19.50 ft 1 0.032 0,005 1.24 1.24 64.03 38.34 1.001.00 0.25 84.18 56.12 +D+L+H Dsgn. L - 19.50 ft 1 0.032 0.005 1.24 1.24 64.03 38.34 1.00 1.00 0.25 84.18 56.12 +D+Lr+H Dsgn. L - 19.50 ft 1 0.032 0.005 1.24 1.24 64.03 38.34 1.00 1.00 0.25 84.18 56.12 +D+W+H Dsgn. L - 19.50 It 1 0.552 0.077 -21.15 21.15 64.03 38.34 1.00 1.00 4.31 84.18 56.12 +D+0.750Lr+0.750L+0.750W+H Dsgn. L - 19.50 ft 1 0.406 0.056 -15.55 15.55 64.03 38.34 1.00 1.00 3.17 84.18 56.12 +D+0.750L+0.750S+0.750W+H Dsgn. L - 19.50 it 1 0.406 0.056 -15.55 15.55 64.03 38.34 1.00 1.00 3.17 84.18 56.12 +0.60D+0.60W+H Dsgn. L - 19.50 ft 1 0.331 0.046 -12.69 12.69 64.03 38.34 1.00 1.00 2.59 84.18 56.12 _ _Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-' Defl Location In Span__ _ _ L_oad Combinations ^ Max. "+" Doff Location In Span __. _1, 0.0W 0.006 W Onry _- -0.2598_ - 9.8'48' a Title Block Line t You can changes this area using the "Settings" menu Item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Design Description : Title : Job # Dsgnr: Project Desc.: Project Notes 1740 •W INC. t91 'Vertical Reactions - Untactored Support notation : Far left is # Values in KIPS —Load combination Support 't ' Support 2 'OveraIIMA)(imum_._... _ .__ 4.M _ .4.569 ❑ Only 0.254 0.254 W Only -4.078 .4.562 Title Block Line 1 Title: Job # You can changes this area Dsgnc using the'Settings' menu item Project Desc.: and then using the 'Printing & Project Notes: Title Block' selection. Title Block Line 6 Piloted: 15 JAN 2017. 915M Steel Column lkC ERCALCD•taRleshrMOneirmec66 ENERCALG 1NC.19e3.2010.1hr. 6.1.03 License• Description ; NEW STEEL COLUMN General Information Code Ref : 2006 IBC, AISC Manual 13th Edition Steel Section Name: HSS4X4X114 Overall Column Height 13.50 ft Analysis Method: 20061BC & ASCE 7-05 Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy : Steel Yield 46.0 ksl Brace condition for deflection (buckling) along columns: E : Elastic Bending Modulus 29,000.0 ksi X-X (width) axis : Unbraced Length for X-X Axis buckling=13.5ft, K =1.0 Load Combination: Allowable Stress Y-Y (depth) axis :Unbraced Length for Y-Y Axis buckling =13.5 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. _ Column self weight included :164.44 Ibs' Dead Load Factor AXIAL LOADS ... GRAVITY: Axial Load at 13.50 ft, D = 2.960, LR = 2.140 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1216 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+Lr+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At mamum location values are ... Top along Y-Y 0.0 k Pu : Axial 5.264 k Bottom along Y-Y 0.0 k PnI Omega :Allowable 43.2 k Mu-x : Applied 0.0.0 k-ftMaximum SERVICE Load Deflections ... Mn-x 1 Omega: Allowable 10.765 k-ft Along Y-Y 0.0 in at O.Oft above base f or load combination: Mu-y :Applied 0.0 k-ft Mn-y I Omega: Allowable 10.765 k-ft Along X-X 0.0 in at O.Oft above base for load combination: PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are ... Vu : Applied 0.0 k Vn I Omega: Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Rados Maximum Shear Ratios Load_ Combination _ Stress Ratio Status Location Stress Ratio Status Location +D 0.072 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.072 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.122 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.75OLr+0.750L+H 0.109 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. _ X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only Lr Only Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y DelecOon Distance D Only 0.0000 In 0.000 it 0.000 in 0.000 It Lt Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS4X4X114 Title Block'Une,I -rifle: Job 9 You can changes this area Dsgnr: usinq the'Settings' menu item Pr01ect Desc.: and then using the 'Printing tx Projed Mutes: Title Block' selection. Title Block Une 6 Printed; 15 JAN 20W. 9.35MA Steel Column � Q�"�W�"+ale'E'&RCALC DOO F**Va M Wair&SOs RMCL MQ 1993-4010. ver U.03 Description: NEW STEEL COLUMN Steel Section Procertlos : MOON Depth = 4.000 in I xx = 7.80 1nA4 J = 12.800 inA4 Web Thick = OM in S xx = 3.90 inA3 Flange Width = 4.000 In R xx I b20 in Flange Thick - 0.250 in Area - 3.370 InA2 I yy = 7.800 InA4 Weight = 12.181 pH S yy = 3.900 InA3 R yy = 1.520 in Ycg = 0.000 in Loads are rota enterod VAM. An do not are WleNe dieclbn. job # You can changes this area usgnc using the'Settings' menu item Project Desc.: and then using the 'Printing & Project Notes: Title Block' selection. Title Block Line 6 Prit ed: l5 JAN 201 T. 9 59MA Wall Footing Deli' to --------i-- RIB, re1��Er�xco�FksVm rlwWMAXs 9 $ ENBMuC. we 19e3-2oI0. Ver: 6.1.03 Desciipbon : CHECK EXISTING FOTING AT CHIMNEY General Information Calculations per IBC 2006. CBC 2007, ACI 318-05 Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 kst Allowable Soil Bearing = 2.0 ksf Fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec : Concrete Elastic Modulus = 3.122.0 ksi Sal Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf SdUConcrete Friction Coeff. = 0.30 (D Values Flexure = 0.90 Shear = 0.850 Increases based on footing Depth Analysis Settings Refers Depth below Surface Min Steel % Bending Reinf. = 0.00140 Allow. Pressure Increase per foot of depth - ksf Min Allow % Temp Reinf. = 0.00180 when base footing is below = it Min. Overturning Safety Factor = 1.50 :1 Increases based on footing Width Min. Overturning Safely Factor = 1.50 :1 Allow. Pressure Increase per foot of width = ksf AuloCalc Footing Weight as DL Yes when footing is wider than = ft Dimensions Reinforcing Footing With = 1.330 it Footing Thicknes = 10.0 in Bars along X-X Axis Wall Thickness = 4.0 in Rebar Centerline to Edge of Concrete.. Number of Bare = 1,0 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in r s• � ssns Z Applied Loads 0 Lr L S W E H-------- P : Column Load = 1.360 1.0 k OB : Overburden = ksf V-x = k - M-zz = k-ft Vx applied = In above top of footing DESIGN SUMMARY Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8936 Soil Bearing 1.895 ksf 2.121 ksf +D+Lr+H PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift 'PASS 0.01637 Z Flexure (+X) 0.3197 k-ft 19.530 k-ft +1.20D+1,60Lr+0.50L PASS 0.01637 Z Flexure (-X) 0.3197 k-ft 19.530 k-ft +1.20D+1.60Lr+0.50L PASS n/a 1-way Shear (+X) 0.0 psi 93.113 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a 0 You can changes this area using the'Settims' menu item and then using the'Printing & Title Block' selection. i iiin • inn $ Dsgnr - Project Desc.: Project dotes Title Bloa Line 5 P nMd 15 M4 2017, 9.53AM Wall Footing Design Fri: CData Fks*e*Onekov* 9 ENERCALC, INC.19E3-MO, Ver: U.03 Description : CHECK EXISTING FOTING AT CHIMNEY DeWlied Results Soil Bearing Gross Allowable Stress Actual I Allowable -X Ratio Z-Z. +D 2.121 ksf 0.0 in 1.143 ksf 1.143 ksf 0,539 Z-Z. +D+L+H 2.121 ksf 0.0 in 1.143ksf 1.143 ksf 0.539 Z-Z. +D+Lr+H 2.121 ksf 0.0 in 1.895 kst 1.895 list 0.894 Z-Z, +D+0,750Lr+0.750L+H 2.121 ksf 0.0 in 1.707 ksf 1.707 ksf 0.805 _Overturning Stability - ------•--� ._ � -_-. __ _.- Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning _Sliding Stability _ Force Application Axis Load Combination... _ _ Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Footing flexure Which Tension @ Bot. Load Combination... Mu Side ? or Top? As Req'd Gvm. As Actual As Phi•Mn Status Z-Z, +1.40D 0A 988 k-ft -X Bottom 0.0084 in2/ft Caldd Bendirw 0.6200 in2di 19.530 k4t OK Z-Z• +1.40D 0.1988 k-ft +X Bottom 0.0084 in2At Caldd Bending 0.6200 WA 19.530 k-ft OK Z-Z. +1.20D40.50Lr+1.60L+1.60H 0.2170 k-ft -X Bottom 0.0092 in2lft Caldd Bending 0.6200 in2ift 19.530 k-ft OK Z-Z- +1.20D+0.50Lr+1.60L+1,60H 0.2170 k-ft +X Bottom 0.0092 in2ift Caldd Bending 0.6200 in2Xt 19.5W k4l OK Z-Z, +1.20D+1.60Lr+0.50L 0.3197 k-ft -X Bottom 0.0135 in2lft Caldd Bendina 0.6200 in2lft 19.530 k-ft OK Z-Z, +1.20D+1.60Lr+0.50L 0.3197 k-ft +X Bottom 0,0135 in2tft Caldd Bending 0.6200 in2lft 19.530 k-ft OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu:Max Phi Vn Phi*Vn I Vu Status +1.40D 0.0 osi 0.0 Dsi DSi 0.0 osi 93.113 osi 0.0 OK +1.20D+0,50Lr+1,60L+1.60H 0.0 osi 0.0 Dsi Dsi 0.0 Dsi 93.113 Dsi 0.0 OK +1.20D+1,60Lr40,50L 0.0Dsi 0.0vs1 Dsi 0.0 Dsi 93.113Dsi 0.0 OK Title Block Line 1 You can changes this area using the'Setfinge menu item and then using the 'Printing & Title Block' selection. Title: Job # Dsgnr, Project Desc.: Project Notes: Title Block Line 6 Pdrftd:15 AN 2017, WOWA General Footing Design Fie:QRJWS%Adrnisi6>io�lCbasnerrts*WEWALCOda FdW*vm*o o.ee6 g g EWRMC, W- i902010. Ver. 6.1,W Nation: Co F00T1NG ("t.ou' SMO C%DILJWrl General Information 6 ravL Calculations per IBC 2006, CBC 2007, ACt 318-05 Material Properties Sail Design Values f c : Concrete 28 day strength = 3.0 ksi Allowable Sal Bearing - 2.0 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 pcf Concrete Density = 145.0 pcf SdUConcrete Friction Coeff. = 0.30 (D Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = 0.0 It Min Steel % Bending Reinf. = 0.00140 Allow. Pressure Increase per foot of depth = 0.0 kst Min Allow % Temp Reinf. = 0.00180 when base footing is below = 0.0 It Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Facto = 1.50 :1 Increases based on footing Width AutoCalc Footing Weight as DL Yes Allow. Pressure Increase per foot of width = 0.0 ksf AutoCalc Pedestal Weight as DL No when footing is wider than = 0.0 ft Dimensions Width along X-X Axis = 2.0 ft Length along Z-Z Axi = 2.0 ft j - -- Fooling Thicknes = 12.0 in ! Load location offset from footing center... ex: Along X-X Axis = 0 in ez : Along Z-Z Axis = 0 in Pedestal dimensions... px : Along X-X Axis = 0.0 in pz : Along Z-Z Axis = 0.0 in Height 0.0 in rn Rebar Centerline to Edge of Concrete.. - -- at Bottom of footing = 3.0 in •_-.. _ ._. -� _ _ _.....� Reinforcin Bars along X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars along Z-Z Axis Number of Bar: = 3.0 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a NDDIied Loads X-X section Loot ft ro *Z Z-Z section LookN,g to •x D Lr _ L S W _ E H P : Column Load = 2.960 2.140 0.0 0.0 0.0 0.0 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xX _ - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 _0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0:0 k rz Title BW Line 1 Tide: Job 1t You can changes this area Dsgnr using the 'Settings" menu item Prof Desc,: and then using the'Printing & Project Notes: Title Block' selection. Title Block Line 6 PrfWal,15 AN 2017, IC 05AM General Footin Desi RMQ NEWALC091nuWvh*wlo.ec6 9 9n raM&C, INC iM2o10, Wr 6.1.03 Description: -None- DESIGN SUMMARY _1 0 r . !461 NN, Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.710 Sal Bearing 1.420 ksf 2.0 ksl +D+Lr+H PASS n/a Overturning - X-X 0.0 k-it 0.0 k-ft No Overturning PASS nla Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sling - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a uplift 0.0 k 0.0 k No Uplift PASS 0.07040 Z Flexure (+X) 0.9588 k-ft 13.620 k-ft +1.20D+1.60L.r+0.50L PASS 0.07040 Z Flexure (-X) 0.9588 k-ft 13.620 k-ft +1.20D+1,60Lr+0.50L PASS 0.07040 X Flexure (+Z) 0.9588 k-ft 13,620 k-ft +1.20D+1.60Lr+0.50L PASS 0.07040 X Flexure (-Z) 0.9588 k-ft 13.620 k-ft +1.20D+1.60Lr+0.50L PASS 0.05188 1-way Shear (+X) 4.262 psi 82,158 psi +1.20D+1.60t r+0.50L PASS 0.05188 1-way Shear (-X) 4.262 psi 82.158 psi +1.20D+1.60Lr+0.50L PASS 0.05188 1-way Shear (+Z) 4.262 psi 82.158 psi +1.20D+1.60Lr+0.50L PASS 0.05188 1-way Shear (-Z) 4.262 psi 82.158 psi +1.20D+1.60Lr-450L PASS 0.1226 2-way Punching 20.139 psi 164.32 psi +1.20D+1.64Lr+0.50L Detailed Results Soil 3 Gross Allowable -X Rallo X-X, +D 2.0 n/a 0.0 0.8850 0.8850 n/a n/a 0.443 X-X, +D+L+H 2.0 n/a 0.0 0.8850 0.8850 n/a n/a 0.443 X-X, +D+Lr+H 2.0 nla 0.0 1.420 1.420 n/a n/a 0.710 X-X. +D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.286 1.286 n/a n/a 0.643 Z-Z. +D 2.0 0.0 n/a n/a n/a 0.8850 0.8850 0.443 Z-Z. +D+L+H 2.0 0.0 n/a n/a n/a 0.8850 0.8850 0.443 Z-Z, +D+Lr+H 2.0 0.0 n/a n/a n/a 1.420 1.420 0.710 Z-Z, +D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.286 1.286 0.643 Overturning Stability Rotatbn Axis lt<-- Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning _ Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Footing Flexure Which Tension @ Bot u Load Combination... Mu Side ? or Top ? As Req'd Gvm. As Actual As Phi`Mn Status X-X. +1.40D 0.6194 k-ft +Z Bottom 0.02 in21(t ACI 10.5 0.47 in2/ft 13.620 k-ft OK X-X. +1,401) 0.6194 k-ft -Z Bottom 0.02 in2lit ACI 10.5 0.47 in2lft 13.620 k-ft OK X-X. +1.20D+0.50Lr+1.60L+1.60H 0.6646 k4l +Z Bottom 0.02 in2/ft ACI 10.5 0.47 in2/ft 13.620 k-ft OK X-X. +1.20D+0.50Lr+1.60L+1.60H 0MA6 k-ft -Z Bottom 0.02 in2/ft ACI 10.5 0.47 in2tft 13.620 k-ft OK X-X, +1.20D+1.60Lr+0.50L 0.9588 k-ft +Z Bottom 0.03 in2lft ACI 10.5 0.47 In2/ft 13.620 k-ft OK X-X. +1.20D+1.60Lr+0.50L 0.9588 k-ft -Z Bottom 0.03 in2/ft ACI 10.5 0.47 in2/ft 13.620 k-ft OK Z-Z, +1.401) 0.6194 k-ft -X Bottom 0.02 in2/ft ACI 10.5 0.47 in2lft 13.620 k-ft OK Z-Z. +1.40D 0.6194 k-ft +X Bottom 0.02 in2/ft ACI 10.5 0.47 in2/it 13.620 k-ft OK Z-Z. +1.20D+0.50Lr+1.60L+1.60H 0.6646 k-ft -X Bottom 0.02 in2lft ACI 10.5 0.47 in2/ft 13.620 k-ft OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0,6646 k-ft +X Bottom 0.02 in2/ft ACI 10.5 0.47 in2/ft 13.620 k-ft OK Z-Z +1.20D+1.60Lr+0.50L 0.9588 k-ft -X Bottom 0.03 in2/ft ACI 10.5 0.47 in2/ft 13.620 k-ft OK Z-Z. +1.20D+1.60Lr+0.50L 0.9588 k-ft +X Bottom 0.03 in2/ft ACI 10.5 0.47 in2/ft 13.620 k-ft OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Phi'Vn / Vu Status +1.40D 2.753 Dsi 2.753 Dsi 2.753 osi 2.753 osi 2.753 osi 82.158 Dsi 0,03351 OK +1.20D+0.50Lr+1.60L+1.60H 2.954 Dsi 2.954 osi 2.954 Dsl 2.954 osi 2.954 Dsi 82.158 osi 0.03596 OK +1.20D+1.60Lr+0.50L 4.262 Dsi 4.262 Dsi 4.262 osi 4,262 osi 4.262 Dsi 82.158 osi 0,05188 OK Title 8tacic Line 1 You can changes this area using the'Settings' menu item and then using the 'Printing & Title Block' selection. General Footing Design tmaiption : `NO1114-8 Punching Shear Title : Job # Dsgnr. Project Desc.: Project Notes: Pditd: 15 JAN 2017. 10:05A61 Wl 1%3-2010, Ver. &IM Load Combination... Vu PhrVn Vu / Phi'Vn _ Status +1.401) 13.009 Dsi 164.32osi 0.07917 OK +1.20D+0.50Lr+1,60L+1.60H 13.960 psi 164.32Dsi 0.08496 OK +1.20D+1.60Lr+0.50L 20.139 Dsi 164,32usi 0,1226 OK M) Title Block Line 1 Title: Job # You can changes this area Dsgnr. using the 'Settings' menu item Projeet Desc.: and then using the *Printing & Project Notes: Title Block' selection. Title Block Line 6 w ts,aw 2017. cn:2)AM General Footing Design Description : NEW FOOTING BELOW STEEL COLUMN General information Material Properties fc : Concrete 28 day strength = Fy : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density - (D Values Flexure - Shear = Analysis Settings Min Steel % Bending Reinf. _ Min Allow % Temp Reinf. - Min. Overturning Safety Factor = Min. Sliding Safety Factor = AutoCalo Footing Weight as DL AutoCalo Pedestal Weight as DL : Dimensions Width along X-X Axis = Length along Z-Z Axi = Footing Thicknes Load location offset from footing center... ex : Along X-X Axis = ez : Along Z-Z Axis = Pedestal dimensions... px : Along X-X Axis = pz : Along Z-Z Axis Height - Rebar Centerline to Edge of Concrete.. at Bottom of footing - Reinforcin 3.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00140 0.00180 1.50 :1 1.50 :1 Yes No 4.0 it 4.0 it 10.0 in 0 in 0 in in in in 3.0 in Bars along X-X Axi; Number of Bar. = 3.0 Reinforcing Bar Size - # 5 Bars a" Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sizc = # 5 Bandvridth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads Mica Calculations Der ISC Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Sal Passive Resistance (for Sliding) SallConcrete Friction Coetf. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when fooling is wider than i k i xj i i i D Lr _ L P : Column Load 6.480 0.0 OB : Overburden = M-xx M-zz - Vx = V z. _ E Date Fleftwin pindto.ec6 tW-1963.201k ver.6.1.03 CBC 2007, ACI 318-05 2.0 ksf No 250.0 pcf 0.30 it ksf it kst it S _W _ E H -4.350' k ksf .... k-ft _..._. k-ft k k Title Block Line 1 Title: Job It You can changes this area Dsgnr, using the 'Settings* menu item Project Desc.: and then using the *Printing & Project Notes Title Block' selection. Title Block line 6 _ _ Anted: 15 JAN 2011,10:I1M General Footing Design F09:C.WM tzCa�eo�raFaesum***Oed 9 ENERMCu IWI1gn20ro vw:rx1.03 Description: NEW FOOTING BELOW STEEL COLUMN DESIGN SUMMARY Min. Ratio item Applied Capacity Governing Load Combination PASS 0.2317 Sal Bearing 0,4633 ksf 2.0 ksf +D+Lr+H PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Shang PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS 1.023 Uplift 4.350 k 4.448 k +0,60D+W PASS 0.2415 Z Flexure (+X) 1.297 k-ft 5.372 k-ft +1,40D PASS 0,2415 Z Flexure (-X) 1,297 k-ft 5.372 k-ft +1.40D PASS 0.2415 X Flexure (+Z) 1.297 k-ft 5.372 k-ft +1.40D PASS 0.2415 X Flexure (-Z) 1.297 k-ft 5.372 k-ft +1.40D PASS 0.1353 i-way Shear (+X) 11.120 psi 82.158 psi +1,40D PASS 0.1353 1-way Shear (-X) 11.120 psi 82.158 psi +1.4013 PASS 0.1353 1-way Shear (+Z) 11,120 psi 82.158 psi +1.40D PASS 0,1353 1-way Shear (-Z) 11.120 psi 82.1580 +1.40D PASS 0.3153 2-way Punching 61.813 psi 164.32 psi +1.40D Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual f Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X, +D 2.0 n1a 0.0 0.4633 0.4633 n/a n/a 0.232 X-X, +D+L+H 2.0 n/a 0.0 0,4633 0.4633 n/a n1a 0.232 X-X, +D+Lr+H 2.0 n/a 0.0 0.4633 0.4633 Na n/a 0.232 X-X, +D+W+H 2.0 n/a 0.0 0.1915 0,1915 Na n/a 0.096 X-X. +D+0.750Lr+0.750L+0.750W+H 2.0 n/a 0.0 0.2594 0.2594 rVa n/a 0.130 X-X.+D+0,750L+O.750S+0.750W+H 2.0 n/a 0.0 0.2594 0.2594 n/a Na 0,130 X-X, +0.60D+W+H 2.0 n/a 0.0 0.006125 0.006125 n/a rda 0.003 Z-Z, +D 2.0 0.0 n/a n/a n/a 0.4633 0.4633 0.232 Z-Z, +D+L+H 2.0 0.0 n/a Na n/a 0,4633 0.4633 0.232 Z-Z, +O+Lr+H 2.0 0.0 Na n/a n1a 0.4633 0.4633 0.232 Z-Z, +D+W+H 2.0 0.0 n/a n1a n/a 0.1915 0.1915 0.096 Z-Z, +D+0.750Lr+0.750L+0.750W+H 2.0 0.0 n/a n/a n/a 0.2594 0.2594 0.130 Z-Z, +D+0.750L+O.750S+0.750W+H 2,0 0.0 n/a Na n/a 0.2594 0.2594 0.130 Z-Z, +0.60D+W+H 2.0 0.0 nla n/a n/a 0.006125 0.006125 0,003 _Overturning Stability Rotation Axis & Load Combination- Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Force Application Axis Load Combination... 5tiding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Footing Flexure Which Tension @ Bot. _ Load Combination... Mu Side ? or Top ? As Req'd Gvm. As Actual As Phi"Mn Status X X, +1.40D 1.297 k-ft +Z Bottom 0.06 in2/R ACI 10.5 0.23 in2f t 5.372 k-ft OK X-X, +1.40D 1.297 k-ft -Z Bottom 0.06 in21h ACI 10.5 0.23 in2/<t 5.372 k-ft OK X-X, +1.20D+1.60Lr+0.80W 0.6769 k-ft +Z Bottom 0.03 in21ft ACI 10,5 0,23 in2/it 5.372 k-ft OK X-X. +1,20D+1,60Lr+O,80W 0.6769 k-ft -Z Bottom 0.03 in2/tt ACI 10.5 023 inM 5.372 k-ft OK X-X, +1.20D+1.60S+0.8OW 0.6769 k-ft +Z Bottom 0.03 in2fft ACI 10.5 0.23 in21ft 5.372 k-ft OK X-X, +1.20D+1.60S+0.80W 0.6769 k-ft -Z Bottom 0.03 in2/ft ACI 10.5 0.23 in2lit 5.372 k-ft OK X X, +1.20D+O.50Lr+0.50L+1.60W 0.2420 k-ft +Z Bottom 0.01 in2/R ACI 10.5 0.23 in2/ft 5.372 k-ft OK X-X, +1.20D+O.50Lr-460L+1.60W 0.2420 k-ft -Z Bottom 0.01 in2At ACI 10.5 0.23 in2At 5.372 k-ft OK X-X, +1.20D+O.50L+O.50S+1.60W 0.2420 k-ft +Z Bottom 0.01 in2M ACI 10.5 0.23 in2At 5.372 k-ft OK X-X. +1.20D+O.50L+0.50S+1.60W 0.2420 k-ft -Z Bottom 0,01 in21 t ACI 10.5 0.23 in2i t 5.372 k-ft OK X-X. +0.90D+1.60W+1.60H 0.03599 k-ft +Z Too 0,00 ln2/ t ACI 10.5 0,23 in21ft 5,372 k-ft OK X-X. +0.90D+1.60W+1.60H 0.03599 k-ft -Z Toy 0.00 in2f t ACI 10.5 0.23 in2M 5.372 k-ft OK Title Block Line 1 You can changes this area using the "Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 General Footing Design Description: NEW FOOTING BELOW STEEL COLUMN' Z-Z, +1.40D 1.297 k ft -X Bottom Z-Z. +1.40D 1.297 k-ft +X Bottom Title: Job # Dsgnr. Project Desc.: Project Notes Pdnkd: 15 JAN 2017,10:21AlJ File: C:Wsas ENERCALC Dell Fileslz* Orako e 6 ENERCALC. NJC.196120%Yer.6.1.03 0.06 in2/ft ACI 10.5 0.23 in2/ft 5.372 k-ft OK 0.06 in2/ft ACI 10.5 0.23 in2/ft 5.372 k-ft OK ?t!ta 3!ock Line 1 Title : Job # You can changes this area Dsgnr: usinq the'Setllngs' menu item Project Desc.: and then using the "Printing & Project Notes: Title Block' selection. Title Block Line 6 Pdnkt.15 JM 201T.1oc2INA General Footing Design 1ENERCLCCIW-1981 Data DIO,Vein g g ENERGLC, INC.19&12010. Ver: &1.03 6..03� Description ; NEW FOOTING BELOW STEEL COLUMN Footing Flexure Footing Flexure Which Tension Sot. Load Combination... Mu Slde ? or Top ? As Req'd Gvm. As Actual As PhPMn Status Z-Z. +1.20D+1.6OLr+0.80W 0,6769 k-ft -X Bottom 0.03 in2Nt ACI 10.5 0.23 in21ft 5.372 k-ft OK Z-Z +1.20D+1.60Lr+0.80W 0,6769 k-ft +X Bottom 0.03 in2/ft ACI 10.5 0.23 in2/ft 5.372 k-ft OK Z-Z +1.20D+1.60S+0.80W 0,6769 k4t -X Bottom 0.03 in2tft ACI 10.5 0.23 in2lft 5.372 k-ft OK Z-Z +1.20D+1.60S+0.80W 0.6769 k-ft +X Bottom 0.03 in2/ft ACI 10.5 0.23 in2/ft 5.372 k-ft OK Z-Z. +1.20D40.50ts-450L+1.60W 0,2420 k-ft -X Bottom 0.01 fn2lft ACI 10.5 0.23 in2Jft 5.372 k-ft OK Z-Z. +1.20D+0.50Lr+0.50L+1.60W 0.2420 k-ft +X Bottom 0.01 in2/ft ACI 10.5 0.23 ln2/ft 5.372 k-ft OK Z-Z. +1.20D+0.50L+0.50S+1.60W 0,2420 k-ft -X Bottom 0.01 in2ift ACI 10.5 0.23 in2/ft 5,372 k-ft OK Z-Z +1.20D+0.50L+0.50S+1.60W 0,2420 k-ft +X Bottom 0.01 in2lft ACI 10.5 0.23 in2/ft 5.372 k4t OK Z..+ Z-0.90D+1.60W+1.60H 0.03599 k4t -X Tor) 0.00 in2At ACI 10.5 0.23 in2Nt 5.372 k-ft OK Z-Z +0.90D+1.60W+1.60H 0.03599 k-ft +X Ton 0.00 in2/ft ACI 10.5 0.23 in2/ft 5.372 k-ft OK One Way Shear Load Combination... Vu @ A Vu @ +X Vu 0 -Z Vu 0 +Z Vu:Max Phi Vn Phi'Vn 1 Vu Status +1.40D 11.120 Dsi 11.120 osi 11.120 psi 11.120 osi 11.120 psi 82.158 Dsi 0.1353 OK +1.20D+1.60Lr+0.80W 5.803 psi 5.803 psi 5.803 osi 5.803 osf 5.803 psi 82.158 psi 0.07063 OK +1.20D+1.60S+0.80W 5.803 osi 5.803 osi 5.803 Dsi 5.803 psi 5.803 Dsi 82.158 psi 0.07063 OK +1.20D+0.50Lr+0.50L+1.60W 2.074 psi 2.074 osi 2.074 Dsi 2,074 psi 2.074 psi 82,158 Dsi 0.02525 OK +1.20D+0.50L+0.50S+1.60W 2.074 Dsi 2.074 osi 2.074 psi 2.074 W 2.074 Dsi 82.158 Dsi 0,02525 OK +0.90D+1.60W+1.60H 0.3086 psi 0.3086 osi 0.3086 psi 0.3086 Dsi 0.3086 osi 82.158 psi 0.003756 OK Punching Shear Load Combination... Vu_ Phl'Vn Vut.Phl*Vn _Status +1,40D 51.813 osi 164.32osi 0.3153 OK +120D+1.601.r+0.80W 27.038 psi 164.32osi 0.1646 OK +1.20D+1.60S+0.80W 27.038 osi 164.32osi 0.1646 OK +1.20D+0.50Lr+0.50L+1.60W 9.665 psi 164.32osi 0.05882 OK +1.20D+0.50L+0.505+1.60W 9.665 osi 164.32osi 0.05882 OK +0.90D+1.60W+1.60H IA38 osi 164.32osi 0.008750 OK 60) www.hilti.us Profis Anchor 2.7.1 Company: Page: 1 specftr Project: KEVIN PINEIRO Address: Sub -Project I Pos. No.: Phone I Fax: Date: 1/14/2017 E-Mail: Specifier's comments: CONNECTION B 1 Input data Anchor type and diameter. Kwik Bolt TZ - CS 5/8 (4) Effective embedment depth: he..d = 4.000 in., h,,,,,, = 4.438 in. Maternal: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 6/l/2016 j 5/1/2017 Proof: Design method ACI 318-141 Mech. Stand-off installation: e� = 0.000 in. (no stand-off): t = 0.500 in. Anchor plate: 1, x t, x t = 14.000 in. x 14.000 in. x 0.5D0 in.; (Recommended plate thickness. not calculated Profile: Rectangular HSS (RISC); (L x W x T) = 12.000 in. x 8.000 In..x 0.188 in. sae€ material: cracked concrete, 3000, f,,= 3000 psi; h = 8.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement tension: condition B, shear. condition B; no supplemental splitting reinforcement present edge reinforcement > No. 4 bar with stirrups Geometry [in.] & Loading fib, in.1b] Z; I °I(p�tli� 4' = 50U� E�4YQ �rt�tG� 47000�- v� TO a Y 00 -IN � O-5 Irpur d►& aid rftu*s mwl be dw*ed Nx afltaarnsrN wRh the @As" condlYons WW tot Ps Swtyl ,i} '. PROFI.S Andwr (o) 2003.200W raU AG, F1.8494 Sdwn HM Is a foosMnd Trademark or HW AG, Sdran L www.hitti.us Company: speattes: Address: Phone I Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions pbj Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 1625 1625 0 2 0 1625 1625 0 3 0 1625 1625 0 a 0 1625 1625 0 max. concrete compressive strain: max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 Jib] resulting compression force in (x/y)=(0.000/0.000): 0 jib) 3 Tension load Profis Anchor 2.7.1 Page: 2 Project: KEVIN PINEIRO Sub -Project I Pos. No.: Date: 1/14/2017 y 03 04 x 01 02 Load N_ jib) Capacity 4 Na [lb) Utilization (iH - N—I# N. Status Steel Strength` NIA N/A N/A N/A Pullout Strength' NIA N/A N/A N/A Concrete Breakout Strength" N/A N/A NIA N/A anchor having the highest loading "anchor group (anchors in tension) kVa data and MWh rtact be dwdwd ON aaeemna %1h r,e eAstkV Wnft" and ler plwsriaryl PROFIS Amhor (c) 2003.20D9 HNU AG, FL-9494 Sdiaen HIMf b a roostered Tredwnwk o/ M AG, Sdiann www.hilti.us Proft Anchor 2.7.1 Company: Page: 3 Specifier Project MAN PINEIRO Address: Sub -Project I Pos. No.: Phone I Fax Date: 1/14/2017 E-Mail: 4 Shear load Load V. pb] Capacity +V„ pb] Utilization pw = V.l+V„ Status Steel Strength- 1625 5259 31 OK Steel failure (with lever arm)' N/A N/A N/A N/A PryofA Strength— 6600 33459 20 OK Concrete edge failure in direction W. 6500 9778 67 OK a cbor having the highest loading —anchor group (relevant anchors) 4.1 Steel Strength V. = ESR value refer to ICC-ES ESR-1917 + V„a, a V. ACI 318-14 Table 17.3.1.1 Variables A..v [in �) fw [PSI] 1 calculations V. [lb) 8091 Results V.. (Ib) Va jib) V. (lb) 0.650 5259 1625 4.2 Pryout Strength Vwa 'k.t(A-)WaIrW�NWat+Wwt+Ns, ACI 31814Eq. (17.5.3.1b) + V,, Z V. ACI 318-14 Table 17.3.1.1 A k see ACI 318-14, Section 17.4.2.1, Fig, R 17.4.2.1(b) Aw. = 9 h.2, ACI 318-14 Eq. (17.4,2.1c) 1 \\ Watt = �1 2 151.0 ACI 318-14 Eq. (17A.2.4) 3 h.r J 0.7 + 0.3 (1 5h ) s 1.0 ACI 318-14 Eq. (17.4.2.5b) W w.t+ =MAX( � , 1 ) s 1.0 C. ACI 318-14 Eq. (17.4.2.7b) Nb = k x. -yrf.- hK ACI 318-14 Eq. (17.4.2.2a) Variables ►4v h.r(in.) eerN[in.] eca,Rfn•1 c..,,4 [in.) 4.000 0. 0.000 6,500 W Gt, c6, fin-) ke X . (. [Ps7 1.000 6.750 17 1.000 3000 Calculations AN. Bn•21 Ana [in 21 W .cI H W W .d Nb (Ibl Results V (lb) =mob V [IbJ Vu, Jib] 47798 0.700 33459 6500 Irptd data and r.auft must be dwA@d Im agreement vft ft wftft oandWm and W pft,,MaYl PRGFIS Andwr (e) 2003.2009 HN AG. FL-9494 Sloan Hdg rs ■ regisWW TradamaAc of tii AG. Sdoon U 23 www.hiltf.us Prof'fs Anchor 2.7.1 Company: Page: 4 Project: KEVIN PINEIRO Address: Sub-P(oject t Pos. No.: Phone I Fax Date: 1/14/2017 E-Mail: 4.3 Concrete edge failure in direction x+ Vft = l , ) W eav W ed,v W av W h.v W pmW.v Vb ACI 318-14 Eq. (17.5.2.1 b) } Vvb9 2 V. ACI 318-14 Table 17.3.1.1 Ave a" ACI 318-14,-Section 17.5.2.1, Fig. R 17.5.2.1(b) Avco = 4.5 c!, ACI 318-14 Eq. (17.5.2.1c) 1 ``! s 1.0 W.cv = �1 ACI 318-14 Eq. (17.5.2.5) 3c.t ! W.av=0.7+0.3t1.5c.h� .1.0 ACI 318-14Eq- (17.5.2,6b) W by = 1.5car 21.0 h. ACI 318-14 Eq. (17.5.2.8) Vb _ (7 (d.)o2 4d—;.) X. f 41 ACI 318-14 Eq. (17.5.2.2a) Variables c.t (in.] c z (in.) sov (in.] W Fv h. [in.) 6.500 0.000 1.400 8,000 1. (in.) a . d. [in.] ( [ps7 W,.raM.y 4.000 1,000 0.625 3000 1.000 Calculations Av. 11n•21 Avw Pn. 21 W qcv W Kv W h.v Vb Pb) 236.00 190.13 1.000 1.000 1.104 7281 Results V [Ib] r, Wbj V,. [lb] 5 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently, stiff, in order not to be deformed when subjected to the loading) Input data and results must be checked for agreement with the existing oond)bons and for plausibilityi • Condition A applies when supplementary reinforcement is used. The V factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation Watructions. • Checking the transfer of toads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard) • Hild post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPIi). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criterial ft"A data and rmu is oust be clydud for WOOM , vM the oat" catdWorr and for pW $V t 1 PROM ArxW (c) 2000.20M HWi Aa Ft.-$494 Sdwn HW k a rOzWad Tredmnark of Hiltl AG, Sdman www.hiiti.us Profis Anchor 2.7.1 Company: Page: 5 Address: Sub -Project i Pos. No.: Phone I Fax. j Date: 1/14/2017 E-Mail: t : ::s::on uata Anchor plate, steel: - Anchor type and diameter. Kwik Bott TZ - CS 5/8 (4) Pf061e: ReCiarlgufdl nSa (ivGi.), Ic.wu x 6.6uv A V. ioo M. iii8iditaukiii iuiyui:. ; Gi;.kiii; We diameter in the fixture: di * 0,666 in, fiat,, dia rxtcr Its the bask frtcr;ai: 0.625 in. Plate thickness (input): 0.500 in. Hole depth in the base material: 4.750 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instnxNons for use is required. 8A Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blowout pump • Torque wrench ' Property Sized drill bit Hammer Coordinates Anchor in. Anchor x y cn c.,i c-, c.,, 1 4.500 -5.000 6.500 1&500 - 2 4.600 -5.000 15.500 &SW - 3 -4 .rinn .si nno R fimm 1Fi 5mm - 4 4.500 5.000 15.500 6.500 - - Input data wW rewft m zf be dhedied for apraenwll wiM RM axiatir 9 ca 4"% and fof pN1islDiW PROFIS Anctw (c) 2003200e Hltl AG, FL-949/ Sdum Hill b e replskared Trademark M Hb AG, Schwan