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REV-18-145
BUILDING PERMIT AP ❑ BUILDING ❑ PLUMBING 1 JOB ADDRESS: Miami 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 2S( 51- RECEIVED JAN 18 2016 51-\ `4-1 FBC1201U Master Permit No. +�-C- l — 3 3 2- Sub Permit No. Y i 8- L.45 • ❑ EXTENSION El RENEWAL CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS City: Miami Shores ) County: Folio/Parcel#: It — 37O(o - 0 (3 ` 4Li 0 Occupancy Type: Load: Construction Type: Miami Dade Zip:33I3 ? Is the Building Historically Designated: Yes NO Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): --Pe `e 2- Address: T 00 E. _ (i�'1 I 2 / 7+e(f E) U Cf S/— 2402_ City: ->1--itio A- State: F( Tenant/Lessee Name: ?inJ,�. 2 (C C Email: Phone#: '32_S-- 4 2 Phone#: Zip: 3 3 DO CONTRACTOR: Company Name: 1\-0 2._c\ �1 &eS S I `�. Phone# —G-1-I ` S .9 Address: fZ-v. S' • Skwry. Or - City: %i t'Zc� t, r II Qualifier Name: Cu rJ 1 f ! ; , ,c)ac z rt j o State Certification or Registration #: CG C f .s2__S C�3 DESIGNER: Architect/Engineer: State: I l Zip: 3 3 t' `l, Phone#: SC (-C -3 S 33 Certificate of Competency #: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ Type of Work: ❑ Addition ❑ Alteration Description of Work: ' ,t (A G , l•_-;.`. r Z.t..<s'v u.,r, ,t Specifico/or of colot ti ru,tile `"--:--'° Square/Linear Footage of Work: ❑ New Repair/Replace ❑ Demolition (-439(.71Cf -1:;C,I.rvvr-bAC)1/-e' =1/4- N a(.0 te" t^ "4 6 Co Q A t�il,3 V!,i t f co Submittal Fee $ Permit Fee $ • d0 Scanning Fee $ ' 0:5 Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ 1 Zd ' Gb CCF $ CO/CC $ DBPR $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ 20 l (Revised02/24/2014) Bonding Company's Name (if applicable) -A, ( i,t Bonding Company's Address City 1 State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip rA-- -.-w.... .4.04..,..._ ... 6.....,. ........ i _ 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'workL,will4be performed to meet: the: standards of all laws regulating construction in this jurisdiction. I understand that a'separate permit must•be-secured for ,ELEC• TRIC,,PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS; ETC'w—°-^- -4-- ...,-- $ 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. II. -the -absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 1 day of ��r'N , 20 \ , by `-)--- day of Jz a1 , 20 (9 , by 1)z v` iC� Pe_ , who is personally known to C.., �) Cr-( t\c (J2C?� b , who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and -who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Print: ■ r� Seal: i4Oli iii8-0,b3 G TpRIIS,I . EXPIRES February 23. 2020 FtonOSNOM nicocan+ APPROVED BY (Revised02/24/2014) il, t Sign: Print: Seal: Plans Examiner T,ORRISI •.' EXPIRES F ebniiary 23.2020 ion 3Si8O1b3 liondallotarySorvicoAlum r'• Zoning Structural Review Clerk CALCULATIONS FOR REMODELING AND ADDICTION Iasi 120MS 251 NE 98TH Street Miami Shores FL 33138 Submitted to: Miami Shores Building Department r INDEX a/0es* Prepared by: Luis Oscar de la Hoz Olivera, P.E. 73932 Tadeos Engineering LLC, CA# 31229 14750 NW 77th Ct., Suite 205 Miami Lakes, FL 33016 ITEM PAGE I. Special Inspector Form 1 II. Wind Load Calculation 2-5 III. Wood Connector Calculations 6 IV. Flitch Beam 7 V. Concrete Beams • • ... • • • • • • • 8-11 VI. Concrete Columns • • . • 12-15 VII. Steel Columns .•' .•. •. • • • •. 16-23 ✓III. Footing 24-26 • ••• • •.• • • • • • • • • • • • • • • • . • • • • •• • • •• • • • • • • •.• • • • • • • • • • • • • • • 000 • • • • 000 . • • • • • • • • • • • • 000 • • • • • • • • • • • • • • .. •. • • • •. •• 000 • • • •.• • • Miami Shores Village Building Department 10050NE 2nd Ave. 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 to perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the project on the below listed structure as of (date). I am a registered architect/professional engineer licensed in the State of Florida. Process Number: _ 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 _ 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 Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by 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 performing 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 statomeat indicating that,.to the best of my knowledge, belief and professional judgment those portions of the pre;ec1 out1 n&1 above meet the intent of the Florida Building. Code and are in substantial accordance vvi h Me:approv:I.Plans.. .. ... .. . • .. Engineer/Architect • ... . ... •.• • �lay,e • ••__• •.• . . Signed and Sealed • •• •• •• • •• • • • •• Print • • • • • • • • . Date: ••• • • ••• • • • • AtlBress • • • ... . • • . ... • • • •. •. •. . • . • . • ... . . . . . . • .. .. . . . . • .. 000 . . . ... . . MecaWind Std v2.2.7.5 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date 1/10/2018 Project No. : AR114 Company Name : Tadeos Engineering LLC. Designed By : Luis 0. de la Hoz Olivera Address : 14750 NW 77th CT, Suite 205 Description : Remodeling And Addiction City : Miami Lakes Customer Name : State : Florida Proj Location : 251NE98th Street,Miami,FL33138 File Location: Z:\103 Addition -Alteration Residential\2018 (AR114-AR150)\AR114 251 NE 99th St. (Bruno)\MecaWind\AR114 251 NE 98TH Street Miami.wnd Directional Procedure Simplified Diaphragm Basic Wind Speed(V) = 175.00 mph Structural Category = II Natural Frequency = N/A Importance Factor = 1.00 Alpha = 11.50 At 0.09 Am 0.11 Cc 0.15 Epsilon 0.13 Pitch of Roof 1.349922 12 h: Mean Roof Ht 13.08 ft RHt: Ridge Ht = 15.25 ft OH: Roof Overhang at Eave- 1.50 ft Bldg Length Along Ridge = 71.33 ft Building (Ch 27 Part 2) Exposure Category Flexible Structure Kd Directional Factor Zg Bt Bm 1 Zmin Slope of Roof(Theta) Type of Roof Eht: Eave Height Overhead Type Bldg Width Across Ridge= Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht lzm: Cc*(33/Zm)^0.167 Lzm: 1*(Zm/33)^Epsilon Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.85 D No 0.85 700.00 ft 1.07 0.80 650.00 ft 7.00 ft 6.42 Deg GABLED 10.91 ft OH w/ soffit 74.16 ft 7.85 ft = 0.19 = 543.18 ft = 0.91 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Topographic Adjustment 0.33*z Kzt (0.33*z): Topographic factor at elevation 0.33*z Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 = 1.00 1.00 175.00 mph MWFRS Diaphragm Building Wind Pressures per Ch 27 Pt 2 All pressures shown are based upon ASD Design, with a Load Factor of .6 • • • 000 • • • • • • • • • • • • • • • •• ••• •• • • • •• • ••• • ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 000 • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • 000 • • See Fig 27.6-2 for Parapet wind pressures. Wall Pressures See Table 27,6.1 ."dg or Roof Pressures See Table 27.6-2 tion Gabled Roof i hk f104,• • • •04I •••• • • •• • • • •••••• • ••••• •• ••• •• • • • •• • • • • • ••• • • • • • •• • ••• • ••• ••• • •• • • •• • • • • • • • • • •• • • • •• •• •• • • •• • • • • •• • • • • •• • • •• •• • • • • • • • • MWFRS Pressures for Wind Normal to 71.33 ft wall (Normal to Ridge) 4100 • • • • 0410 • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • s Pin WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir h: Height to top of Windward Wall ph: Net Pressure at top of wall (windward + leeward) p0: Net Pressure at bottom of wall (windward + leeward) 1.04 = 10.91 ft 47.47 psf 47.47 psf ps: Side wall pressure acting away from wall = .54 * ph -25.82 psf pl: Leeward wall pressure acting away from wall = .38 * ph -17.83 psf pwh: Windward wall press @ top acting toward wall = ph-pl 29.64 psf pw0: Windward wall press @ bot acting toward wall = p0-pl 29.64 psf ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height 13.080 ft Lambda: Exposure Adjustment Factor = 1.214 Slope: Roof Slope 6.42 Deg Any slope less than 9.46 Deg is treated as a 'Flat' roof per Table 27.6-2 Zone Load Casel Load Case2 psf psf 1 .00 .00 2 .00 .00 3 -43.76 .00 4 -39.06 .00 5 -32.01 .00 Note: A value of '0' indicates that the zone/load case is not applicable. ROOF OVERHANG LOADS (FIGURE 27.6-3): LOAD CASE 1: Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 LOAD CASE 2: Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 Notes - Normal to Ridge MWFRS Pressures for Wind Normal to 74.16 ft wall (Along Ridge) .00 psf -32.82 psf .00 psf .00 psf WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir 0.96 h: Height to top of Windward Wall 15.25 ft ph: Net Pressure at top of wall (windward + leeward) 47.81 psf p0: Net Pressure at bottom of wall (windward + leeward) = 47.79 psf ps: Side wall pressure acting away from wall = .54 * ph = -25.82 psf pl: Leeward wall pressure acting away from wall = .38 * ph = -18.17 psf pwh: Windward wall press @ top acting toward wall = ph-pl = 29.64 psf pw0: Windward wall press @ bot acting toward wall = p0-pl = 29.62 psf ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height Lambda: Exposure Adjustment Factor Slope: Roof Slope 13.080 ft = 1.214 6.42 Deg Any slope less than 9.46 Deg is treated as a 'Flat' roof per Table 27.6-2 Zone Load Casel Load Case2 psf psf ---- • • • • • •--,---r-• • • 1 .00 • • • •• • • • • • • • • • • • 2 .00 • •• • • •.40 ••• • 3 -43.76 •• • • ••• ••:: •• • • • • • �0 • • •• • 4 -39.06 .00 5 -32.01 .00 • ••• • ••• •• Note: A value of 'OJ indicates•th►at the zono%load•case is not applicable. • • • • • • • • • • • • • • • • • • ROOF OVERHANG LOADS (FIGT E•27S�-3) : • • •• •• • • • • • • • • LOAD CASE 1: 16400 • • • • 00* • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 060 • • • 000 • • Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 LOAD CASE 2: Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 Notes - Along Ridge Wind Pressure on Components and Cladding (Ch 30 Part 1) .00 psf -32.82 psf .00 psf .00 psf All pressures shown are based upon ASD Design, with a Load Factor of Width of Pressure Coefficient Zone "a" = 5.23 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf Window H Door 3 Door 4 Door 5 Door 6 Roof Zone 1 Roof Zone 2 Roof Zone 3 7.00 2.75 19.3 4 0.85 -0.94 42.63 -46.33 7.00 5.00 35.0 5 0.81 -1.09 40.93 -52.19 7.00 4.75 33.3 4 0.82 -0.91 41.07 -44.78 7.00 3.00 21.0 5 0.85 -1.16 42.38 -55.10 6.66 2.66 17.7 5 0.86 -1.18 42.86 -56.07 2.00 5.00 10.0 1 0.30 -1.00 19.77 -48.61 2.00 5.00 10.0 2 0.30 -1.80 19.77 -81.56 2.00 5.00 10.0 3 0.30 -2.80 19.77 -122.75 Khcc:Comp. & Clad. Table 6-3 Case 1 Qhcc:.00256*V^2*Khcc*Kht*Kd •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 000 • • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • • • • • • • • • • • • •• •• = 1.03 = 41.19 psf Connector Calculation DL+LL Determine Reactions: Uplift Wood Trusses Reactions: T-1 Trusse Length = L s • Overhang = L y = Truss Span,. L s = Iran Span, • La=Overhang = Luis Oscar de la Hoz Olivera, P.E. 73932 Tadeos Engineering LLC, CA# 31229 14750 NW 77th Ct., Suite 205 Miami Lakes, FL 33016 15.58 ft 0.00 ft 10.58 ft 2.88 ft 2.13 ft Dead Loads )DL) = 25.00 psf Uve Loads (LL) • 30.00 psf TOTAL LOADS )W. DIAL). 55.00 psf Long. Trib• 2.00 feet TOTAL LOADS (W) • Total load X Long. Trib TOTAL LOADS (W= DLHL) = 110.00 pound/ feet Ra=Wx(L,. L2/2) Re 581.90 Ibs Rg= (W x (1, /2,1, /2) Re 740.301bs Rc•(Wx(La+ 1,/2) Rc• 392.70 Ibs Roof Zone = 2 Overhang - Roof Zone • 2 Overhang. Determine Reactions: Lateral Force: Middle Connector 8 Dead Loads (DO Wind Zone 2= Wind Ione overhang. 10.00 psf 81.56 psf 32.82 psf Net Uplift Zone, -71.56 psf Wind zone Overhang* -32.82 psf Zone 2 a• 5.25 feet Long. Trib = 2.00 feet TOTAL LOADS (W) = Net Uplift X Long. Trib R„•W,x(L,/2.1,)+Won,l„rsxL, R„•-757.10 Ibs R,•W, x (L,/2. L ,/2) + W o.•,•,v x (L,/2) Re -1,057.72 Ibs R.W2x(L,/2. La)+ W o,.,,ex(L,/2. L,) Re -745.27 Ibs Slope • 1:12 Area , • 0.22 Area s= 0.22 F1(Perp. To wall). ph F2 (Paralell to wall). Ps= USE:Connector Label: 1 X 2.00 X 6.73 47.81 25.82 psf psf w 01. LL 1'1'1111,,L.i1111111'I-'1" i, LT I.A L2 1. B L3 I. C gat t, W-DL(10psf) +0.6xWL W v �v Li I_ L2 ire 0.44 sft 1.48 sft X Area , X Area, Number of Trusses: L3 47.81 25.82 LC .� 0.44 • 21.08 Ibs 1.48 = 2.55 Ibs 15 Model Manufacturer Approval Exp. Date Down )Ibs) Uplift )Ibs) F1(Lat.Load Perp. to wall) F2 (Lat. Load Parallel to wall) Fasteners LTA2 Perpendicular to wall SIMPSON FL 13904 1210 875 415 (10) 10d x 1 1/2 to Rafters/Truss,Embedded Into Concrete Total 0 1,210 875 415 Lateral Force: Left Connector A Uplift act Uplift allow 1,058 1,210 Slope = 1:12 Area ,• 0.22 Area = 0.22 Fl (Perp. To wall). ph • F2 (Paralell to wall)= ps = USE: Connector Label: 1 F1 act F1 allow 21 875 X 2.00 X 5.29 47.81 25.82 F2 act F2 allow psf psf 3 415 0.90 1.00 5 1.00 S 1.00 OK 0.44 sft 1.17 sft X Area, _ X Area, _ Number of Trusses: 47.81 25.82 0.44 = 21.08 Ibs 1.17 • 2.01 Ibs 15 Model Manufacturer Approval Exp. Date Down )Ibs) Uplift )Ibs) F1(Lat.Load Perp. to wall) F2 (Lat. load Parallel to wall) Fasteners LTA2 Perpendicular to wall SIMPSON FL 13904 1210 875 415 (10) l0d x 11/2 to Rafters/Truss,Embedded into Concrete Total 0 1,210 875 415 Lateral Force: Right Connector C Uplift act Uplift allow 757 1,210 F1 act f1 allow 21 875 F2 act F2 allow 415 1.00 5 1.00 0.65 5 Slope = 1:12 Area,: 0.22 X 2.00 Area ,= 0.22 X 3.57 F1 )Perp. To wall). ph••• •iii • •05f • F2 (Paralell to wall). pp• 2542 • WO • • • • • USE: Connector Label: • • 1 _ _ • 0.44 sft 0.79 sft • X• • X• • 1.00 OK Av. i • area, Number of Trusses: • 47.81 25.82 0.44 = 21.08 Ibs 0.79 = 1.35 Ibs 15 Model Manufacturer Approval . Exp. Date • ♦ • • Down (Ibs) Uplift )Ibs) F1(Lat.Load Perp. to wall) F2 (tat. load Parallel to wall) Fasteners (10) 10d x 11/2 to LTA2 Perpendicular to wall SIMPSON FL 13904 1210 875 415 Rafters/Truss,Embedded Into • • • • • ♦ • • • • • • • • • • • • Concrete Tot' • • • • • • 410 • • • • 1,210 875 415 • • • • • • • • A • • Uplift act • Uplift allow 745 1,210 •• Fact FI allow • • •• • F2 at F2 allow 21 + • • • 84 • • • • • • • • • • • • •• •• • • • • • • • • • 5 • 1.00• 5 1.00 • •15 • • • • • • 064 • 5 • 1O0 OK • • • • • • :25ZNE 9$thareet kliar? PSshooes FL' 33138 Flitch Beam New Opening for Existing RTB Luis Oscar de la Hoz Olivera, P.E. 73932 Tadeos Engineering LLC, CA# 31229 14750 NW 77th Ct., Suite 205 Miami Lakes, FL 33016 Span Length = 20 ' 0 " Tributary distance = 17 ' 4" w Simole Beam Uniformly distributed Load Dead Loads (DL) = 25 psf x 17.33 feet = 433.33 Ibs/feet RTB 150 pcf x 8" x 12" = 100.00 Ibs/feet Total Dead Loads (DL) = 533.33 Ibs/feet Live Loads (LL) = 30 psf x 17.33 feet = 520.00 Ibs/feet TOTAL LOADS (W= DL+LL) = 1053.33 Ibs/ feet Uniformly distributed Load W = 1053.33 Ibs/ feet L = 20.00 feet 2 M= (W x L )/8 = Moment from Table 3-23. Shears, Moments, and Deflections.(1.Simple Beam -Uniformly distributed Load) 3 Design of Flexural Members. Steel Construction Manual. M= (W x L2)/8 = 52,666.67 Ibs-feet M= (W x L2)/8 = 632,000.00 lbs-inches V=(W x L/2)= 10,533.33 Ibs fb from Table 2-4 Applicable ASTM Specifications for Plates and Bars Part 2 General Design Considerations page 2-40 . Steel Construction Manual. Steel Type Carbon ASTM Designation A36 fy Min Yield Stress = 36 ksi fb= 0.6xfy= 21.6 ksi fb = 21,600.00 psi S req = M/ fb = 29.2593 inch3 Designation MC12X31 S from Table 1-6 MC Shapes (Dimensions and Properties) Part 1 Dimensions and Properties pages 1-36 and 1-37 . Steel Construction Manual. 5, = 33.7 inch3 S x = 33.7 inch3 > 29.2593 inch3 Bolt Capacity = A 325 5/8" 0 in double Shear V allowable = 12.8 Kip •• ••• • • • • • •• • TOTAL LOADS (W= DL+LL) = • • 105333.1!V foe{ spacing of Thru Bolts = • • • Qf b0•iis:hes• • • • • •• V act i •100.33 Ibs/ feeL • ID. • 1.33 feet • • • • • • • V act= •• • 1.40.Kii• •• < • 12.8) Kip • • • • • • • • • • • •• • • •• •• • • • • • • • • Reaction = 10,533.33 lbs # of Thru Bolts = • • • 4.00• • • ••• • • Reaction= • 2.64Kib.: : { 4.80 Kip • • • • • • • • • ••• • •. •••25612111EOgth' reet Miami Shores FL, 33138 *= S req OK 1,404.44 1 bs *= V allowable OK *= V allowable OK RB-1 Loads Beam Shape 8"wx12"h Span 1 Length = 18 ' 11 " Span 1 Length = 15 ' 2 " Span 3 Length = 3 ' 2 " Span 4 Length = 10 2 " Luis Oscar de la Hoz Olivera, P.E. 73932 Tadeos Engineering LLC, CA# 31229 14750 NW 77th Ct., Suite 205 Miami Lakes, FL 33016 V X V L1 V V v V W L2 Tributary distance = 6 ' 6 " 9 Dead Loads (DL) = 25 psf x 6.50 feet = 162.50 Ibs/feet Live Loads (LL) = 30 psf x 6.50 feet = 195.00 Ibs/feet Zone 3 -Mind Loads (WL) = 72.93 psf x 6.50 feet =-474.07 Ibs/feet See Calculation Report i v V L4 •• • • • • • • • • • • • • • • •• • • • • • • • • •' • • • • • • • • • • • • • •• • • • • • • •• •• «. • • • • • • • • • • • • • • •. • • • • • •• • • •• • • • • • • 251 NE 98th Street Miami Shores FL, 33138 Tadeos Engineering LLC 14750 NW 77th Ct, Suite 205 Miami Lakes, FL 33016 305-903-8816 Concrete Beam Lic:# KW-06011215 Description : RB-1 r'CODE"EFERENCES Calculations per ACI 318-14, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 rTiaterial Properties Project Title: Remodeling And Addiction Engineer: Luis Oscar de La Hoz Project ID:AR114 Project Descr: Printed: 10 JAN 2018, 9:45PM Licensee : Tadeos Engineering LLC, KW-06011215 f'c 1/2 = 4.0 ksi 11) Phi Values Flexure : 0.90 fr = f'c 7.50 = 474.342 psi Shear : 0.750 y1 Density = 145.0 pcf R 1 = 0.850 %, LtWt Facto = 1.0 Elastic Modulus 3,605.0 ksi Fy - Stirrups 40.0 ksi fy - Main Reba= 60.0 ksi E Stirrups 29,000.0 ksi E - Main Reba= 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 O o " " i D(O.1620) W(-0.4740) ••••• • • • •••• •L(0.1950) • • • • • • • • -..,'AarR:a'w-' .a=Se:'M e".aYsai` ; �': -:: ^.. r^3;.:="a +:y : - '. -'t' ' - C f 1 '. rs 'acr..C. .-� 14. ^ri �tY fRe .;� A1. t.,3 ,•.,=5�+ts� • • • • 18.920ft 15.170ft '1•'.i 3.170 �`.ar •• ••••• 10:1Jj1J1:• • • IN 8'wx 12"ti o"wn 12"h erwx 12"1ra•• •• 8- wax 12-Ii •• • • • • • • •• •• • ••• • • • Cross Sections & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 12.0 in • • • • • • • • Span #1 Reinforcing.... 2-#6 at 3.0 in from Top, from 0.0 to 19.420 ft in this span Span #2 Reinforcing.... 2-#6 at 3.0 in from Top, from 0.0 to 15.170 ft in this span Span #3 Reinforcing.... 2-#6 at 3.0 in from Top, from 0.0 to 3.170 ft in this span Span #4 Reinforcing.... 2-#6 at 3.0 in from Top, from 0.0 to 10.170 ft in this span (App`lied Loads - - - - Beam self weight calculated and added to loads Loads on all spans... D = 0.1620, L = 0.1950, W = -0.4740 • • •• • •• • • • • 2-#6 at 3.0 in from Bottom, from 0.0 to 1'1420 ft in this 2-#6 at 3.0 in from Bottom, from 0.0 to 15.170 ft in this 2-#6 at 3.0 in from Bottom, from 0.0 to 3.170 ft in this sl 2-#6 at 3.0 in from Bottom, from 0.0 to 10.170 ft in this Service loads entered. Load Factors will be applied for calculations. Uniform Load on ALL spans : D = 0.1620, L = 0.1950, W = -0.4740 k/ft . .. a ._... �.:. DESIGN'SOMMARY 1 Maximum Bending Stress Ratio = 0.687 : 1 Section used for this span Typical Section Mu : Applied -22.256 k-ft Mn * Phi : Allowable 32.408 k-ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 2 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 'Design2OK 0.071 in Ratio = 3181 >=36 -0.423 in Ratio = 537 >=36 0.011 in Ratio = 17121 >=18 0.000 in Ratio = 999 <180 • Cross,Section Strength & Inertia' Top & Bottom references are for tension side of sect Phi*Mn (k-ft) Moment of Inertia (in^4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 Section 2 2- #6 @ d=3",2- #6 @ d=9", 2- #6 @ d=3",2- #6 @ d=9", 32.41 32.41 32.41 32.41 1,152.00 325.75 325.75 1,152.00 325.75 325.75 • Tadeos Engineering LLC 14750 NW 77th Ct, Suite 205 Miami Lakes, FL 33016 305-903-8816 Concrete Beam Lic. #':.KW-06011215 %,, �" Description : RB-1 Cross Section Strength & Inertia, Cross Section Bar Layout Description Project Title: Remodeling And Addiction Engineer: Luis Oscar de La Hoz Project ID:AR114 Project Descr: Printed: 10 JAN 2018, 9:45PM Licensee : Tadeos Engineering LLC, KW-06011215 Top & Bottom references are for tension side of sect Phi*Mn (k-ft) Moment of Inertia (in"4 ) Bottom Top I gross Icr - Bottom Icr - Top Section 3 2- #6 @ d=3",2- #6 @ d=9", Section 4 2- #6 @ d=3",2- #6 @ d=9", Vertical Reactions, 1 32.41 32.41 32.41 32.41 Support notation : Far left is #' 1,152.00 325.75 325.75 1,152.00 325.75 325.75 Load Combination Overall MAXimum Support 1 Support 2 Support 3 Support 4 Support 5 Overall MlNimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750 Lr+0.750 L+0.450 W +H +D+0.750 L+0.750 S+0.450 W +H +D+0.750 L+0.750 S+0.5250 E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only -3.616 -0.195 1.971 3.463 1.971 1.971 3.093 3.093 -0.195 1.971 1.451 1.451 3.093 -0.978 1.175 1.971 1.476 -9.777 -0.534 5.329 9.348 5.329 5.329 8.331 8.331 -0.534 5.329 3.973 3.973 8.331 -2.679 3.218 5.329 -3.358 -0.184 1.902 3.242 1.902 1.902 2.944 2.944 -0.184 1.902 1.368 1.368 2.944 -0.923 1.108 1.902 4.044 1.392 -3.749 -0.201 1.983 3.566 1.983 1.983 3.142 3.142 -0.201 1.983 1.494 1.494 3.142 -1.007 1.210 1.983 -1.982 -0.108 1.084 1.898 1.084 1.084 1.695 1.695 -0.108 1.084 0.802 0.802 1.695 -0.541 0.650 1.084 1.521 0.816 -3.616 -9.777 -3.358 -3.749 -1.982 Maximum Forces &Stresses for Load Combinations I Load Combination Location (ft) Segment Length Span # in Span .••• • • • • ••.• • • • .. . . • • • • • • • • • • • • •.•. • .• • • • • • • •• •. •• • • • • • • • • • • • • •. • Bending Stress ResfIts (•k-ft) Mu : Max Phi*Mnx Stress Ratio •• • • • • • • • • • • MAXimum BENDING Envelope Span # 1 Span # 2 Span # 3 Span # 4 +1.40D+1.60H Span # 1 Span # 2 Span # 3 Span # 4 +1.20 D+0.50 Lr+1.60 L+1.60 H Span # 1 Span # 2 Span # 3 Span # 4 +1.20 D+1.60 L+0.50S+1.60H Span # 1 Span # 2 Span # 3 Span # 4 + 1.20 D+ 1.60 Lr+0.50 L+1.60 H Span # 1 Span # 2 Span # 3 Span # 4 + 1.20 D+ 1.60 L r+0.50 W+ 1.6 0 H Span # 1 Span # 2 Span # 3 Span # 4 +1.20 D+0.50 L+ 1.60 S+1.60 H Span # 1 Span # 2 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 1 2 3 4 2 18.920 15.170 3.170 10.170 18.920 15.170 3.170 10.170 18.920 15.170 3.170 10.170 18.920 15.170 3.170 10.170 18.920 15.170 3.170 10.170 18.920 15.170 3.170 10.170 -20.86 -22.26 -5.66 -5.70 -12.14 -12.95 -3.29 -3.31 -20.86 -22.26 -5.66 -5.70 -20.86 -22.26 -5.66 -5.70 -13.67 -14.59 -3.71 -3.73 -2.46 -2.62 -0.67 -0.67 18.920 -13.67 15.170 -14.59 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 32.41 0.64 0.69 0.17 0.18 0.37 0.40 0.10 0.10 0.64 0.69 0.17 0.18 0.64 0.69 0.17 0.18 0.42 0.45 0.11 0.12 0.08 0.08 0.02 0.02 0.42 0.45 • • Tadeos Engineering LLC 14750 NW 77th Ct, Suite 205 Miami Lakes, FL 33016 305-903-8816 Project Title: Remodeling And Addiction Engineer: Luis Oscar de La Hoz Project ID:AR114 Project Descr: Printed: 10 JAN 2018, 9:45PM Concrete Beam Lic"#: KW-06011215Licensee : Tadeos Engineering LLC, KW-06011215 Description : RB-1 Load Combination Segment Length Location (ft) Span # in Span Bending Stress Results (k-ft ) Mu : Max Phi'Mnx Stress Ratio Span # 3 Span # 4 + 1.20 D + 1.60 S+0.50 W + 1.60 H Span # 1 Span # 2 Span # 3 Span # 4 + 1.20 D+0.50 L r+0.50 L+ W+ 1.60 H Span # 1 Span # 2 Span # 3 Span # 4 + 1.20 D+0.5 0 L+0.50 S+ W+ 1.60 H Span # 1 Span # 2 Span # 3 Span # 4 + 1.20 D+0.50 L+0.20 S+E+ 1.60 H Span # 1 Span # 2 Span # 3 Span # 4 +0.90D+W+0.90H Span # 1 Span # 2 Span # 3 Span # 4 +0.90D+E+0.90H Span # 1 Span # 2 Span # 3 Span # 4 3 3.170 4 10.170 -3.71 32.41 0.11 -3.73 32.41 0.12 1 18.920 -2.46 32.41 0.08 2 15.170 -2.62 32.41 0.08 3 3.170 -0.67 32.41 0.02 4 10.170 -0.67 32.41 0.02 1 18.920 2.22 32.41 0.07 2 15.170 2.36 32.41 0.07 3 3.170 0.60 32.41 0.02 4 10.170 0.61 32.41 0.02 1 18.920 2.22 32.41 0.07 2 15.170 2.36 32.41 0.07 3 3.170 0.60 32.41 0.02 4 10.170 0.61 32.41 0.02 1 18.920 -13.67 32.41 0.42 2 15.170 -14.59 32.41 0.4.5... 3 3.170 -3.71 12.41 • 0!11••• 4 10.170 -3.73 2.41. • 0.1•• 2 •• • • • •• 1 18.920 8.08 320.41 • • 0l25 2 15.170 8.63 32‘41. • • 0.27 • • • 3 3.170 2.19 32.41.• 047 • • • 4 10.170 2.21 32$1,•• °V..•• • • 1 18.920 -7.80 32.4jf'; OA.... 2 15.170 -8.32 32411• 0.26• • 3 3.170 -2.12 3.141.•• 0.07 • •• 4 10.170 -2.13 22.4f : 047 . • Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination • • • • • • . . ••---. • • Ma1t. "+" Def+ • Lot:ation in 6pan • W Only W Only W Only 1 0.0075 19.319 W Only-0.4226' • 8.464 2 0.0200 1.996 W Only -0.0130 9.980 3 0.0019 1.585 W Only -0.0008 3.438 4 0.0000 1.585 W Only -0.0159 5.620 Luis Oscar de la Hoz Olivera, P.E. 73932 Tadeos Engineering LLC, CA# 31229 14750 NW 77th Ct., Suite 205 Miami Lakes, FL 33016 Concrete Column TC-1 Loads Overall Column Height = 8 ' 10 Concrete Shape Height = 1 ' 0 " Width = 0 ' 8 " Take Reactions from Support 2 (RB-1) Dead Loads (DL) = Live Loads (LL) = Wind Loads (WL) = Longitud Tributary = 5,329.00 Ibs 4,044.00 Ibs -9,777.00 Ibs 16 ' 8" Near Door 4 --Wind Loads (WL) = 74.63 psf •••• ph --Wind Loads (WL) = 79.68 psf • • • • •••• • • • • Take the biggest Pressure between these options. • • • • Wind Loads (WL) = 79.68 psf q Lateral = See Calculation Report •••• • • 79.68 psf x Longitud Tributary • '1,328.CIi•I15S * • •• • • • • • • •• •• •• • • • • • • • • • • • • • • • • • • • • • • •• • •• • • 251 NE 98th Street Miami Shores FL, 33138 Tadeos Engineering LLC 14750 NW 77th Ct, Suite 205 Miami Lakes, FL 33016 305-903-8816 Lic *V: KW-06011215 , Description : TC-1 Support 2 (RB-1) Project Title: Remodeling And Addiction , Engineer: Luis Oscar de La Hoz Project ID:AR114 Project Descr: Printed: 10 JAN 2018, 10:11 PM .. Licensee : Tadeos Engineering LLC, KW-06011215 (Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information f'c : Concrete 28 day stn = E= _ Density = R fy - Main Rebar E - Main Rebar 4.0 ksi 3,122.0 ksi 150.0 pcf 0.850 60.0 ksi 29,000.0 ksi Allow. Reinforcing Limits ASTMA615Bars Used Min. Reinf. = 1.0 0/0 Max. Reinf = 8.0 0/0 Column Cross Section Overall Column Height = 8.830 ft End Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along X-X (width) axis : Unbraced Length for X-X Axis buckling = 8.830 ft, K = 1.0 Y-Y (depth) axis : Fully braced against buckling along Y-Y Axis Column Dimensions : 12.0in high x 8.0in Wide, Column Edge to Rebar Edge Cover = 1.50in Column Reinforcing : general Rebar SWM izes & Locations, Bar Size X Y # in in Total bars = 4 Bar Size X # in Y in Bar Size X # in • • •� •. A• • • e• • . • •• • • •••. • • • • • •' • ••,•••• • • • • •, ••.•. • .i1.••• •• • •„.•. X & Y distances measured from rower -left opines.. • • Y •.,• • • . Par Size •X Y •• in • • # •--its- qin•••• # 5 2.313 2.313 # 5 2.313 9.688 Applied Loads Column self weight included : 883.0 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 8.830 ft above base, D = 5.329, LR = 4.044 k BENDING LOADS... Lat. Uniform Load creating My-y, W = 1.329 k/ft PDES/GNSUMAARY #5 5.688 9.688 • ••• #5 • 5.688 2•. 1 •; Entered loads are factored per iota combinations specified by user. • •• • Load Combination +0.90D+W+0.90H Location of max.above base 8.771 ft Maximum Stress Ratio 0.735: 1 Ratio = (Pu^2+Mu^2)^.5 / (PhiPn^2+PhiMn^2)^.5 Pu = 5.591 k 9* Pn = 7.218k Mux= Mu-y = lu Angle = u at Angle = 0.0 k-ft 12.948 k-ft 90.0 deg 12.948 k-ft (f7 Mn-x = 0.0 k-ft Mn-y = 17.768 k-ft Mir at Angle = 17.625 k-ft Pn & Mn values located at Pu-Mu vector intersection with capac Column Capacities... Pnmax : Nominal Max. Compressive Axial C 396.584 k Pnmin : Nominal Min. Tension Axial Capa k Pn, max : Usable Compressive Axial Capa 206.224 k tQ Pn, min : Usable Tension Axial Capacity k Maximum SERVICE Load Reactions.. Top along Y-Y 5.866k Bottom along Y-Y 5.866 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Deflection Along Y-Y 0.0 in at 0.0 ft above base >r load combination : Along X-X 0.1149in at 4.445ft above base )r load combination : w Only General Section Informa p = 0.650 [3 =0.850 p : % Reinforcin 1.292 % Rebar % Ok Reinforcing Area 1.240 in^2 Concrete Area 96.0 in^2 e= 0.80 ' Tadeos Engineering LLC 14750 NW 77th Ct, Suite 205 Miami Lakes, FL 33016 305-903-8816 Concrete Column Lic. # : KW-06011215.44, Y Description : TC-1 Support 2 (RB-1) Governing Load Combination Results 1 Project Title: Remodeling And Addiction Engineer: Luis Oscar de La Hoz Project ID:AR114 Project Descr: Printed: 10 JAN 2018, 10:11 PM Licensee : Tadeos Engineering LLC, KW-06011215 Governing Factored Load Combination +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60 + 1.20 D+ 1.60 L+0.50 S+ 1.601 +1.20D+1.60Lr+0.50L+1.60 +1.20D+1.60Lr+0.50W+1.6 +1.20D+0.50L+1.60S+1.601 +1.20D+1.60S+0.50W+1.6( +1.20 D+0.50Lr+0.50L+W +- +1.20D+0.50L+0.50S+W+1 + 1.20 D+0.50 L+0.2 0 S+ E+ 1. +0.90D+W+0.90H +0.90D+E+0.90H (Maximum Reactions Load Combination Moment X-X Y-Y Actual Actual Actual Actual Actual Dist. from Axial Load k base ft Pu N 'Pn 8.77 8.77 8.77 8.77 8.77 8.77 8.77 8.77 8.77 8.77 8.77 8.77 1 8.70 206.22 9.48 206.22 7.45 206.22 13.92 206.22 13.92 46.87 7.45 206.22 7.45 22.46 9.48 13.71 7.45 10.51 7.45 206.22 5.59 7.22 5.59 206.22 Utilization x gx ' Mux 8 y Sy ' Muy Alpha (deg) 8 Mu W Mn Ratio X-X Axis Reaction k Y-Y Axis Reaction @ Base @ Top @ Base @ Top Bending Analysis k-ft 1.000 6.47 1.000 6.47 1.000 12.95 1.000 12.95 1.000 12.95 Axial Reaction @ Base 0.000 0.000 0.000 0.000 90.000 0.000 90.000 90.000 90.000 0.000 90.000 0.000 6.47 21.63 6.47 20.21 12.95 18.74 12.95 18.19 12.95 17.62 0.042 0.046 0.036 0.068 0.299 0.036 0.320 0.691 0.712 0.036 0.735 0.027 Note: Only non -zero reactions are listed. My - End Moments k-ft Mx - End Moments @ Base @ Top • •tease @ Top +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750 Lr+0.750L+0.450 W+H +D+0.750 L+0.750 S+0.450 W +H + D+0.750 L+0.750 S+0.5250 E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only r axi t Moment Reactions Load Combination 3.519 3.519 2.640 2.640 2.640 2.640 3.519 3.519 5.866 5.866 Moment About X-X Axis @ Base @ Top 6.212 6.212 10.256 6.212 9.245 6.212 6.212 6.212 9.245 6.212 6.212 3.727 3.727 6.212 4.044 • • • •• • • • • • • • • • • • • • • • • • • • •• • • • • • • •• •• •• • • • • • • • • • • • a • • • •• • •• • • • • •• • • • • • • • • • • • • • • • • Note: Only non -zero reactions are listed. Moment About Y-Y Axis @ Base @ Top +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+O.750 Lr+0.750 L+0.450 W +H +D+O.750 L+0.750 S+0.450 W +H +D+0.750 L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft k-ft • Tadeos Engineering LLC 14750 NW 77th Ct, Suite 205 Miami Lakes, FL 33016 305-903-8816 Concrete Column Project Title: Remodeling And Addiction Engineer: Luis Oscar de La Hoz Project ID:AR114 Project Descr: Printed: 10 JAN 2018, 10:11 PM Lic:?# : KW-06011215 .c,.'..* `,� .} ,..:a't• .Licensee :.TadeosEngineering LLC, KW-06011215 Description : TC-1 Support 2 (RB-1) j�Maximum Moment Reactions Moment About X-X Axis Load Combination @ Base @ Top Note: Only non -zero reactions are listed. Moment About Y-Y Axis @ Base @ Top E Only H Only FSketches k-ft k-ft k-ft k-ft IL In •p �A •q. • • • • • • • • • • • • • • • •• • 1 • • • • • •••• • • • • •••• • • • ••, •• •• • • • • al • • •• • • • • ••••• • • • • • • • • • • • • • •-•-• • • • • • • • • •• • • •• •• • • • • Luis Oscar de la Hoz Olivera, P.E. 73932 Tadeos Engineering LLC, CA# 31229 14750 NW 77th Ct., Suite 205 Miami Lakes, FL 33016 Steel Column HSS-1 at RB-1 (Support 3) Loads Overall Column Height = H5S 6" X 2" X 3/8" 8 ' 10" Take Reactions from Support 3 (RB-1) Dead Loads (DL) = 1,902.00 Ibs Live Loads (LL) = 1,392.00 Ibs Wind Loads (WL) = -3,358.00 Ibs Longitud Tributary = Near Window H -3Wind Loads (WL) = Near Door 4 ->Wind Loads (WL) = ph -Wind Loads (WL) = 9 ' 2 " 77.22 psf 74.63 psf 79.68 psf Take the biggest Pressure between these options. Wind Loads (WL) = 79.68 psf . • •. • • • • • •••• • • • • •• • • • • • •••• • • • .•• • • • • • • • • •• • • • • • • •• •• M• • • • • • • • • • • • • • • •• • . q Lateral = 79.68 psf x Longitud Tributary •a • • • 730.43 Ifas • •• • • See Calculation Report 251 NE 98th Street Miami Shores FL, 33138 • Tadees Engineering LLC 14750 NW 77th Ct, Suite 205 Miami Lakes, FL 33016 305-903-8816 Steel Column Lic # :"KW-06011215V.111 i Description : HSS-1 at RB-1 (Support 3) Project Title: Remodeling And Addiction Engineer: Luis Oscar de La Hoz Project ID:AR114 Project Descr: Printed: 10 JAN 2018, 11:33PM ��.+. y ,,;: s _Licensee :>Tadeos'Engineering LLC; KW-06011215' Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information 1 Steel Section Name : HSS6x2x3/8 Analysis Method : Allowable Strength Steel Stress Grade Fy : Steel Yield 46.0 ksi E : Elastic Bending Modulus 19,000.0 ksi Applied+Loads Column self weight included : 152.494 Ibs * Dead Load Factor AXIAL LOADS... Axial Load at 8.830 ft, D = 1.902, LR = 1.392 k BENDING LOADS ... Lat. Uniform Load creating Mx-x, W = 0.730 k/ft DESIGN' SUMMARY Overall Column Height 8.830 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 8.830 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling = 8.830 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. •••• • • • • • •• • • • •••• • • • • • • • • • • • • • • . . • • • Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratil Load Combination Location of max.above base At maximum location values are .. . Va : Applied Vn / Omega : Allowable Load Combination Results 0.2769 : 1 +D+0.60W+H 4.385 ft 2.054 k 24.216 k 4.269 k-ft 18.203 k-ft 0.0 k-ft 7.942 k-ft 0.03385 : 1 +D+0.60W+H 0.0 ft 1.934 k 57.137 k Maximum Load Reactions! . • • Top along X-X Bottom along X-X • • Top along Y-Y ' Bottom along Y-Y ' •• • Maximum Load Deflections... Along Y-Y 0.3106 in at for load combination :W Only Along X-X 0.0 in at for load combination : •• • • • • o.dk' 0.0 k' 3.2231(.: • 3.223 k •• • • • • • • � • • 4.445ft above base 0.0 ft above base Load Combination Maximum Axial + Stress Ratio Bending Stress Ratios Status Location Maximum Shear Ratios Stress Ratio Status Location +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750 Lr+0.750 L+0.450 W +H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H 0.085 0.085 0.142 0.085 0.128 0.085 0.277 0.085 0.240 0.218 0.085 0.260 0.051 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 4.39 ft 0.00 ft 4.39 ft 4.39 ft 0.00 ft 4.39 ft 0.00 ft 0.000 0.000 0.000 0.000 0.000 0.000 0.034 0.000 0.025 0.025 0.000 0.034 0.000 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft • Tadeos,Engineering LLC 14750 NW 77th Ct, Suite 205 Miami Lakes, FL 33016 305-903-8816 Steel Column Lic:#_: KW-06011215 ., Description : Maximum Reactions Load Combination Project Title: Remodeling And Addiction Engineer: Luis Oscar de La Hoz Project ID:AR114 Project Descr: Printed: 10 JAN 2018, 11:33PM Licensee':-Tadeos Engineering LLC, KW-06011215 Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top 1 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750 Lr+0.750 L+0.450 W +H +D+0.750 L+0.750 S+0.450 W +H +D+0.750 L+0.750 S+0.5250 E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 1Extreme Reactions Item Extreme Value @ Base 2.054 2.054 3.446 2.054 3.098 2.054 2.054 2.054 3.098 2.054 2.054 1.233 1.233 2.054 1.392 1.934 1.934 1.450 1.450 1.450 1.450 1.934 1.934 3.223 3.223 • • • • • •• • • • • • • • • •.•• •.•• • • • • • • • • • • • • • • . • • .• . 1 • • • • • .• •• ••. • Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - Endtkorl.ents k-ft My.- End Moments' @ Base @ Top @ Base @ Top @ Base. Top . @ B se @.Tpp.:. • Axial @ Base Maximum Minimum Reaction, X-X Axis Base Maximum Minimum Reaction, Y-Y Axis Base Maximum Minimum Reaction, X-X Axis Top Maximum Minimum Reaction, Y-Y Axis Top Maximum Minimum Moment, X-X Axis Base Maximum Minimum Moment, Y-Y Axis Base Maximum Minimum Moment, X-X Axis Top Maximum Minimum Moment, Y-Y Axis Top Maximum Minimum 3.446 2.054 2.054 2.054 2.054 2.054 2.054 2.054 2.054 2.054 2.054 2.054 2.054 2.054 2.054 2.054 Maximum Deflections for Load Combinations 3.223 3.223 • • • • • •• • ••.• •• • • • • •. • • • • Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750 L r+0.750 L+0.450 W +H +D+0.750 L+0.750 S+0.450 W +H +D+0.750 L+0.750 S+0.5250 E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.186 in 0.000 in 0.140 in 0.140 in 0.000 in 0.186 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 4.445 ft 0.000 ft 4.445 ft 4.445 ft 0.000 ft 4.445 ft 0.000 ft 0.000 ft Design Thick Width Wall Thick Area Weight Ycg ' Tadeos Engineering LLC 14750 NW 77th Ct, Suite 205 Miami Lakes, FL 33016 305-903-8816 Lic. # KW-06011215`=i Description : HSS-1 at RB-1 (Support 3) Maximum Deflections for Load Combinati no s Project Title: Remodeling And Addiction Engineer: Luis Oscar de La Hoz Project ID:AR114 Project Descr: Printed: 10 JAN 2018, 11:33PM • Licensee :;Tadeos Engineering LLC, KW-06011215 Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance Lr Only L Only S Only W Only E Only H Only SteelSecton Properties 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in HSS6x2x3/8 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 in 0.000 in 0.311 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft 4.445 ft 0.000 ft 0.000 ft Depth = 6.000 in I xx = 17.10 inA4 J = 8.420 inA4 = 0.349 in S xx = 5.71 inA3 Cw = 6.35 in^6 = 2.000 in R xx = 1.890 in = 0.375 in Zx = 7.930 inA3 = 4.780 inA2 I yy = 2.770 inA4 C = 6.350 inA3 = 17.270 plf S yy = 2.770 inA3 • • • • • • •R yy = 0.760 in . . ' • • • • •• • . • Zy = 3.460 inA3 1 • . • 0.000 in Sketches . • • • • • • • • • •••• • •• • • • • • • •• •• ••• • • • • • • • • • • • • • •• • • • • • • • • • •• - • • • • •+ • Luis Oscar de la Hoz Olivera, P.E. 73932 Tadeos Engineering LLC, CA# 31229 14750 NW 77th Ct., Suite 205 Miami Lakes, FL 33016 Steel Column HSS-1 at RB-1 (Support 4) Loads Overall Column Height = HSS 6" X 2" X 3/8" 8 ' 10" Take Reactions from Support 4 (RB-1) Dead Loads (DL) = 1,983.00 Ibs Live Loads (LL) = 1,521.00 Ibs Wind Loads (WL) = -3,749.00 Ibs Longitud Tributary = Near Window H Wind Loads (WL) = Near Door 3 -Wind Loads (WL) = ph -Wind Loads (WL) = 6 ' 8" 77.22 psf 86.98 psf 79.68 psf Take the biggest Pressure between these options. Wind Loads (WL) = 86.98 psf q Lateral = 86.98 psf See Calculation Report • • •••• • • .. • • • • •••• • • .. .. • • • • • • • • ..• • • . • • • • • • • • • • • • • • • • • • ..• .. . • • • X Longitud Tributary = 579!89 ki s 251 NE 98th Street Miami Shores FL, 33138 Tadeos Engineering LLC 14750 NW 77th Ct, Suite 205 Miami Lakes, FL 33016 305-903-8816 Lic. # : KW-06011215e Description : HSS-1 at RB-1 (Support 4) r Code References 1 Project Title: Remodeling And Addiction Engineer: Luis Oscar de La Hoz Project ID:AR114 Project Descr: Printed: 10 JAN 2018, 11:24PM Licensee :Tadeos Engineering LLC, KW-06011215 Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : HSS6x2x3/8 Analysis Method : Allowable Strength Steel Stress Grade Fy : Steel Yield 46.0 ksi E : Elastic Bending Modulus 19,000.0 ksi Applied Loads - - - - - Column self weight included : 152.494 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 8.830 ft, D = 1.983, LR = 1.521 k BENDING LOADS... Lat. Uniform Load creating Mx-x, W = 0.5799 k/ft (DESIGN SUMMARY Overall Column Height 8.830 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 8.830 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling = 8.830 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. • • • • • •• • • ..•• • • • • • • .••• • • •... • • • • • • Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio Load Combination Location of max.above base At maximum location values are . Pa : Axial Pn / Omega : Allowably Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratii Load Combination Location of max.above base At maximum location values are Va : Applied Vn / Omega : Allowable ,�d,,.�---.mow,�.�...�,. Load Combination Results 0.2304 : 1 +D+0.60W+H 4.445 ft 2.135 k 24.216 k 3.391 k-ft 18.203 k-ft 0.0 k-ft 7.942 k-ft 0.02689 : 1 +D+0.60W+H 0.0 ft 1.536 k 57.137 k Maximum Load Reactions•...• . . • Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y .6. Maximum Load Deflections ... • • • • Along Y-Y 0.2468 in at for load combination :W Only Along X-X 0.0 in at for load combination : •• �' •• 0.0 k • 0.0 k• 2.5dok•:• 2.5t30 k •. . • . • •• • • .• • • • • 4.445ft above base 0.0ft above base Load Combination Maximum Axial + Stress Ratio Bending Stress Ratios Status Location Maximum Shear Ratios Stress Ratio Status Location +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H + D+0.750 L+0.750 S+0.45 0 W+ H +D+0.750 L+0.750S+0.5250 E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H 0.088 0.088 0.151 0.088 0.135 0.088 0.230 0.088 0.207 0.184 0.088 0.213 0.053 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 4.44 ft 0.00 ft 4.39 ft 4.39 ft 0.00 ft 4.44 ft 0.00 ft 0.000 0.000 0.000 0.000 0.000 0.000 0.027 0.000 0.020 0.020 0.000 0.027 0.000 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft • TadeDs Engineering LLC 14750 NW 77th Ct, Suite 205 Miami Lakes, FL 33016 305-903-8816 Project Title: Remodeling And Addiction Engineer: Luis Oscar de La Hoz Project ID:AR114 Project Descr: Printed: 10 JAN 2018, 11:24PM <•' Licensee : Tadeos Engineering LLC, KW-06011215 Description : HSS-1 at RB-1 (Support 4) Maximum Reactions, Load Combination Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 2.135 +D+L+H 2.135 +D+Lr+H 3.656 +D+S+H 2.135 +D+0.750Lr+0.750L+H 3.276 +D+0.750L+0.750S+H 2.135 +D+0.60W+H 2.135 1.536 1.536 +D+0.70E+H 2.135 +D+0.750Lr+0.750L+0.450W+H 3.276 1.152 1.152 +D+0.750L+0.750S+0.450W+H 2.135 1.152 1.152 +D+0.750L+0.750S+0.5250E+H 2.135 +0.60D+0.60W+0.60H 1.281 1.536 1.536 +0.60D+0.70E+0.60H 1.281 • �' �' • • D Only 2.135 • •' • "" Lr Only 1.521 " ' L Only S Only • • • W Only 2.560 2.560 •••••• • • • • E Only •••• • H Only • • • i Extreme`Reactions I • • • • • • '.'' . . Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End4Aarents k-ft My.- End Moment$' Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base: ba :op • @ pse @•Tpg• : • • • • •• • • • • Axial @ Base Maximum 3.656 " Minimum Reaction, X-X Axis Base Maximum 2.135 Minimum 2.135 Reaction, Y-Y Axis Base Maximum Minimum 2.135 Reaction, X-X Axis Top Maximum 2.135 Minimum 2.135 Reaction, Y-Y Axis Top Maximum 2.135 Minimum 2.135 Moment, X-X Axis Base Maximum 2.135 Minimum 2.135 Moment, Y-Y Axis Base Maximum 2.135 Minimum 2.135 Moment, X-X Axis Top Maximum 2.135 Minimum 2.135 Moment, Y-Y Axis Top Maximum 2.135 Minimum 2.135 EMazimum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance • • • • • •• • 2.560 2.560 Max. Y-Y Deflection Distance • • •• • • • • • • •• • +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.148 in 4.445 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.111 in 4.445 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.111 in 4.445 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.148 in 4.445 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Tadeos Engineering LLC 14750 NW 77th Ct, Suite 205 Miami Lakes, FL 33016 305-903-8816 Steel Column Lic: # : KW-06011215',; Description : HSS-1 at RB-1 (Support 4) Maximum Deflections for Load Combinations Project Title: Remodeling And Addiction Engineer: Luis Oscar de La Hoz Project ID:AR114 Project Descr: Printed: 10 JAN 2018, 11:24PM Licensee : Tadeos Engineering LLC, KW-06011215 Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance Lr Only L Only S Only W Only E Only H Only Steel Section Properties —11 Depth Design Thick Width Wall Thick Area Weight Ycg j Sketches • 6 = 0 • 2. • 0. ▪ 4. • 17. 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 : HSS6x2x3/8 in in in in in in .000 in I xx .349 in S xx 000 in R xx 375 in Zx 780 inA2 I yy 270 plf S yy R yy Zy • 0.000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 17.10 in^4 = 5.71 in^3 • 1.890 in • 7.930 in^3 = 2.770 in^4 • 2.770 in^3 • 0.760 in • 3.460 in^3 0.000 in 0.000 in 0.000 in 0.247 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft 4.445 ft 0.000 ft 0.000 ft J Cw C • • • • • •• • • •••• • • •••• • • •• •• • • • • • •, • • •• • 8.420 in^4 6.35 inA6 6.350 in^3 •••• •••• • • • • • • •• • • • • • • • • • • • • • • • • • • Luis Oscar de la Hoz Olivera, P.E. 73932 Tadeos Engineering LLC, CA# 31229 14750 NW 77th Ct., Suite 205 Miami Lakes, FL 33016 General Footing F-30 at TC-1 Loads Dimensions Width parallel to X-X Axis = Length parallel Z-Z Axis = Footing Thickness = 3 ' 3 ' 1' Take Reactions from TC-1 Dead Loads (DL) = 6,212.00 Ibs Live Loads (LL) = 4,044.00 Ibs Wind Loads (WL) = -9,777.00 Ibs Overburden Slab = See Calculation Report 0" O " O " 150 pcf x 4/12 feet = 50.00 Ibs/feet a • • . • Dead Loads (DL) = 5Q.1:10,bs/fee4 • • • • Live Loads (LL) = • +49AO.Ibs/feet 2 • • • • • • .• •. • • e . • •. • • • • •. • • • • • •• • • • • • • • • .• • • •• • • • • • • 251 NE 98th Street Miami Shores FL, 33138 Tadeos Engineering LLC 14750 NW 77th Ct, Suite 205 Miami Lakes, FL 33016 305-903-8816 General Footing Lic:`# KW-06011215 ._ Description : F-30 at TC-1 ('Code` References Project Title: Remodeling And Addiction Engineer: Luis Oscar de La Hoz Project ID:AR114 Project Descr: Printed: 11 JAN 2018, 1:35PM Licensee`: Tadeos Engineering LLC, KW-06011215 Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 (General' nfor i tion Material Properties f'c : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete Elastic Modulus Concrete Density = cp Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. _ Min Allow % Temp Reinf. _ Min. Overturning Safety Factor Min. Sliding Safety Factor = Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear : Ebimensio s Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thickness = Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 3.0 ft 3.0 ft 12.0 in 8.0 in 12.0 in 24.0 in 3.0 in (Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size 4.0 # 5 4.0 # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatio n/a # Bars required within zone n/a # Bars required on each side of zone n/a (Applied Loads - -� P : Column Load OB : Overburden M-xx M-zz V-x V-z D 0.00180 1.0:1 1.0:1 Yes Yes Yes Yes Lr Soil Design Values Allowable Soil Beari Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. 2.0 ksf No = 250.0 pcf = 0.30 Increases based on footing Depth Footing base depth below soil surface = Allow press. increase per foot of depth = when footing base is below = 3.0 ft ksf •••• ft • • • Increases based on footing plarrdin+ension • • • • Allowable pressure increase per foot of depth: • when max. length or width is greaterthen •••• = • • ft • • • .••• • ....a..a..... z . • .•—••- • • • • • S W E It • ksf • • • • • • .• • •m:•.• • • • •• • •• • • • • • • • •..••. • • 6.212 4.044 0.050 0.040 -9.777 k ksf k-ft k-ft k k Tadeos Engineering LLC 14750 NW 77th Ct, Suite 205 Miami Lakes, FL 33016 305-903-8816 Lic."#':KW-06011215.,,or'1,411gv1m i Description : F-30 at TC-1 DES/GN SUMMARY Project Title: Remodeling And Addiction Engineer: Luis Oscar de La Hoz Project ID:AR114 Project Descr: Printed: 11 JAN 2018, 1:35PM Licensee ::Tadeos Engineering LLC,° KW-06011215` Design, OKffiraffi Min. Ratio Item Applied Capacity Governing Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.7780 n/a n/a n/a n/a 1.019 0.06588 0.06588 0.04840 0.04840 0.07325 0.07325 0.04186 0.04186 0.08942 Soil Bearing 1.556 ksf Overturning - X-X 0.0 k-ft Overturning - Z-Z 0.0 k-ft Sliding - X-X 0.0 k Sliding - Z-Z 0.0 k Uplift -5.866 k Z Flexure (+X) 1.053 k-ft/ft Z Flexure (-X) 1.053 k-ft/ft X Flexure (+Z) 0.7737 k-ft/ft X Flexure (-Z) 0.7737 k-ft/ft 1-way Shear (+X) 6.018 psi 1-way Shear (-X) 6.018 psi 1-way Shear (+Z) 3.439 psi 1-way Shear (-Z) 3.439 psi 2-way Punching 14.693 psi 2.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 5.976 k 15.986 k-ft/ft 15.986 k-ft/ft 15.986 k-ft/ft 15.986 k-ft/ft 82.158 psi 82.158 psi 82.158 psi 82.158 psi 164.317 psi .. •• +D+Lr+H about Z-Z axis No Overturning No Overturning No Sliding No Sliding +0.60D+0.60W+0.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lr+0.50L+1.60H +1.20D+1.60Lrot .t1f+1.60H +1:.20D .4.60Lr+d. t+1.60H' +1. 4 +1.60Lri9n60i..1.60H +1.2 � .60L40.50L+1.601- •••• • • • • •••• • •• • • • • • • • •• • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • •• • • • • • • 1.• 4 --'.-tlt 161...4 Pawl-. ss w+S to 1'6 d'•. -Aww•f V .p►A MMx Daw1+- :-'•`r e Yee 44V. 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