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RC-18-686 (4)Project Address Permit No. RC-3-18-686 Miami Shores Village Permit Type: Residential Construction 10050 N.E. 2nd Avenue NE Perm'i't Work Classification. Addition/Alteration Miami Shores, FL 33138-0000 Permit Status: APPROVED Phone: (305)795-2204 Parcel Number 6116/20,18 1 Expiration: I V1212018 Applicant 890 NE 92 Street 1132060050130 Miami Shores, FL Block: Lot: MIGUEL AND CARLINA ARROW owner mrormation Address Phone Cell MIGUEL AND CARLINA ARRONTE 890 NE 92 Street MIAMI SHORES FL 33138- 890 NE 92 Street MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone VPG CONSTRUCTION MANAGEMENT (786)763-6643 In Review nents: Approved:: In Review Denied: of Construction: HOME ADDITION & RENOVATION Front Setback: Left Setback: Bedrooms: Plans Submitted: Yes Certificate Date: Fees Due Amount Bond Type - Owners Bond $500.00 CCF $66.60 CO/CC Fee $115.00 DBPR Fee $49.72 DCA Fee $33.15 Education Surcharge $22.20 Notary Fee $5.00 P&Z Review Fee $35.00 P&Z Review Fee $35.00 Permit Fee $3,314.70 Plan Review Fee (Engineer) $90.00 Plan Review Fee (Engineer) $90.00 Scanning Fee $72.00 Technology Fee $88.80 Total: $4,517.17 Valuation: $ 110,490.00 Total Sq Feet: 841 Occupancy: Exterior: Rear Setback: Right Setback: Bathrooms: Certificate Status: Additional Info: HOME ADDITION & RENOVATION Classification: Residential Pay Date Pay Type Amt Paid Amt Due Invoice # RC-3-18-66812 03/15/2018 Credit Card $ 200.00 $ 4,317.17 05/16/2018 Credit Card $ 4,317.17 $ 0.00 Bond #: 3763 Avaname Inspections: Inspection Type: Final PE Certification Drywall Miscellaneous Window Door Attachment Tie Beam Final Framing Insulation Truss Insp Window and Door Buck Fill Cells Columns Wire Lathe Review Electrical Review Electrical Review Structural IReview Mechanical Review Building F. Termite Letter F. Elevation Certificate Review Plumbing Declaration of Use In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS 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 a d zoning. Futherm e, I aut ize the above-na d contractor to do the work stated. May 16, 2018 Authorized Signature: Owner / Applicant / Contractor / Agent Date May 16, 2018 1 Miami Shores Village �sHOso,� 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 FLORIDp' Permit No. RC--18-686 ■ Permit Type: Residential Construction r' Work Classification: Addition/Alteration Permit Stags: APPROVED issue Date:611612018 1 Expiration:11/1212018 Project Address Parcel Number Applicant 890 NE 92 Street 1132060050130 MIGUEL AND CARLINA ARROWMiami Shores, FL Block: Lot: Owner Information Address Phone Cell MIGUEL AND CARLINA ARRONTE 890 NE 92 Street MIAMI SHORES FL 33138- 890 NE 92 Street MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone VPG CONSTRUCTION MANAGEMENT (786)763-6643 In Review vents: Approved:: In Review Denied: of Construction: HOME ADDITION & RENOVATION Front Setback: Left Setback: Bedrooms: Plans Submitted: Yes Certificate Date: Fees Due Amount Bond Type - Owners Bond $500.00 CCF $66.60 CO/CC Fee $115.00 DBPR Fee $49.72 DCA Fee $33.15 Education Surcharge $22.20 Notary Fee $5.00 P&Z Review Fee $35.00 P&Z Review Fee $35.00 Permit Fee $3,314.70 Plan Review Fee (Engineer) $90.00 Plan Review Fee (Engineer) $90.00 Scanning Fee $72.00 Technology Fee $88.80 Total: $4,517.17 Building Department Copy Valuation: $ 110,490.00 Total Sq Feet: 841 Occupancy: Exterior: Rear Setback: Right Setback: Bathrooms: Certificate Status: Additional Info: HOME ADDITION & RENOVATION Classification: Residential Pay Date Pay Type Amt Paid Amt Due Invoice # RC-3-18-66812 03/15/2018 Credit Card $ 200.00 $ 4,317.17 05/16/2018 Credit Card $ 4,317.17 $ 0.00 Bond #: 3763 Hvanaoie mspecuons: Inspection Type: (Final PE Certification Miscellaneous Window Door Attachment Final Framing Insulation Truss Insp Columns I , —..—columns Wire Lathe Review Electrical Review Electrical Review Structural Review Structural Review Mechanical Review Planning Review Building Review Building F. Termite Letter F. Elevation Certificate Review Plumbing May 16, 2018 2 T-t-77Nt) 10 6 tL,1 �- �f (V,-(-* d Miami Shores Village Building Department MAR 1k 2018 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 O� \ Tel: (305) 795-2204 Fax: (305) 756-8972 \ INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 201-7 %A4' BUILDING Master Permit No. RC t8 — (og; PERMIT APPLICATION Sub Permit No. X(BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION [—]RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION [:]SHOP CONTRACTOR DRAWINGS JOB ADDRESS: _SRO eeel City: Miami Shores County: Miami Dade zip: 33199 Folio/Parcel#: Occupancy Type: Load OWNER: Name (Fee Simple Titleholder):_ Address: CJ �O N6 72 Construction Type: the Building Historically Designated: Yes NO Flood Zone: BFE: FFE: ne#:(7e6) 9 f� " /40 City: Ffwlej State: /Zip: �)�1�+3� Tenant/Lessee Name: Phone#L 7�6/ 3! s ` IV 10 Email: CONTRACTOR: Company Name: Address: 7005 A06 City: �/CQ1" Qualifier Name:. 4-oiuei 0,,,--)Of I1 Y07' OO one#: T6^ 76:� —66`7`� Zip: ��^^ Phone#: 7 b - 763- 6&�& State Certification or Registration M C�=1 C 152 3 7 �� Certificate of Competency #: DESIGNER: Architect/Engineer: ne#: Address: City: State: Zip: Value of Work for this Permit: %��r o * Square/Linear Footage of Work: 0 41 Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: CJ Specify color of color thru tile: Submittal Fee Q� Permit Fee 3 , 3 ( y ° GO CO/CC $ $ ��CF $_�c7t Scanning Fee $ 2 Radon Fee $ 33,15 DBPR $ 1 ° 71 2� Notary $ G, , Technology Fee $ Training/Education Fee $ 2' 2 ° 2-0 Double Feel$ Structural Reviews $ a3 C:�zo 'b Bond $®Q ° -P @- 1, c%3 TOTAL FEE NOW DUE $ � , I� • ( � (Revised02/24/2014) 1�1 3(-� - (-,:) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City ;,' State Zip Zi 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 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 dayofMArCIA 120 18 by AIi1 A Afroy1- j ,, who is personally known to me or who has produced 1J1r1 Vie , ( NOS •1 as identification and who di&take an oath. NOTARY P LIC: Sign: Print: Seal: %9 ************ ** APPROVED BY (Revised02/24/2014) The foregoing instrument was acknowledged before me this I¢ dayof March 20 1k by MtVt) �Q�Q S who is person Ily known to me or who has produced �Ult�t �1 It's TaA9 as identifications and who did take an oath. NOTARY PUBLIC.: , A � , n Sign:�1 11, V Y\ \A—w vyl"' Print: M4LAI t"OV- p►�..9 MARIA CAROLINA GOMEZ YANADY PRIETO Seal: aq+ p° Notary Public, State of Florida Ml' COMMISSION # FF 214031 Commission# FF 209431 EXPIRES: March 25, 2019 Is,, comm. expires Mar. 12, 2019 Bonded Thru Notiry Public Underwriters ny Plans Examiner Zoning Structural Review Clerk Property Information Folio: 11-3206-005-0130 Property Address: 890 NE 92 ST Miami Shores, FL 33138-2909 Owner MIGUEL R ARRONTE CARLINA T ARRONTE Mailing Address 890 NE 92 STREET MIAMI, FL 33138 USA PA Primary Zone 0900 SGL FAMILY - 1901-2100 SQ Primary Land Use 0101 RESIDENTIAL -SINGLE FAMILY: 1 UNIT Beds / Baths / Half 3/2/0 Floors ._._..._.. 1 Living Units 1 Actual Area 2,224 Sq.Ft Living Area . ......... 1,815 Sq.Ft Adjusted Area 2,014 Sq.Ft Lot Size 14,000 Sq.Ft Year Built 1950 Assessment Information Year 2017 2016 2015 Land Value $377,775 $308,430 .......... $210,105 Building Value $112,381 $112,381 $112,381 XF Value $5,028 $5,083 $4,446 Market Value $495,184 $425,894 $326,932 Assessed Value $305 752 $299,464 $297,383 Benefits Information Benefit Type 2017 2016 2015 Save Our Homes Assessment Cap Reduction $189,432 $126,430 $29,549 Homestead Exemption $25,000 $25,000 $25,000 Second Homestead Exemption $25,000 $25,000 $25,000 Note: Not all benefits are applicable to all Taxable Values (i.e. County, School Board, City, Regional). (Short Legal Description GOLDEN GATE PARK ADDN PB 6-130 LOTS 1 & 2 BLK 2 LOT SIZE 100.000 X 140 OR 13348-2329 0687 1 Generated On : 3/15/ Taxable Value Information 2017` 20161 2 County Exemption Value $50,000 $50,000 $50 Taxable Value I $255,752 $249,4641 $247. School Board Exemption Value $25,000 $25,000 $25. Taxable Value $280,752 $274,464 $272 City Exemption Value $50,000 $50,000 $50 Taxable Value $255,752 $249,464 $247. Regional Exemption Value $50,000 $50,000 $50 Taxable Value $255,752 $249,464 $247. Sales Information Previous OR Book - Price Qualification Description Sale Pa a 9 _ tax or QCD; min 02/28/2013 $100 28519-1187 ,'Corrective, consideration 02/28/2013 $325,000 J 28519-1188 Qual by exam of deed 12/09/2009 $100 27127-3522 Life Estate interest 06/01/1987 $52,800 13348-2329 Sales which are qualified The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appra http://www.miamidade.gov/propertysearch/ 3/15/2018 \x 8AFC0 ENGINEERING• • • 9405 FONTAINEBLEAU BLVD i MIAMI FL33172 PHONE: (786)362-3290 E-MAIL: MBM@BAFCONSTRUCTION.CO"*o •••••• PROJECT: Arronte`s Residence ' ADDRESS: 890 NE 92ND ST MIAMI SHORES FL 33138. HOME RE J%r%lel a& NOW i ww• • • • • • i 9405 FONTAINEBLEAU BLVD MIAMI FL 33172 PHONE: (786)362-3290 E-MAIL: MBM@BAFCONSTRUCTION.COM • • •••• •••• • • INDEX: • ...... . ... .... Wind Calculation ...... 3.7 • Truss Reactions Beams Calculation ?2 �5 • Steel Columns and Base Plates 26-35 Foundations 36-68 TOTAL 68 ,�1111111111//��, • • r • • N DO AZCU #.EC • S''..O �� P.•� . 1. I ... .,�S,�NA `ENG, �� I JOB TITLE CARLINA RESIDENCE -.-.-..----------------_..____...___.__.-------------------- --- JOB NO. ___SHEET NO -------- _2_ CALCULATED BY MB DATE 2/2/18 CHECKED BY DATE www.struware.com Code Search Code: ASCE 7 - 10 Occupancy: Occupancy Group = R Residential Risk Category & Importance Factors: • •"• "": • Risk Category= II ...... �••�•� •••••• Wind factor = 1.00 use 0.60 NOTE: Output will be nominal wins pressures • • • • •' Snow factor= 1.00 .��. �•••�• Seismic factor = 1.00 .... . ..... • ' Type of Construction: Fire Rating: . • • • •""' Roof = 0.0 hr • • • ' ' Floor = 0.0 hr • • • • • ' Building Geometry: Roof angle (9) 4.00 / 12 18.4 deg Building length (L) 69.3 ft Least width (B) 64.0 ft Mean Roof Ht (h) 14.9 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf use 30.0 psf 200 to 600 sf: 30 psf over 600 sf: 30 psf 4 of 68 W JOB TITLE CARLINA RESIDENCE JOB N0. SHEET CALCULATED BY_MB_ DATE_ 2/2/18 CHECKED BY DATE Wind Loads: ASCE 7- 10 Ultimate Wind Speed 175 mph Nominal Wind Speed 135.6 mph Risk Category II Exposure Category D Enclosure Classif. Enclosed Building • • • •, Internal pressure +/-0.18 • • • • • • • •' • Directionality (Kd) 0.85 •..� : • • •, Kh case 1.030 ...... •••••� •••••• Kh case 1.030 .••�•• ( ' • • • • Type of roof Hip • :. ZJL see* spa k .. Topographic Factor (Kzt) 960**0 , •, .pr,,,;,,d) x(dowrW d)•, Topography Flat . . � � tap•*•. Hill Height (H) 80.0ft � � ..... 1 Half Hill Length (Lh) 100.0 ft Lh .. �••: ' 12 Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft ESCARPMENT From top of crest: x = 50.0 ft I Bldg up/down wind? upwind V(Z) Z H/Lh= 0.50 K� = 0.000 Speed-up x/Lh = 0.31 K2 = 0.792 V(Z) V x(upwind) � � x(downwind) z/Lh = 0.09 K3 = 1.000 , dH At Mean Roof Ht: Lh R Kzt = (1+KiK2Ks)^2 = 1.00 2D RIDGE or3D AXISYMMETRICAL HILL Gust Effect Factor h = 14.9 ft B = 64.0 ft /z (0.6h) = 8.9 ft Rigid Structure e = 0.13 t = 650 ft Zmin = 7 ft c = 0.13 9o, 9V = 3.4 Lz = 552.1 ft Q = 0.92 Iz = 0.16 G = 0.89 use G = 0.85 Flexible structure if natural frequency < 1 Hz (T > 1 second). However, if building h/B < 4 then probably rigid structure (rule of thumb). h/B = 0.23 Rigid structure G = 0.85 Using rigid structure default Flexible or Dvnamicaliv Sensitive Structure Natural Frequency (n,) = 0.0 Hz Damping ratio ((3) = 0 /b = 0.80 /a = 0.11 Vz = 177.6 N, = 0.00 Rn = 0.000 Rr, = 28.282 n = 0.000 RB = 28.282 n = 0.000 Ri_ = 28.282 n = 0.000 9R = 0.000 R = 0.000 G = 0.000 h = 14.9 ft 5 of 68 JOB TITLE CARLINA RESIDENCE JOB NO. CALCULATED BY MB CHECKED BY Wind Loads - MWFRS all h (Enclosed/partially enclosed only) Kh (case 2) = 1.03 h = 14.9 ft GCpi = +/-0.18 Base pressure (qh) = 41.2 psf ridge ht = 26.8 ft G = 0.85 Roof Angle (0) = 18.4 deg L = 69.3 ft qi = qh Roof tributary area - (h/2)'L: 516 sf B = 64.0 ft (h/2)`B: 477 sf Nominal Wind Surface Pressures (osfl SHEET NO. 4 DATE 212/18 DATE Surface Wind Normal to Ridge B/L = 0.92 h/L = 0.23 Wind Parallel to Ridge L/B = 1.08 • *#Is= 0.22 Cp ghGCP w/+q;GCP; w/-ghGCpi Dist.` Cp . ghpCP w *q#GGaj w/ -gh6EQ Windward Wall (WW) 0.80 28.0 see table below 9. 0.80 • • 28Z able below Leeward Wall (LW) -0.50 -17.5 -24.9 -10.1 -0.48 ... •149 •See. 414.3 • • -9.9 • • Side Wall (SW) -0.70 -24.5 -31.9 -17.1 -0.70 -31.9 -17.4 ...;2.4.5 Leeward Roof (LR) -0.57 -19.9 -27.3 -12.5 Inokided in windward r f • Windward Roof neg press. -0.36 -12.7 -20.1 -5.3 0 to h/2' -0.90 ...V.5 .38.9 -24.41• • e Windward Roof pos press. 0.14 4.8 -2.6 12.2 h/2 to h` -0.90 6,,-A1,5 -38.%• • -24.4 • h to 2h' -0.50 • �115 S?•q9 -10.4 • > 2h' • -0.30 -10.5 -17. -3.1 • • i• • `Horizontal distance faom win ward a age Windward Wall Pressures at "z" IPA Combined WW + LW Windward Wall Normal Parallel z Kz Kzt I gzGCP w/+q,GCP; w/-qhGCpi to Ridge to Ridge h= 0 to 15' 1.03 1.00 28.0 20.6 35.4 45.5 44.9 ridge = 26.8 ft 1.14 1.00 31.0 23.6 38.4 48.5 47.9 NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Parapet z Kz Kzt qp (psf) 0.0 ft 1.03 1.00 0.0 Windward parapet: 0.0 psf (GCpn = +1.5) Leeward parapet: 0.0 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) : 28.0 psf (upward) LR. A./WR\ ,"'Is -'sw r I "., wow WIM HOPMAL TO RIDGE 4V�Ei�1��/�r'• WR\, "f UIfEECTtO =�' WViD PARALLEL TO MIDGE sw LW L' szzzctsummz.WsWss 6 of 68 JOB TITLE CARLINA RESIDENCE JOB NO. SHEET NO. 4 CALCULATED BY MB DATE 212/18 CHECKED BY DATE Wind Loads - Components & Claddina : h <= 60' Kh (case 1) = 1.03 h = 14.9 ft Base pressure (qh) = 41.2 psf a = 6.0 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (0) = 18.4 deg Type of roof = Hip Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 2 Overhang Zone 3 Nominal Wind Pressures GCp +/- GCpi Surface Pressure (psf) User input... 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 20 215Q st • -1.08 -1.01 -0.98 -44.5 -41.6 -40.4 • •-4� 2 .-40.4 -1.88 -1.53 -1.38 -77.4 -63.0 -56.8 -7�1.2 • ; 56$ -1.88 -1.53 -1.38 -77.4 -63.0 -56.8 1L71.2 -5§.8 0.68 0.54 0.48 28.0 22.3 19.8 � ...25 5 19.p -2.20 -2.20 -2.20 -90.6 -90.6 -90.6 0 • *-60.6 -90.6 -2.20 -2.20 -2.20 -90.6 -90.6 -90.6 •• •. • -�'6 . • -90.••6 Negative zone 3 = zone 2, since hip roof with angle - 25 degrees Overhang pressures in the table above assume an internal pressure coefV19r:14cpi) of 0.0 Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure of 7Apsi: • Parapet • • qp = 0.0 psf CASE A = pressure towards building (pos) CASE B = pressure away from bldg (neg) Solid Parapet Pressure Surface Pressure aft • Userinpui 10 sf 100 sf 500 sf 20 St' CASE A : Interior zone: Corner zone: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SASE B : Interior zone: Corner zone: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Walls GCp +/- GCpi Surface Pressure (psf) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 30 sf 200 sf Negative Zone 4 -1.28 -1.10 -0.98 -52.7 -45.5 -40.4 -49.3 -43.3 Negative Zone 5 -1.58 -1.23 -0.98 -65.1 -50.5 -40.4 -58.1 -46.2 Positive Zone 4 & 5 1.18 1.00 0.88 48.6 41.3 36.2 45.1 39.1 7 of 68 Fernando Azcue, P. E Tel. (786) 351 - 3663 Project Name: Checked by: Calculated by: Date: 8 of 68 REACTIONS ON TRUSSES AND GIRDERS RIDGE aL - H P H P2 aR � i P P1 P1 p2 • • • • LC • • LL L LR Gravity Loads Data Gravity Loads for Comb D+L DL= 1 25.00 1plf LL= 1 20.00 plf Gravity Loads (Maximum) for Comb 0.6D+W DL= 10.00 plf Gees • • 000* • • • • 0 D•G• •• •s e•.eo• •96 • • .e• e %Goes G • • •.••• •G•• • ••e •GG•• •• as• • ••G. . • • • • •00*00 • • s• • • • • • • go TRIBUTARY LOADS No. L (ft) LL (ft) I LR (ft) LC (ft) aL (ft) aR (ft) aC (ft) s (ft) p1(psf) p2 (psf) pH (psf) 1 22.20 1.87 1.87 11.10 1.87 1.87 22.20 2.00 -43.2 -71.2 -90.6 2 22.20 1.87 1.87 11.10 1.87 1.87 22.20 3.50 -43.2 -71.2 -90.6 3 5.50 1.87 0.00 2.75 1.87 0.00 5.50 2.00 -44.5 -77.4 -90.6 RESULTS No. Gravity (Ibs) Uplift (Ibs) Uplift 0.6D+W RL RR RL RR RL RR 1 1167 1167 -1919 -1919 -1660 -1660 2 2043 2043 -3359 -3359 -2905 -2905 3 444 219 -822 -368 -723 ' -319 4 5 9 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed4 MAR 2018, 1:37PM Wood Beam File: C:1UserslsyneylDesktoplPROJECTSIcadina's homelStruclCalcicarlinas homes.ec6 ENERCALC. INC. 1983-2011. Build:6.11.6.23. Ver.6.11.6.23 Description : RAFTER 01 Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Load Resistance Factor D Fb - Tension 700.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb - Compr 700.0 psi Ebend- xx 1 1&0 ksi Fc - Prll 1,250.0 psi EbnbVd, xx • 4 "O.0 ksi • Wood Species Southern Pine Fc - Perp 480.0 psi Wood Grade : No.2 Non -Dense: 2" - 4" Thick: 12" Wi Fv 175.0 psi • • • • • • • • • • • • • • • Ft 400.0 psi Del>'*? • • 35.440pcf � Beam Bracing Beam is Fully Braced against lateral -torsion buckling RepeiliWo Member46tress•increase • • D(0.03325) L(0.0399) W(0.04655) •...•. • ... • • • • •• .•.•. • • • • • • 2x12 Span = 14.80 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0250, L = 0.030, W = 0.0350 ksf, Tributary Width = 1.330 ft DESIGN SUMMARY . fflre Maximum Bending Stress Ratio = 0.802 1 Maximum Shear Stress Ratio = 0.206 : 1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 1,394.90psi fv : Actual = 77.76 psi FB : Allowable = 1,738.80psi Fv : Allowable = 378.00 psi Load Combination +1.20D+0.50Lr+0.50L+1.60W Load Combination +1.20D+0.50Lr+0.50L+1.60W Location of maximum on span = 7.400ft Location of maximum on span = 13.912 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.188 in Ratio = 946 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.563 in Ratio = 315 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress M Ratios V a Summary of Moment Values Mu fb-design Fb-allow Summary of Shear Values Vu fv-design Fv-allow +1.40D Length = 14.80 ft 1 0.278 0.071 1.000 1.000 1.150 1.000 1.000 1.27 483.38 1,738.80 0.30 26.95 378.00 +1.20D+0.50Lr+1.60L+1.60H 1.000 1.150 1.000 1.000 Length = 14.80 ft 1 0.620 0.159 1.000 1.000 1.150 1.000 1.000 2.84 1,077.25 1,738.80 0.68 60.05 378.00 +1.20D+1.60L+0.50S+1.60H 1.000 1.150 1.000 1.000 Length = 14.80 ft 1 0.620 0.159 1.000 1.000 1.150 1.000 1.000 2.84 1,077.25 1,738.80 0.68 60.05 378.00 +1.20D+1.60Lr+0.50L 1.000 1.150 1.000 1.000 Length = 14.80 ft 1 0.357 0.092 1.000 1.000 1.150 1.000 1.000 1.64 621.49 1,738.80 0.39 34.64 378.00 +1.20D+1.60Lr+0.80W 1.000 1.150 1.000 1.000 Length = 14.80 ft 1 0.461 0.118 1.000 1.000 1.150 1.000 1.000 2.11 801.03 1,738.80 0.50 44.65 378.00 +1.20D+0.50L+1.60S 1.000 1.150 1.000 1.000 Length = 14.80 ft 1 0.357 0.092 1.000 1.000 1.150 1.000 1.000 1.64 621.49 1,738.80 0.39 34.64 378.00 +1.20D+1.60S+0.80W 1.000 1.150 1.000 1,000 Length =14.80 ft 1 0.461 0,118 1.000 1.000 1.150 1.000 1.000 2.11 801.03 1,738.80 0.50 44.65 378.00 +1.20D+0.50Lr+0.50L+1.60W 1.000 1.150 1.000 1.000 Length = 14.80 ft 1 0.802 0.206 1.000 1.000 1.150 1.000 1.000 3.68 1,394.90 1,738.80 0.87 77.76 378.00 10 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed: 4 MAR 202, 1:37PM Wood Beam Fie: C:1Userslsyney'Desktop\PROJECTSIcadina's home\Struc\Calctcarlinas homes,ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : RAFTER 01 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mu fb-design Fb-allow Vu fv-design Fv-allow +1.20D+0.50L+0.50S+1.60W 1.000 1.150 1.000 1.000 0 Length = 14.80 ft 1 0.802 0.206 1.000 1.000 1.150 1.000 1.000 3.68 1,394.90 1,73N0 • 0.87 • • 071.76 378." • 0 • +1.20D+0.50L+0.20S+E 1.000 1.150 1.000 1.000 • • • • • • Length = 14.80 ft 1 0.357 0.092 1.000 1.000 1.150 1.000 1.000 1.64 621.49 1,738. : • • • 0.39 .. -Uj4 37$.Q(6 . +0.90D+1.60W+1.60H 1.000 1.150 1.000 1.000 ' Length =14.80 ft 1 0.624 0.160 1.000 1.000 1.150 1.000 1.000 2.86 1,084.15 1,738.80� 0.68 60.43 34" • • • Overall Maximum Deflections - Unfactored Loads .... . ..... Load Combination Span Max. -" Deft Location in Span Load Combination • Ax, ;+" Defl �LoAgp in Spar.0 D+L+W 1 0.5629 7.474 • • 0 • • .0000 • • • 0.000 • • • • • • Vertical Reactions • Unfactored Support notation : Far left is #1 W9ti1�s•i KIPS • • • Load Combination Support 1 Support 2 • • • • • • • • • • Overall MAXimum 0.886 0.886 • • • • •••• DOnly 0.246 0.246 •• • �•�•�� L Only 0.295 0.295 • .' • W Only 0.344 0.344 D+L 0.541 0.541 D+W 0.591 0.591 D+L+W 0.886 0.886 11 of 68 Fernando Azcu�, P.E .. Tel. (786) 351 - 3663 = yu 2'�5= \Z 3 it - ti��t x - JC)O z �23� = #fry Project Name: Checked by: — Calculated by: Date: .... ...... • •• •• •••••• • • ••• ••••• • 'ems- z 2 Gf _ IbGD X D V-- 2643 xo, 5�"= /�2y# 2 105- 12 of 68 Z''- Zoe = YD t-XI54.1? j I? cor 4E:4� 4/�t)-/Pfrq C..p//,i - /3, ` " LL wL t. &1,2 13 of 68 Title Block Line 1 You can change this area using the "Settings" menu item " and then using the "Printing & Title Block" selection. Concrete Beam Title : Job # Dsgnr: Project Desc.: Project Notes Description : RB-1 Material Properties fc 112 = ' 3.0 ksi Phi Values Flexure: 0.90 fr = fc 7.50 = 410.79 psi Shear : 0.750 y Density = 145.0 pcf 01 = 0.850 k LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 60.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # _ # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination 2006 IBC & ASCE 7-05 1 Printed: 4 MAR 2016, 1:40PM ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 • • .... ........ •. • •• . • • • •• . D(0.123) L(0.1) W(-0.362) S 8"wx14"n 8"wx14"h 8"wx14"h Span=10.70 ft Span=12.50 ft Span=11.10 ft ....... ........... ..__...__...... --..................... ............ _Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 14.0 in Span #1 Reinforcing.... 245 at 3.0 in from Bottom, from 0.0 to 10.70 ft in this span Span #2 Reinforcing.... 245 at 3.0 in from Bottom, from 0.0 to 10.70 ft in this span Span #3 Reinforcing.... 245 at 3.0 in from Bottom, from 0.0 to 10.70 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.1230, L = 0.10, W =-0.3620 k/ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0.1230, L = 0.10, W =-0.3620 k/ft, Tributary Width = 1.0 ft Load for Span Number 3 Uniform Load : D = 0.1230, L = 0.10, W =-0.3620 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY 245 at 3.0 in from Top, from 0.0 to 10.70 ft in this span 245 at 3.0 in from Top, from 0.0 to 10.70 ft in this span 245 at 3.0 in from Top, from 0.0 to 10.70 ft in this span Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.217: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection Mu: Applied -6.226 k-ft Max Upward L+Lr+S Deflection Mn' Phi: Allowable 28.738 k-ft Max Downward Total Deflection Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection Location of maximum on span 0.000ft Span # where maximum occurs Span # 3 Vertical Reactions • Unfactored Support notation : Far left is #1 Design OK 0.003 in Ratio = 48124 -0.007 in Ratio = 18367 0.009 in Ratio = 14332 -0.010 in Ratio = 13293 Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum -1.485 4.630 -4.751 -1.551 D Only 0.968 3.015 3.094 1.010 L Only 0.410 1.279 1.312 0.428 W Only -1.485 4.630 4.751 -1.551 D+L 1.378 4.294 4.407 1.438 D+W -0.518 -1.614 -1.657 -0.541 D+L+W -0.108 -0.335 -0.344 -0.112 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVG2, Req'd Vs = Not Reqd, use stirrups spaced a . 00 in Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed: 4 MAR 2010. 1:40PM Concrete Beam File: C:\Users\syney\Desktop%PROJECTS\cadina'shome\Struc\Calc\cadinashomes.ec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11:6.23 Description : RB-1 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi-Mnx Stress Ratio • • • • • • MAXimum BENDING Envelope • • • • • • ' •' Span # 1 1 10.611 -5.65 28.74 0.20 • • • • • • • • Span #2 2 23.096 -5.94 28.74 0.21 •.•.•• ••.•.; •...;. Span # 3 3 23.200 -6.23 28.74 0.22 • +1.40D •••••• • :••••: Span #1 1 10.611 -4.21 28.74 0.15 • '• • • Span #2 2 23.096 -4.42 28.74 0.15 •••••• •••• 0•.•• ••••• Span # 3 3 23.200 4.64 28.74 0.16 • . • • . • . ... .. • • • +1.20D+0.50Lr+1.60L+1.60H • • • • • Span #1 1 10.611 -5.65 28.74 0.20 •• •• •• • ••••:• Span # 2 2 23.096 -5.94 28.74 0.21 • • • •' • • • Span # 3 3 23.200 -6.23 28.74 0.22 : • : • • • • • • : • +1.20D+1.60L+0.50S+1.60H • ••••• Span #1 1 10.611 -5.65 28.74 0.20 • • • • • • • • •••••• Span # 2 2 23.096 -5.94 28.74 0.21 • • • • • • • • • • Span # 3 3 23.200 -6.23 28.74 0.22 • • • +1.20D+1.60Lr+0.50L Span # 1 1 10.611 -4.25 28.74 0.15 Span # 2 2 23.096 -4.46 28.74 0.16 Span # 3 3 23.200 -4.68 28.74 0.16 +1.20D+1.60Lr+0.80W Span # 1 1 10.611 0.09 28.74 0.00 Span # 2 2 23.096 0.09 28.74 0.00 Span # 3 3 23.200 0.09 28.74 0.00 +1.20D+0.50L+1.60S Span # 1 1 10.611 -4.25 28.74 0.15 Span # 2 2 23.096 -4.46 28.74 0.16 Span # 3 3 23.200 -4.68 28.74 0.16 +1.20D+1.60S+0.80W Span # 1 1 10.611 0.09 28.74 0.00 Span # 2 2 23.096 0.09 28.74 0.00 Span # 3 3 23.200 0.09 28.74 0.00 +1.20D+0.50Lr+0.50L+1.60W Span # 1 1 10.611 3.14 28.74 0.11 Span # 2 2 23.096 3.30 28.74 0.11 Span # 3 3 23.200 3.46 28.74 0.12 +1.20D+0.50L+0.50S+1.60W Span # 1 1 10.611 3.14 28.74 0.11 Span # 2 2 23.096 3.30 28.74 0.11 Span # 3 3 23.200 3.46 28.74 0.12 +1.20D+0.50L+0.20S+E Span # 1 1 10.611 -4.25 28.74 0.15 Span # 2 2 23.096 4.46 28.74 0.16 Span # 3 3 23.200 4.68 28.74 0.16 +0.90D+1.60W+1.60H Span # 1 1 10.611 4.68 28.74 0.16 Span # 2 2 23.096 4.92 28.74 0.17 Span # 3 -, 3 23.200 5.16 28.74 0.18 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.0078 4.548 0.0000 0.000 D+L 2 0.0051 5.938 D+L -0.0000 12.188 D+L 3 0.0093 6.383 0.0000 12.188 15 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed 4 MAR 2018, 9:10PM ' Concrete Beam File: C:\Userslsyney\Desktop\PROJECTS\cadina's home\Struc\Caklcadinas homes.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : RB-2 Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc = 3.0 ksi Phi Values Flexure: 0.90 1/2 `7.50 = 410.79psi fr= fc Shear: 0.750 ."" . y Density = 145.0 pcf R 1 = 0.850 . + LtWt Factor = 1.0 • ` • ` + + • Elastic Modulus = 3,122.0 ksi Fy - Stirrups 60.0 ksi fy -Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi • `•' • ` ` : • • • • ` ` E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # _ # 3 ."". :...: • .. ..+ Number of Resisting Legs Per Stirrup = 2 �. , . • • • + . Load Combination 2006 IBC & ASCE 7-05 D(1.124) L(0.919) W(-2.905) . . . see*** D 0.457 L 0.374 W -0.583 8"wx14"In Span=14.80 ft _Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height =14.0 in Span #1 Reinforcing.... 346 at 3.0 in from Bottom, from 0.0 to 14.80 ft in this span 345 at 3.0 in from Top, from 0.0 to 14.80 ft in this span 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 = 0.4570, L = 0.3740, W =-0.5830 ktft, Tributary Width =1.0 ft Point Load: D = 1.124, L = 0.9190, W = -2.905 k @ 4.80 ft DESIGN SUMMARY ' ' • _.._.__...__.._.. - ---._.....- - . _ Maximum Bending Stress Ratio = 0.776: 1 ...... - Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.230 in Ratio = 770 Mu: Applied 42.197 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mn ` Phi: Allowable 54.387 k-ft Max Downward Total Deflection 0.488 in Ratio = 363 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection -0.439 in Ratio = 404 Location of maximum on span 6.676ft Span # where maximum occurs Span # 1 ......... ............ ........ Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 8.364 7.647 D Only 4.976 4.581 L Only 3.389 3.066 W Only -6.277 -5.256 D+L 8.364 7.647 D+W -1.301 -0.675 D+L+W 2.087 2.390 Shear Stirrup Requirements Between 0.00 to 4.77 ft, PhiVc/2 < Vu - PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 5.000 in Between 4.80 to 9.50 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 9.54 to 14.77 ft, PhiVc/2 < Vu - PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 5.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi-Mnx Stress Ratio MAXimum BENDING Envelope 16 of 68 Span # 1 1 6.676 42.20 54.39 0.78 Title Block Line 1 Title: Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed: 4 MAR 2018, 9 10PM ' Concrete Beam File:C:lUserslsyneylDesktoplPROJECTSIcadina'shorrelStrucZal6cadinashomes.ec6 ENERCALC, INC.1983-2011, Build:6.11.623, Ver.6.11.6.23 Description : RB-2 Load Combination Location (ft) Bending Stress Results ( k-ft) Segment Length Span # in Span Mu: Max Phi`Mnx Stress Ratio +1.40D •••• Span #1 1 6.775 25.78 54.39 0.47 • • �••••� •••••• +1.20D+0.50Lr+1.60L+1.60H • • • • Span # 1 1 6.676 42.20 54.39 0.78 • • • • +1.20D+1.60L+0.50S+1.60H •••••• � •• •• •••••• Span # 1 1 6.676 42.20 54.39 0.78 • • • • • • • • • +1.20D+1.60Lr+0.50L 0040 . • • • Span #1 1 6.742 28.38 54.39 0.52 •��•• '�••••' +1.20D+1.60Lr+0.80W 000#0 • • Span # 1 1 8.847 3.84 54.39 0.07 • ;' • • V : • �' +1.20D+0.50L+1.60S • • • • • • • • • • • • • Span # 1 1 6.742 28.38 54.39 0.52 000000 • • • +1.20D+1.60S+0.80W • • • • Span #1 1 8.847 3.84 54.39 0.07 • �•••�• ��•�� +1.20D+0.50Lr+0.50L+1.60W • • � � � • • • � �... • Span # 1 1 4.802 -10.70 40.25 0.27 • • • • • • • • +1.20D+0.50L+0.50S+1.60W • • • • • • Span # 1 1 4.802 -10.70 40.25 0.27 +1.20 D+0.50 L+O.20 S+E Span # 1 1 6.742 28.38 54.39 0.52 +0.90D+1.60W+1.60H Span # 1 1 4.802 -21.87 40.25 0.54 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.4881 7.252 0.0000 0.000 17 of 68 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Concrete Beam Description : RB-3 Material fc 1/2 = 3.0 ksi fr = fc ' 7.50 = 410.79 psi W Density = 145.0 pcf k LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Title : Job # Dsgnr: Project Desc.: Project Notes Phi Values Flexure: 0.90 Shear: 0.750 01 = 0.850 Fy - Stirrups 60.0 ksi fy - Main Rebar = 60.0 ksi E -Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # _ # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination 2006 IBC & ASCE 7-05 D(1.124) L(0.919) W(-2.905) 8"wx14"h Span=19.50 ft _....__........._- .. .._.._........_ . _ _Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 14.0 in Span #1 Reinforcing.... 245 at 3.0 in from Bottom, from 0.0 to 19.50 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.050, L = 0.040, W = -0.0620 ksf, Tributary Width = 2.0 ft Point Load: D = 1.124, L = 0.9190, W = -2.905 k @ 4.80 ft File: Printed' 4 MAR 2018, 9'15PM ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11;6.23 Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 • •• • • • • • ..... _ ..mM ...� �.x_•••••• 245 at 3.0 in from Top, from 0.0 to 19.50 ft in this span Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY . • Maximum Bending Stress Ratio = 0.891 : 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.440 in Ratio = 532 Mu : Applied 25.615 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mn ' Phi: Allowable 28.738 k-ft Max Downward Total Deflection 0.755 in Ratio = 310 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection -0.367 in Ratio = 637 Location of maximum on span 7.930ft Span # where maximum occurs Span # 1 ......... Vertical Reactions - Unfactored ......... ............ Support notation : Far left is #1 .......... ......... Load Combination Support 1 Support 2 Overall MAXimum 4.395 3.357 D Only 2.922 2.351 L Only 1.473 1.006 W Only -3.399 -1.924 D+L 4.395 3.357 D+W -0.477 0.427 D+L+W 0,996 1.433 Shear Stirrup Requirements Between 0.00 to 4.77 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 5.000 in Between 4.81 to 19.46 ft, Vu < PhiVc12, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 7.930 25.61 2818 of 68 0.89 +1.40D Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 Printed: 4 MAR 2018, 9:15PM Concrete Beam File: C:lUserslsyneylDesktoplPROJECTSicadina'shomelStruclCalctadinashomes.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : RB-3 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi-Mnx Stress Ratio Span # 1 1 8.450 18.19 28.74 0.63 0000 +1.20D+0.50Lr+1.60L+1.60H • • • 0 • • • • • • • .. � Span # 1 1 7.930 25.61 28.74 0.89 +1.20D+1.60L+0.50S+1.60H •• • • • • • • • Span #1 1 7.930 25.61 28.74 0.89 •••••• •• •• ••'•% +1.20D+1.60Lr+0.50L • • • • • • • • • • Span # 1 1 8.233 18.71 28.74 0.65 0000 . . ; • • • ; +1.20D+1.60Lr+0.80W • • • • • • • • Span #1 1 11.267 5.27 28.74 0.18 •�•• ••:••• +1.20D+0.50L+1.60S •••••• • ••• ••••• Span #1 1 8.233 18.71 28.74 0.65 •••••• •.•• : •••••• +1.20D+1.60Si0.80W • Span # 1 1 11.267 5.27 28.74 0.18 � • • • • � • • • • • • +1.20D+0.50Lr+0.50L+1.60W ..... , Span # 1 1 4.810 -6.84 28.74 0.24 • • • • • +1.20D+0.50L+0.50S+1.60W • • • • • • • • •••••• • • Span # 1 1 4.810 -6.84 28.74 0.24 00 +1.20D+0.50L+0.20S+E Span # 1 1 8.233 18.71 28.74 0.65 +0.90D+1.60W+1.60H Span # 1 1 4.810 -13.39 28.74 0.47 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. " " Defl D+L 0.7546 Location in Span 9.165 Load Combination Max. "+" Defl Location in Span 0.0000 0.000 19 of 68 Title Block Line 1 You can change this area using the "Settings" menu item " and then using the "Printing & Title Block" selection. Title Block Line 6 Title : Job # Dsgnr: Project Desc.: Project Notes Printed. 4 MAR 2018. 1:40PM Steel Beam File: C:1UserslsyneylDesktopTROJECTSIcadina's home\StruclCaklcadinas homes.ec6 ENERCALC, INCA983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : Steel Beam (SB-2) Material Properties Analysis Method: Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 1 ,14i s Span = 2.80 ft C15X33.9 Calculations per AISC 360.05, IBC 2009, CBC 2010, ASCE 7.05 Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi • • • • • • • • . D(6.78) L(2.68) W(-8.13) • �L0.4 W- .24) • • •••••• • Fan =1.20ft • • • • •••••• •••••• C15X33.9 • • • •••'••• Applied Loads Service loads entered. Load Factors will be appliedlbr Calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.1330 k/ft Load for Span Number 1 Uniform Load: D = 0.040, L = 0.020, W = -0.0620 ksf, Tributary Width = 20.0 ft Load(s) for Span Number 2 Point Load: D = 6.780, L = 2.680, W = -8.130 k @ 1.20 ft Uniform Load : D = 0.040, L = 0.020, W = -0.0620 ksf, Tributary Width = 20.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.097 : 1 Maximum Shear Stress Ratio = 0.103 : 1 Section used for this span C15X33.9 Section used for this span C15X33.9 Mu : Applied 12.336 k-ft Vu : Applied 11.10 k Mn / Omega: Allowable 126.747 k-ft Vn/Omega : Allowable 107.78 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 2.800ft Location of maximum on span 2.800 ft Span #where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection 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 0.003 in Ratio = 8418 Max Upward Total Deflection -0.003 in Ratio = 9796 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 2.80 ft 1 0.070 0.074 -8.83 8.83 211.67 126.75 1.00 1.00 7.94 180.00 107.78 Dsgn. L = 1.20 ft 2 0.070 0.074 -8.83 8.83 211.67 126.75 1.00 1.00 7.94 180.00 107.78 +D+L+H Dsgn. L = 2.80 ft 1 0.097 0.103 -12.34 12.34 211.67 126.75 1.00 1.00 11.10 180.00 107.78 Dsgn. L = 1.20 ft 2 0.097 0.103 -12.34 12.34 211.67 126.75 1.00 1.00 11.10 180.00 107.78 +D+0.750Lr+0.750L+H Dsgn. L = 2.80 It 1 0.090 0.096 -11.46 11.46 211.67 126.75 1.00 1.00 10.31 180.00 107.78 Dsgn. L = 1.20 It 2 0.090 0.096 -11.46 11.46 211.67 126.75 1.00 1.00 10.31 180.00 107.78 +D+0.750L+0.750S+H Dsgn. L = 2.80 ft 1 0.090 0.096 -11.46 11.46 211.67 126.75 1.00 1.00 10.31 180.00 107.78 Dsgn. L = 1.20 ft 2 0.090 0.096 -11.46 11.46 211.67 126.75 1.00 1.00 10.31 180.00 107.78 +D+W+H Dsgn. L = 2.80 ft 1 0.014 0.016 1.82 1.82 211.67 126.75 1.00 1.00 1.68 180.00 107.78 Dsgn. L = 1.20 ft 2 0.014 0.016 1.82 1.82 211.67 126.75 1.00 1.00 1.68 180.00 107.78 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 2.80 ft 1 0.027 0.029 -3.47 3.47 211.67 126.75 1.00 1.00 3.10 180.00 107.78 Dsgn. L = 1.20 ft 2 0.027 0.029 -3.47 3.47 211.67 126.75 1.00 1.00 3.10 180.00 107.78 +D+0.750L+0.750S+0.750W+H Dsgn. L = 2.80 ft 1 0.027 0.029 -3.47 3.47 211.67 126.75 1.00 1.00 3.10 180.00 107.78 Dsgn. L = 1.20 ft 2 0.027 0.029 2Y& 68 3.47 211.67 126.75 1.00 1.00 3.10 180.00 107.78 +D+0.750Lr+0.750L+0.5250E+H Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 Printed: 4 MAR 2018, 1 40PM Steel Beam File:C:lUserslsyneylDesktoplPROJECTSIcarlina'shone%Strcc\Calcicarlinasfames.ec6 ENERCALC, INC.1983-2011, Buiki:6.11:6.23, Vec6.11.6.23 Description : Steel Beam (SB-2) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 2.80 It 1 0.090 0.096 -11.46 11.46 211.67 126.75 1.00 1.00 10.31 •48100 107.78 Dsgn. L = 1.20 ft 2 0.090 0.096 -11.46 11.46 211.67 126.75 1.00 .1.00 . 10.31 • . 180,011 14.74 ... +D+0.750L+0.750S+0.5250E+H • • • • Dsgn. L = 2.80 ft 1 0.090 0.096 -11.46 11.46 211.67 126.75 1.00 1 % • 10.31 • • 1 WA 107.78 • • Dsgn. L = 1.20 ft 2 0.090 0.096 -11.46 11.46 211.67 126.75 1.00 M Te • • 10.31 •180-0C 101.16 • • • A.60D+W+H •••••• • • • Dsgn. L = 2.80 ft 1 0.042 0.045 5.35 5.35 211.67 126.75 1.00 1 �4 .. 4.85. 180,00 i c:Il3 • • ; Dsgn. L = 1.20 ft 2 0.042 0.045 5.35 5.35 211.67 126.75 1.00 44.00 • 4.85 0 •••• • • 4W400 107.78 ••••• Overall Maximum Deflections - Unfactored Loads • ...... . ... ..... Load Combination Span Max. " " Defl Location in Span Load Combination ..ice. " Defl • .Ldati& in Spaq • . • • . 1 0.0000 0.000 • • • • • 90.0000 • 0.000 • • 2 0.0000 0.000 ; • Q 0000 . . 0.000 .... ; . Vertical Reactions • Unfactored Support notation : Far left is #1 Values iP KIPS • • • Load Combination Support 1 Support 2 Support 3 . • : • • • :" Overall MAXimum -2.492 17.420 • • • D Only -1.801 12.448 L Only -0.691 4.971 W Only 2.067 -15.157 D+L -2.492 17.420 D+W 0.266 -2.709 D+L+W -0.425 2.263 21 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: " and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed4 MAR 2018, 1:39PM Steel Beam File: C:IUserslsyney\Desktop\PROJECTSIcadina's homel.Stru6Calcicadinas homes.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : Steel Beam (SB-1) Material Properties Calculations per AISC 360.05, IBC 2009, CBC 2010, ASCE 7.05 Analysis Method: Allowable Stress Design Fy : Steel Yield: 42.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi • • • • Bending Axis: Major Axis Bending • • • • • • • • • • • Load Combination 2006 IBC & ASCE 7-05 • • • .0. . . • D(0.133) • • • ... • • • ♦ D(d21) 0000♦ •••••• D(0.335) Lr(0168) W(-0.8308) 99990 • • • • • • ♦ ♦ • •••••• • ••• ••••• ♦••*N • • Span =20.Oft • • • • •••••• C15X33.9 • • • • • •• • •• • • • Applied Loads Service loads entered. Load Factors will be applied4f& c2lculations. Uniform Load: D = 0.0250, Lr = 0.020, W =-0.0620 ksf, Tributary Width = 13.40 ft Uniform Load : D = 0.0150 ksf, Tributary Width =14.0 ft Uniform Load : D = 0.1330 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.444: 1 Maximum Shear Stress Ratio = 0.104 : 1 Section used for this span C15X33.9 Section used for this span C15X33.9 Mu: Applied 47.300 k-ft Vu : Applied 9.460 k Mn / Omega: Allowable 106.467 k-ft Vn/Omega : Allowable 90.539 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 10.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.106 in Ratio = 2254 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.376 in Ratio = 638 Max Upward Total Deflection -0.330 in _ Ratio = 727 .................... .......................... -.... _ .................. Maximum Forces & Stresses for Load Combinations .......... _......... ............._.- - Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 20.00 It 1 0.318 0.075 33.90 33.90 177.80 106.47 1.00 1.00 6.78 151.20 90.54 +D+Lr+H Dsgn. L = 20.00 ft 1 0.444 0.104 47.30 47.30 177.80 106.47 1.00 1.00 9.46 151.20 90.54 +D+0.750Lr+0.750L+H Dsgn. L = 20.00 it 1 0.413 0.097 43.95 43.95 177.80 106.47 1.00 1.00 8.79 151.20 90.54 +D+W+H Dsgn. L = 20.00 ft 1 0.072 0.017 -T64 7.64 177.80 106.47 1.00 1.00 1.53 151.20 90.54 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 20.00 It 1 0.120 0.028 12.80 12.80 177.80 106.47 1.00 1.00 2.56 151.20 90.54 +D+0.750 L+0.750 S+0. 750 W+H Dsgn. L = 20.00 ft 1 0.026 0.006 2.75 2.75 177.80 106.47 1.00 1.00 0.55 151.20 90.54 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 20.00 It 1 0.413 0.097 43.95 43.95 177.80 106.47 1.00 1.00 8.79 151.20 90.54 +0.60D+W+H Dsgn. L = 20.00 it 1 0.199 0.047 -21.20 21.20 177.80 106.47 1.00 1.00 4.24 151.20 90.54 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.460 9.460 D Only 6.780 6.780 Lr Only 2.680 2.680 22 of 68 W Only -8.308 -8.308 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Description : Steel Beam (SB-1) Vertical Reactions - Unfactored Load Combination Support 1 Support 2 D+Lr 9.460 9.460 D+W -1.528 -1.528 D+Lr+W 1.152 1.152 Title: Job # Dsgnr: Project Desc.: Project Notes Printed: 4 MAR 2018, 1:39PM File: C:IUserstsyney\Desktop\PROJECTSIcadina's home\Struc\Calcicadinas homes.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23. Ver.6.11.6.23 Support notation : Far left is #1 Values in KIPS •••••• •• •• ••••% • •••••• • ••• ••••• • • • • • •••••• ••••% 23 of 68 . . .... ...... lc. j is, ...... ...... . ... ..... 'n$_C.T'D • • • • •••••• ---------------------------- Li 14 PP VO 74 vAn�- = 2, 6 f v �Ar\(q = v : l l . 2 3 krP x 12, G Y U & & ; L� , Ll �)j l9rA , : (. �4 � )( H = l l�t� �pr� C�lL, 24 of 68 V_, l,Z.D �-/.(,L.t0,S-,o vpec l /.2)L 11911a + Lt,get V V _ 1' 200 4- /1,- D. (3 (o ?X o. 6 3 . . .... ...... .... . ..... .... .. . ...... . . . . ...... 25 of 68 CC7 L_ & t u MYl 11 n; C'c�✓ine�.''t c3�, OTb C- k i7 . ( (. (O lei f->s PL1eIi;�S ?w kip s -- W = (S . l III ID { V-fzo.-n 1ZOOF) . . .... ...... ...... .... ...... .....• .... . ..... ...... .... ..... .... .. . ...... . . . . ...... 26 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed: 4 MAR 2018, 1:37PM Steel Column File:C:\Users\syney\Desktop\PROJECTS\cadina'stlome\Struc\Calc\cadinashomes.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : ST1 General Information Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Steel Section Name: HSS4X4X1/4 Overall Column Height 10.0 ft Analysis Method: 2006 IBC & ASCE 7-05 Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy : Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns : . * 0 * • . E :Elastic Bending Modulus 29,000.0 ksi X-X width axis: Full braced against buckli salon X-X Aids• (width) Y 9 n9 9 �' :' Load Combination: Y-Y (depth) axis :Fully braced against buctring along Y-Y.4is. Allowable Stress ...... .. .. ...... Applied Loads Service loads entered. Load FacttjtWIfee applied fof calculatiols, Column self weight included: 121.81 Ibs * Dead Load Factor . �. :...:. AXIAL LOADS ... Axial Load at 10.0 ft, D = 10.168, L = 4.980, W = 15.160 k "; "; 6.9 DESIGN SUMMARY Bending & Shear Check Results • • • • • PASS Max. Axial+Bending Stress Ratio = 0.2742 : 1 Maximum SERVICE Load Reactions .. :...:. • • •"' Load Combination +D+W+H Top along X-X : P*i . k ' ; ... • ; Location of max.above base 0.0 ft Bottom along X-X • • O.O' k • • • • • • • • At maximum location values are ... Top along Y-Y 0.0 k • • • Pu : Axial 25.450 k Bottom along Y-Y 0.0 k Pn / Omega: Allowable 92.826 k Mu-x : Applied 0.0 k-ft Maximum SERVICE Load Deflections ... Mn-x / Omega: Allowable 10.765 k-ft Along Y-Y 0.0 in at O.Oft above base for load combination Mu-y : Applied 0.0 k-ft Mn-y / 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 / Omega: Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.111 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.164 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.151 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.151 PASS 0.00 ft 0.000 PASS 0.00 ft +D+W+H 0.274 PASS 0.00 ft 0.000 PASS. 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.274 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.750W+H 0.274 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr*0.750L+0.5250E+H 0.151 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.151 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+W+H 0.230 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 Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 10.290 k L Only k k 4.980 k W Only k k 15.160 k D+L k k 15.270 k D+W k k 25.450 k D+L+W k k 30.430 k 27 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed4 MAR 2018, 1:37PM Steel Column File:C:\Users\syney\Desktop\PROJECTS\cadina'shome\SWc\Calctadinashomes.ec6 1 WWI ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : ST1 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 It 0.000 in 0.000 It L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 0 * 0 • W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft • • D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft • • • • • • • • • • • • • • • • D+W 0.0000 in 0.000 ft 0.000 in 0.000 It " ' ' ' • D+L+W 0.0000 in 0.000 ft 0.000 in 0.000 It •••••• •• •• •••••• Steel Section Properties : HSS4X4X114 Depth = 4.000 in I xx = 7.80 in 4' ^1 ' Web Thick = 0.000 in S xx = 3.90 in^3 "' • • • • • • • Flange Width = 4.000 in R xx = 1.520 in • • • • • • • • • • • • • • • Flange Thick = 0.250 in • • • • • • • • • • • • • • • • • • Area = 3.370 in^2 Iyy = 7.800 in^4 000009 • • • Weight = 12.181 plf S yy = 3.900 in"3 : : • • 0000 : • R yy = 1.520 in • • • • • Ycg = 0.000 in x Loads are total entered value. Mows do not reflect absolute direction. 28 of 68 Title Block Line 1 Title: Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed: 4 MAR 2018 1:36PM Steel Base Plate File:C:\UsersLsyney\Desktop\PROJECTSIcadina'shornelStruclCal6carlinashomes.ec6 ENERCALC, INC.19a2011, Build:6.11.6.23, Ver.6.11.6.23 Description : ST1 BASE PLATE General information Calculations per AISC 360-05 & Dsgn Guide # 1, IBC 2009, CBC 2010, ASCE 7-05 Material Properties AISC Design Method Load Resistance Factor Design (D c : LRFD Resistance Factor 0.60 Steel Plate Fy = 36.0 ksi • • • • Concrete Support fc = 3.0 ksi •... • ... •.. Assumed Bearing Area: Full Bearing Allowable Bearing Fp per J8 • �•�5t}ksi • • • • Column & Plate ....• .. .. • ...... Column Properties • • • • • • Steel Section: HSS4X4X1/4 i �••••• Depth 4 in Area 3.37 in12 I ��• ��•• • • Width 4 in Ixx in^4 ...•. . • •.• . . • •.••• Flange Thickness 0.233 in lyy in^4 • .• .. • ...••. • Web Thickness in • • • • • • • • • j Plate Dimensions Support Dimensions ..•••. N : Length 12.0 in Width along "X" 48.0 in ° ; ° .,' ; • . ;"•'; B : Width 12.0 in Length along "Z' 12.0 in ju'1 • • • Thickness 1.0 in .• • Column assumed welded to base plate. ° o Applied Loads P-Y V-Z M-X D : Dead Load ....... 10.20 k k k-ft +x L : Live ....... 4.980 k k k-ft Lr : Roof Live ......... k k k-ft S : Snow ................ k k k-ft W : Wind ................ -5.0 k k k-ft +'Z E : Earthquake .............. k k k-ft H : Lateral Earth ......... k k k-ft +Z " P " = Gravity load, "+" sign is downward. "+" Moments create higher soil pressure at +Z edge. _ Shears push plate towards +Z edge. Anchor Bolts Anchor Bolt or Rod Description 1 1/2" Max of Tension or Pullout Capacity........... k Shear Capacity ......................................... k Edge distance : bolt to plate ................... 1.250 in x Number of Bolts in each Row ................... 2.0 Number of Bolt Rows ........................ 1.0 29 of 68 Title Block Line 1 You can change this area _ using the "Settings" menu item and then using the "Printing & Title Block" selection. Steel Base Plate Description : ST1 BASE PLATE GOVERNING DESIGN LOAD CASE SUMMARY Plate Design Summary Design Method Load Resistance Factor Design Governing Load Combination +1.20D+0.50Lr+0.50L-1.60W Governing Load Case Type Axial Load Only Design Plate Size V-0" x V-0" x 1" Pu : Axial ......... 22.730 k Mu: Moment ........ 0.000 k-ft fv : Actual ................................ 0.000 ksi Fv : Allowable = 0.60 * Fy * 0.90 (per G2) 0.000 ksi Shear Stress Ratio 0.000 Shear Stress OK Load Comb.: +1.40D Loading Pu: Axial ......... 14.280 k Design Plate Height ......... 12.000 in Design Plate Width ......... 12.000 in IMII be different from entry if parb'al beating used. Al : Plate Area ......... 144,000 in"2 A2: Support Area .................. 144.000 in"2 sgrt(A2/A1 ) 1.000 Distance for Moment Calculation "m"..................... 4.100 in "n"..................... 4.100 in X .............................. 0.000 in"2 Lambda ...................... 0.000 n'........................................ 1.010 in n' * Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.100 in Load Comb.: +1.20D+0.5OLr+1.60L+1.60H Loading Pu : Axial ......... 20.208 k Design Plate Height ......... 12.000 in Design Plate Width ......... 12.000 in Will be different from entry if partial bearing used. Al : Plate Area ......... 144.000 in12 A2: Support Area .................. 144.000 inA2 sgrt( A2/A1 ) 1.000 Distance for Moment Calculation " m ...................... 4.100 in "n...................... 4.100 in X .............................. 0.000 in12 Lambda ...................... 0.000 n'........................................ 1.010 in n' * Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.100 in Title : Job # Dsgnr: Project Desc.: Project Notes Printed: 4 MAR 2018, 1:36PM File: C:\Users\syney\Desktop\PROJECTS\cadina's home\Struc\Calc\cadinas homes.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Vec6.11.6.23 Mu: Max. Moment ..................... 1.327 k-in fb : Max. Bending Stress ............... 5.307 ksi Fb : Allowable: 32.400 ksi Fy * Phi Bending Stress Ratio • • ". *4 Ben ding Stre"OK • • • • • • fu : Max. Plate Bearing Stress .... • • . • Q.1C8 ksi •. Fp:Allowable: 000;0' •• 1530 ksi •••••• min( 0.851c*sgrt(A2/A1r P.r?d)Thi • • • Bearing Stress Ratio *so* ♦• 0.103 • • • • • Bearing StressW • • • • . • • 000060 . .•• ....• • • Axial Load Oftly, No Mo~ • ; • BearinQ Stresses ' • ' • Fp : Allowable ............................... • 1.6300i • • • fu : Max. Bearing Pressure . • • 0199 ksi • • • •. • Stress Ratio ....................... • • • 0Q6V • • • • • Plate Bendina Stresses • • • Mmax = Fu * 1-112 / 2 ................... 0.833 k-in fb : Actual ................................ 3.334 ksi Fb : Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.103 Shear Stress fv : Actual ................................ 0.000 ksi Fv : Allowable .............................. 0.000 ksi Stress Ratio ..................... 0.000 Axial Load Only, No Moment Bearing Stresses Fp : Allowable ............................... 1.530 ksi fu : Max. Bearing Pressure 0.140 ksi Stress Ratio ....................... 0.092 Plate Bending Stresses Mmax = Fu * 1-112 / 2 ................... 1.180 k-in fb : Actual ................................ 4.718 ksi Fb : Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.146 Shear Stress tv : Actual ................................ 0.000 ksi Fv : Allowable .............................. 0.000 ksi Stress Ratio ..................... 0.000 30 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed: 4 MAR 2018, 1:36PM Steel Base Plate File:C:lUserslsyneylDesktop%PROJECTSMadina'shomelStruclCalcicadinashomes.ec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : ST1 BASE PLATE Load Comb.: +1.20D+1.60L+0.50S+1.60H Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial ......... 20.208 k Fp : Allowable ............................... 1.530 ksi Design Plate Height ......... 12.000 in fu : Max. Bearing Pressure 0.14104ksi • Design Plate Width ......... 12.000 in Stress Ratio ....................... . . 0.69;0 0 ...... Will be different from entry if partial bearing used. Plate Bending Stresses ' �' • �' Al : Plate Area ......... 144.000 in12 Mmax = Fu " 1-12 / 2 ................... 1.480 On • • A2: Support Area .................. 144.000 in"2 fb :Actual ................................ •• •••••• ***:Go 4.7 11 Isi sgrt(A2/A1) 1.000 Fb:Allowable .............................. 32.4004 ;....; Stress Ratio ..................... •••••• 0,:4f•0�• • • Distance for Moment Calculation Shear Stress 0000 • • • • • • I m I ..................... 4.100 in fv : Actual ................................ •••••• 0.000ksi•• ••:••• In. " ..................... " 4.100 in Fv :Allowable .............................. • • • • • • • O.AQoi9• 000000 X .............................. 0.000 inA2 Stress Ratio ..................... 0.000 • Lambda ...................... 0.000 • • • • • . • • . • n" Lambda .................................. 0.000 in • • • • • L = max(m, n, n") ..................... 4.100 in • • • • • • • • Load Comb.: +1.20D+1.60Lr+0.50L Axial Load ORI No Moment Loading Bearing Stresses Pu : Axial ......... 14.730 k Fp : Allowable ............................... 1.530 ksi Design Plate Height ......... 12.000 in fu: Max. Bearing Pressure 0.102 ksi Design Plate Width ......... 12.000 in Stress Ratio ....................... 0.067 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area ......... 144.000 inA2 Mmax = Fu " LA2/2 ................... 0.860 k-in A2: Support Area .................. 144,000 inA2 fb : Actual ................................ 3.439 ksi sgrt(A2/A1) 1.000 Fb : Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.106 Distance for Moment Calculation Shear Stress " m " ..................... 4.100 in fv : Actual ................................ 0.000 ksi " n " ..................... 4.100 in Fv : Allowable .............................. 0.000 ksi X .............................. 0.000 in12 Stress Ratio ..................... 0.000 Lambda ...................... 0.000 n'........................................ 1.010 in n" Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.100 in Load Comb.: +1.20D+1.60Lr+0.80W Axial Load Only, No Moment Loading Bearino Stresses Pu : Axial ......... 8.240 k Fp : Allowable ............................... 1.530 ksi Design Plate Height ......... 12.000 in fu : Max. Bearing Pressure 0.057 ksi Design Plate Width ......... 12.000 in Stress Ratio ....................... 0.037 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area ......... 144.000 inA2 Mmax = Fu " 1-12 / 2 ................... 0.481 k-in A2: Support Area .................. 144.000 inA2 fb : Actual ................................ 1.924 ksi sgrt( A2/A1) 1.000 Fb : Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.059 Distance for Moment Calculation Shear Stress " m " ..................... 4.100 in fv : Actual ................................ 0.000 ksi " n " ..................... 4.100 in Fv : Allowable .............................. 0.000 ksi X .............................. 0.000 inA2 Stress Ratio ..................... 0.000 Lambda ...................... 0.000 n'........................................ 1.010 in n'* Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.100 in 31 of 68 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Base Plate Description : ST1 BASE PLATE Load Comb.: +1.20D+1.60Lr-0.80W Loading Pu : Axial ......... 16.240 k Design Plate Height ......... 12.000 in Design Plate Width ......... 12.000 in Will be different from entry if partial bearing used. Al : Plate Area ......... 144.000 in"2 A2: Support Area .................. 144.000 inA2 sgrt( A2/A1 ) 1.000 _Distance for Moment Calculation " m ....... I .............. 4.100 in " n ........... I.......... 4.100 in X .............................. 0.000 in"2 Lambda ...................... 0.000 n'........................................ 1.010 in n' * Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.100 in ........ Load Comb.: +1.20D+0 50L+1 60S Lain Pu : Axial ......... 14.730 k Design Plate Height ......... 12.000 in Design Plate Width ......... 12.000 in Will be different from entry if partial bearing used. Al : Plate Area ......... 144.000 inA2 A2: Support Area .................. 144.000 inA2 sqrt( A2/A1 ) 1.000 Distance for Moment Calculation " m ...................... 4.100 in " n ...................... 4.100 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 1.010 in n' * Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.100 in Load Comb.: +1.20D+1.60S+0.80W Loading Pu : Axial ......... 8.240 k Design Plate Height......... 12.000 in Design Plate Width ......... 12.000 in Will be different from entry d partial bearing used Al : Plate Area ......... 144.000 in"2 A2: Support Area .................. 144.000 inA2 sqrt( A2/A1 ) 1.000 _Distance for Moment Calculation " m ...................... 4.100 in "n...................... 4,100 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 1.010 in n' * Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.100 in Title: Dsgnr: Project Desc.: Project Notes Job # Printed: 4 MAR 2018, 1:36PM ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11:6.23 Bearing Stresses Fp : Allowable ............................... fu : Max. Bearing Pressure Stress Ratio ..................... Plate Bending Stresses Mmax = Fu * LA2/2 ................... fb : Actual ................................ Fb : Allowable .............................. Stress Ratio ..................... Shear Stress tv : Actual ................................ Fv : Allowable .............................. Stress Ratio ..................... Bearing Stresses Fp : Allowable ............................... fu : Max. Bearing Pressure Stress Ratio ..................... Plate Bending Stresses Mmax=Fu *02/2................... fb : Actual ................................ Fb : Allowable .............................. Stress Ratio ..................... Shear Stress fv : Actual ................................ Fv : Allowable .............................. Stress Ratio ..................... Bearing Stresses Fp : Allowable ............................... fu : Max. Bearing Pressure Stress Ratio ..................... Plate Bending Stresses Mmax=Fu *L"2/2................... fb : Actual ................................ Fb : Allowable .............................. Stress Ratio ..................... Shear Stress fv: Actual ................................ Fv : Allowable .............................. Stress Ratio ..................... Axial Load Only, No Moment 1.530 ksi 0.113"• 0 'Old • • 0.948 kin : • • •••�•• 3.7911Isi •• •••••• •'••'• 32.400k6 �••••� •••• 0•V7 • • • •••• • ••••• •••••• 0.009kri•• ••i••• 0-0090 0.000 • • • • • •••••• Axial Load O►fly,•No Moment 1.530 ksi 0.102 ksi 0.067 0.860 k-in 3.439 ksi 32.400 ksi 0.106 0.000 ksi 0.000 ksi 0.000 Axial Load Only, No Moment 1.530 ksi 0.057 ksi 0.037 0.481 k-in 1.924 ksi 32.400 ksi 0.059 0.000 ksi 0.000 ksi 0.000 32 of 68 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Steel Base Plate Description : ST1 BASE PLATE Load Comb.: +1.20D+1.60S-0.80W Loading Pu : Axial ......... 16.240 k Design Plate Height ......... 12.000 in Design Plate Width ......... 12.000 in Will be different from entry if partial bearing used. Al : Plate Area ......... 144.000 in"2 A2: Support Area .................. 144.000 W12 sqrt( A2/A1 ) 1.000 Distance for Moment Calculation " m ...................... 4.100 in " n ...................... 4.100 in X.............................. 0.000 in"2 Lambda ...................... 0.000 n'........................................ 1.010 in n'* Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.100 in Load Comb.: +1.20D+0.50Lr+0.50L+1.60W Loading Pu : Axial ......... 6.730 k Design Plate Height ......... 12.000 in Design Plate Width ......... 12.000 in Will be different horn entry if partial bearing used. Al : Plate Area ......... 144.000 in12 A2: Support Area .................. 144.000 inA2 sgrt(A2/At ) 1.000 Distance for Moment Calculation „ m ...................... 4.100 in "n...................... 4.100 in X .............................. 0.000 in12 Lambda ...................... 0.000 n'........................................ 1.010 in n'* Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.100 in Load Comb.: +1.20D+0.50Lr+0.50L-1.60W Loading Pu : Axial ......... 22.730 k Design Plate Height ......... 12.000 in Design Plate Width ......... 12.000 in Will be different hom entry if partial bearing used. Al : Plate Area ......... 144.000 in12 A2: Support Area .................. 144.000 inA2 sgrt( A2/A1 ) 1.000 Distance for Moment Calculation "m"..................... 4.100 in " n ...................... 4.100 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 1.010 in n'* Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.100 in Title : Job # Dsgnr: Project Desc.: Project Notes Printed: 4 MAR 2018, 1:36PM ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Bearing Stresses Fp : Allowable ............................... fu: Max. Bearing Pressure Stress Ratio ....................... Plate Bending Stresses Mmax =Fu*LA2/2................... fb : Actual ................................ Fb : Allowable .............................. Stress Ratio ..................... Shear Stress fv : Actual ................................ Fv : Allowable .............................. Stress Ratio ..................... Bearing Stresses Fp : Allowable ............................... fu : Max. Bearing Pressure Stress Ratio ..................... Plate Bending Stresses Mmax = Fu * LA2/2 ................... fb: Actual ................................ Fb : Allowable .............................. Stress Ratio ..................... Shear Stress fv : Actual ................................ Fv : Allowable .............................. Stress Ratio ..................... Bearing Stresses Fp : Allowable ............................... fu : Max. Bearing Pressure Stress Ratio ..................... Plate Bendina Stresses Mmax = Fu * LA2/2 ................... fb : Actual ................................ Fb : Allowable .............................. Stress Ratio ..................... Shear Stress fv : Actual ................................ Fv : Allowable .............................. Stress Ratio ..................... Axial Load Only, No Moment 1.530 ksi 0.1 ill" • 0.0►4 • • • • 0.9je k-ip i •'•�•• 3.792Rsi •• •••••• 32.400ksi 0.147 �•�•�� 0.0%ksi • • • 0.000 k"'0.006 •• • •• • Axial Load OrNv. ac 1.530 ksi 0.047 ksi 0.031 0.393 k-in 1.571 ksi 32.400 ksi 0.048 0.000 ksi 0.000 ksi 0.000 Axial Load Only, No Moment 1.530 ksi 0.158 ksi 0.103 1.327 k-in 5.307 ksi 32.400 ksi 0.164 0.000 ksi 0.000 ksi 0.000 33 of 68 Title Block Line 1 You can change this area using the "Settings" menu item " and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Base Plate Description : ST1 BASE PLATE Load Comb.: +1.20D+0.50L+0.50S+1.60W Loading Pu : Axial ......... 6.730 k Design Plate Height ......... 12.000 in Design Plate Width ......... 12.000 in Will be different from entry if partial bearing used. Al : Plate Area ......... 144.000 in"2 A2: Support Area .................. 144.000 in112 sgrt(A2/A1 ) 1.000 Distance for Moment Calculation " m ...................... 4.100 in "n"..................... 4.100 in X .............................. 0.000 in12 Lambda ...................... 0.000 n'........................................ 1.010 in n'* Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.100 in Load Comb.: +1.20D+0.50L+0.50S-1.60W Loadinci Pu : Axial ......... 22.730 k Design Plate Height ......... 12.000 in Design Plate Width ......... 12.000 in Will be different from entry if partial bearing used. Al : Plate Area ......... 144.000 in"2 A2: Support Area .................. 144.000 inA2 sgrt(A2/A1 ) 1.000 Distance for Moment Calculation " m ...................... 4.100 in "n"..................... 4.100 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 1.010 in n'* Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.100 in Load Comb.: +1.20D+0.50L+0.20S+E Loading Pu : Axial ......... 14.730 k Design Plate Height......... 12.000 in Design Plate Width ......... 12.000 in Will be different from entry if partial bearing used. Al : Plate Area ......... 144.000 inA2 A2: Support Area .................. 144.000 in^2 sgrt( A2/A1 ) 1.000 Distance for Moment Calculation " m ...................... 4.100 in n"..................... 4.100 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 1.010 in n'* Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.100 in Title : Dsgnr: Project Desc.: Project Notes : File: Bearing Stresses Fp : Allowable ............................... fu : Max. Bearing Pressure Stress Ratio ....................... Plate Bendina Stresses Mmax=Fu "L"2/2................... ib : Actual ................................ Fb : Allowable .............................. Stress Ratio ..................... Shear Stress fv : Actual ................................ Fv : Allowable .............................. Stress Ratio ..................... Bearing Stresses Fp : Allowable ............................... fu : Max. Bearing Pressure Stress Ratio ................. Plate Bending Stresses Mmax=Fu"L"2/2................... fb : Actual ................................ Fb : Allowable .............................. Stress Ratio ................. Shear Stress fv : Actual ................................ Fv : Allowable .............................. Stress Ratio ................. Bearing Stresses Fp : Allowable ............................... fu : Max. Bearing Pressure Stress Ratio ................. Plate Bendina Stresses Mmax = Fu " LA2/2 ................... fb : Actual ................................ Fb : Allowable .............................. Stress Ratio ................. Shear Stress fv : Actual ................................ Fv : Allowable .............................. Stress Ratio ................. Job # Printed: 4 MAR 2018, 1:36PM ilcadina's hom0Stru6Calcicadinas homes.ec6 INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Axial Load Only, No Moment 1.530 ksi 0.04-4Vs6 • • • • • 0.381 k-w : • • 1.57rRsi •••••• 32.400ksf ��•••� •••• O.O148 • • • • 069* • •••••• 0000** 0.00q k ' • • •••••• 0.000 �• •• • •• • • • Axial Load OMy, Wo Moment 1.530 ksi 0.158 ksi ..... 0.103 1.327 k-in 5.307 ksi 32.400 ksi 0.164 0.000 ksi 0.000 ksi 0.000 Axial Load Only, No Moment 1.530 ksi 0.102 ksi 0.067 0.860 k-in 3.439 ksi 32.400 ksi 0.106 0.000 ksi 0.000 ksi 0.000 34 of 68 Title Block Line 1 Title: Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed 4 MAR 2018, 1:36PM Steel Base Plate File: C:\Userslsyney\Desktop\PROJECTS\cadina'shome\Struc\Calc\carfinashorhes.ec6 ENERCALC,''INC. 1963-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : ST1 BASE PLATE Load Comb.: +1.20D+0.50L+0.20S-1.OE Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial ......... 14.730 k Fp : Allowable ............................... 1.530 ksi Design Plate Height ......... 12.000 in fu : Max. Bearing Pressure 0.10?•" • Design Plate Width ......... 12.000 in Stress Ratio ....................... 0.067 • Will be different from entry if partial bearing used. Plate Bending Stresses • • •• •••••• • • • • • Al : Plate Area ......... 144.000 in12 Mmax = Fu ' L"2 / 2 ................... • • • 0.8b; k-iy•• • A2: Support Area .................. 144.000 in"2 fb : Actual ................................ • • • * • • 3.4391fti • • • • • • • • sqrt( A2/A1) 1.000 Fb : Allowable .............................. • • • • • • 32.400 ks► • • Stress Ratio ..................... •••••• 0000 0.106 • • • Distance for Moment Calculation Shear Stress • 9000 • : • • • • • • • • • • "m...................... 4.100 in tv : Actual ................................ •••••• 0.0%ksL " n " ..................... 4.100 in Fv : Allowable .............................. ••:••• • • 0.060 ksi • X .............................. 0.000 in"2 Stress Ratio ..................... •• •• • • •••••• 0.009 • Lambda ...................... 0.000 •••••• • • • • • n'........................................ 1.010 in • • • • • •••••• n" Lambda .................................. 0.000 in • • • • • L = max(m, n, n") ......................... 4.100 in •••• i •• • i••••: ..... .....- ..... _..... ...... Load Comb.: +0.90D+1.60W+1.60H ........ ...... .... ......... Y, - ....... _..._. .......... Axial Load O►f� • fit% Moment Loading Bearing Stresses Pu : Axial ......... 1.180 k Fp : Allowable ............................... 1.530 ksi Design Plate Height ......... 12.000 in fu : Max. Bearing Pressure 0.008 ksi Design Plate Width ......... 12.000 in Stress Ratio ....................... 0.005 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area ......... 144.000 in12 Mmax = Fu " 1-112 / 2 ................... 0.069 k-in A2: Support Area .................. 144.000 in"2 fb : Actual ................................ 0.275 ksi sgrt(A2/A1) 1.000 Fb : Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.009 Distance for Moment Calculation Shear Stress " m " ..................... 4.100 in fv : Actual ................................ 0.000 ksi " n " ..................... 4.100 in Fv : Allowable .............................. 0.000 ksi X .............................. 0.000 in"2 Stress Ratio ..................... 0.000 Lambda ...................... 0.000 n'........................................ 0.010 in n" Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.100 in Load Comb.: +0.90D-1.60W+1.60H Axial Load Only, No Moment Loading Bearing Stresses Pu : Axial ......... 17.180 k Fp : Allowable ............................... 1.530 ksi Design Plate Height ......... 12.000 in fu: Max. Bearing Pressure 0.119 ksi Design Plate Width ......... 12.000 in Stress Ratio ....................... 0.078 Will be different from entry if partial bearing used. Plate Bending Stresses Al : Plate Area ......... 144.000 in"2 Mmax = Fu " 1-12 / 2 ................... 1.003 k-in A2: Support Area .................. 144.000 in A2 fb : Actual ................................ 4.011 ksi sqrt( A2/A1) 1.000 Fb : Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.124 _Distance for Moment Calculation Shear Stress " m " ..................... 4.100 in fv : Actual ................................ 0.000 ksi " n " ..................... 4.100 in Fv : Allowable .............................. 0.000 ksi X .............................. 0.000 in"2 Stress Ratio ..................... 0.000 Lambda ...................... 0.000 n'........................................ 1.010 in n' " Lambda .................................. 0.000 in L = max(m, n, n") ......................... 4.100 in 35 of 68 Fernando Azcue, P.E Tel. (786) 351 - 3663 ,7% LL = k a P5f 1.33r LL Project Name: Checked by: _ Calculated by: Date: 36 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed: 4 MAR 2018, 1:39PM Wood Beam Re: C:\Users\syney0esktop\PROJECTS\cadina's homelStruc\Calc\cadinas homes.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : RAFTER 02 Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 700.0 psi E : Modulus of Elasticity Load Combination 2006IBC &ASCE7-05 Fb -Compr 700.0psi Ebend-xx 1,300.Oksi Fc - Prll 1,250.0 psi Eminbend - xx 470.0 ksi Wood Species : Southern Pine Fc - Perp 480.0 psi • • • • • • Wood Grade : No.2 Non -Dense: 2" - 4" Thick : 12" Wi Fv 175.0 psi . . .... ...... Ft 400.0 psi Dena;i* : .35.440pcf .' Beam Bracing Beam is Fully Braced against lateral -torsion buckling RepV4"Member SUpl sS arease • • • •; • D(0.03325) L(0.0532) • • • • • • 1 � •I • • 2x12 • Span = 13.40 ft • • • Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 1.330 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.9141 Maximum ....... Shear Stress Ratio = 0.256 : 1 Section used for this span 2x12 Section used for this span 2x12 tb : Actual = 735.90psi fv : Actual = 44.79 psi FB : Allowable = 805.00psi Fv : Allowable = 175.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.700ft Location of maximum on span = 12.529 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.168 in Ratio = 956 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.273 in Ratio = 588 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C r C m C t Length = 13.40 ft 1 0.352 0.098 1.000 1.000 1.150 1.000 1.000 +D+L+H 1.000 1.150 1.000 1.000 Length = 13.40 ft 1 0.914 0.256 1.000 1.000 1.150 1.000 1.000 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 Length = 13.40 ft 1 0.774 0.217 1.000 1.000 1.150 1.000 1.000 +D40.750L+0.750S+H 1.000 1.150 1.000 1.000 Length = 13.40 ft 1 0.774 0.217 1.000 1.000 1.150 1.000 1.000 +D+0.750Lr+0.750L+0.750W+H 1.000 1.150 1.000 1.000 Length =13.40 ft 1 0.774 0.217 1.000 1.000 1.150 1.000 1.000 +D+0.750L+0.750S+0.750W+H 1.000 1.150 1.000 1.000 Length = 13.40 ft 1 0.774 0.217 1.000 1.000 1.150 1.000 1.000 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.150 1.000 1.000 Length = 13.40 ft 1 0.774 0.217 1.000 1.000 1.150 1.000 1.000 +D+0.750L+0.750S+0.5250E+H 1.000 1.150 1.000 1.000 Length = 13.40 ft 1 0.774 0.217 1.000 1.000 1.150 1.000 1.000 Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow 0.75 283.04 805.00 0.19 17.23 175.00 1.94 735.90 805.00 0.50 44.79 175.00 1.64 622.69 805.00 0.43 37.90 175.00 1.64 622.69 805.00 0.43 37.90 175.00 1.64 622.69 805.00 0.43 37.90 175.00 1.64 622.69 805.00 0.43 37.90 175.00 1.64 622.69 805.00 0.43 37.90 175.00 1.64 622.69 805.00 0.43 37.90 175.00 37 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed: 4 MAR 2018, 1:39PM ' Wood Beam File: C:1Users\syneylDesktop\PROJECTSIcadina's home�ShuclCalcicarlinas homes.ec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : RAFTER 02 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.2732 6.767 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS • ... Load Combination Support 1 Support 2 • • • • • • • • • • • • Overall MAXimum 0.579 0.579 • • • • : • • • • DOnly 0.223 0.223 ...... •..'.; ••••;• L Only 0.356 0.356 • D+L 0.579 0.579 •••••. • i••••i •••• • ••••• •••••• • ••• ••••• •• •• •• • •••••• • • • • • •••••• •• • •• • • • 38 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed: 4 MAR 2018, 1:35PM Wood Led@Ir File: C:1Userslsyney\Deskto p\PROJECTS1c:adina's homelStruc\Calc\carlinashomes.ec6 g ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : General Information Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7.05 Ledger Width 3.50 in Using Load Factoring & Design Methods forASD Ledger Depth 7.250 in Wood Stress Grade: Southern Pine Ledger Wood Species Southern Pine Fb Allow 900.0 psi G : Specific Gravity 0.550 Fv Allow 175.0 psi Bolt Diameter 518" in Fyb : Bolt Bending Yield 45,000 psi • • 00 0 Bolt Spacing 16.0 in Concrete as Supporting Member 0 • • 0 •: Using 6" anchor embedment length in equations. ...: •. • Using dowel bearing stength fixed at 7.5 ksi per NDS Tjt%L* % : * 0 0: 0 ..•... • •.. Uniform Load • • " ' • ' 16in Botl Spacinq 16in Bolt Spacing 0.16in Bole S acin Load Data Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 0.1680 k/ft k/ft 0.2680 k/ft k/ft k/ft k/ft k/ft Point Load... k k k k k k k Spacing in Offset in Horizontal Shear k/ft k/ft k/ft k/ft k/ft k/ft k/ft DESIGN SUMMARY Design • Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination ... Load Combination ... (for specific gravity & bolt diameter) +D+L+H +D+L+H Ledger, Perp to Grain 3.250 ksi Moment 0.06459 k-ft Max. Vertical Load 0.5813 k Ledger, Parallel to Grain 6.150 ksi fb : Actual Stress 25.280 psi Bolt Allow Vertical Load 0.8054 k Supporting Member, Perp to Grain 7.50 ksi Fb : Allowable Stress 900.0 psi Supporting Member, Parallel to Grair 7.50 ksi Stress Ratio 0.02809 :1 Max. Horizontal Load 0.0 k Bolt Allow Horizontal Load 0.9832 k Maximum Ledger Shear Load Combination ... Angle of Resultant 90.0 deg +D+L+H Diagonal Component 0.5813 k Shear 0.8391 k Allow Diagonal Bolt Force 0.8358 k fv : Actual Stress 33.067 psi Stress Ratio, Wood @ Bolt 0.6956 :1 Fv : Allowable Stress 175.0 psi Stress Ratio 0.1890 :1 39 of 68 Title Block Line 1 Title: Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed4 MAR 2018, 1:35PM @i Wood L@C� File: C:\Userstyney\Desktop\PROJECTS\radina's hometStruc\Calc\radinas homes.ec6 9 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : LEDGER Allowable Bolt Capacity Bolt Capacity - Load Perpendicular to Grain Bolt Capacity - Load Parallel to Grain Note ! Fern 3.250 Fern 6.150 Refer to 2005 NDS Section 11.3 for Bolt Fes 7.50 Fes 7.50 Capacity calculation meihed. Fyb 45.0 Fyb 45.0 • • Re 0.4333 Re 0.820 ••• •��• ••••�• Rt 0.5833 Rt 0.5833 • . k1 0.2617 k1 0.3912 •�•:�• •• •� ��•••• k2 0.8483 k2 1.013 •••••• • :...•: k3 1.619 k3 1.142 .••••. :•.•:• • • Z - Im, Eq, 11.3-1 2.844 k Z - Im, Eq, 11.3-1 5.381 k • • • • ' • • • •' Z - Is, Eq, 11.3-2 5.625 k Z - Is, Eq, 11.3-2 5.625 k • • ; •' ; • • ; • ; • • • • Z -II, Eq, 11.3-3 1.636 k Z -II, Eq, 11.3-3 2.445 k • • • • • • • • • • • • • • Z - Illm, Eq, 11.3-4 0.8077 k Z - Illm, Eq, 11.3-4 1.290 k • • • • • • • • Z - Ills, Eq, 11.3-5 2.027 k Z - Ills, Eq, 11.3.5 2.335 k ' • • • " Z - IV, Eq, 11.3.6 0.8054 k Z - IV, Eq, 11.3-6 0.9832 k • ' ' ' • Z: Ref. Design Value = 0.8054 k Z : Ref. Design Value = 0.9832 k • • • • • • • • 40 of 68 Fernando Azcue, P.E Tel. (786) 351 3663 Project Name: Checked by: _ Calculated by: Date: q;o+nC, 514,E kip �' �.-,� w�►�h�c 12.33x 150 23 x %Zx blic- 0.2-4 kINs 2-�h wet J�-} I�ureF x W x 5 +� s� l/D X by, 33 41 of 68 FL, ....•. .. .. i....i • ••••.• i .•i .J•.. .. i. •. • ..f... • ..•... . 00 ` e- z ,. ., . CeQ>-Z> C. ip C12C�r z. 1�yj �.�zx ►max �.-�'= �,oct k,o5 Z_ 3' - k,p� PL 1-bt k�s IG 42 of 68 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. General Footing Description : F1 General Information Material Properties fc : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density = (p 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 Include Pedestal Weight as DL Dimensions Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thicknes = 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 = Reinforcing 3.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00140 0.00180 1.0 :1 1.0:1 Yes Yes No 4.0 ft 3.0 ft 12.0 in in in in 3.0 in Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Sizf = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatiomg Z-Z Axis # Bars required within zone 85.7 % # Bars required on each side of zone 14.3 % Aoplied Loads Title : Job # Dsgnr: Project Desc.: Project Notes Printed, 4 MAR 2016, 141 PM File: C:1Userslsyney\Desktop\PROJECTSIcadina's homelStru6Calftwlinas homes. ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7.05 Soil Design Values Allowable Soil Bearing = Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) _ Soil/Concrete Friction Coeff. • _ • Increases based on footing Depth • • •; • • Footing base depth below soil surface • • w • • Allowable pressure increase per foot of deg% • • when footing base is below • = • Increases based on footing plan dimension • • • • • • Allowable pressure increase per foot of depl y • • when maximum length or width is grejW64, • • 2.0 ksf No 2,V. e'plf• 0.89 • • •• •• it • kg •••fit•• • • • • sf•. • • •••••• 43 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed4 MAR 2016, 141 PM General Footing File:CaUserslsyneylDesktoplPROJECTSIcadina'shonelStruclCalftarlinashomes.ee6 9 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : F1 DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8520 Soil Bearing 1.704 ksf 2.0 ksf +D+L+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 Sliding • • • • PASS n/a Sliding - Z-Z 0.0 k 0.0 k No gliding• • • • • • • • • • • ;' PASS 1.056 Uplift -9.770 k 10.320 k • +0.60D+W+Oi • • • PASS 0.3562 Z Flexure (+X) 4.321 k-ft 12.131 k-ft +1.200+#.80L+0.50S-M t0l"! • • • • • •' PASS 0.3562 Z Flexure (-X) 4.321 k-ft 12.131 k-ft +1.20D+I.60L+0.50S+1.60H ; • • • . ; PASS 0.2004 X Flexure (+Z) 2.431 k-ft 12.131 k-ft +1.20D*440Lr+1.60h+1.60H • PASS 0.2004 X Flexure (-Z) 2.431 k-ft 12.131 k-ft +1.10D*4.5 Lr+1.60L•+1 60H• • • • • PASS 0.2987 1-way Shear (+X) 24.545 psi 82.158 psi • +1.20DtQ50Lr+1.60L-•1.60M• • • • • • PASS 0.2987 1-way Shear (-X) 24.545 psi 82.158 psi +1.2DD+Q5ftr+1.60L-4,£DH: • • • • • • PASS 0.1851 1-way Shear (+Z) 15.207 psi 82.158 psi +1.211p*45&r+1.60L+1.6GH • • PASS 0.1851 1-way Shear (-Z) 15.207 psi 82.158 psi +1.2:D+1.5Ctr+1.606+1.60W • • • • • PASS 0.4624 2-way Punching 75.982 psi 164.32 psi +1.4D+0.50Lr+1.60l:F1 W • . • Detailed Results •..• .. . • Soil Bearing • • • Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X, +D 2.0 n/a 0.0 0.9792 0.9792 n/a n/a 0.490 X-X, +D+L+H 2.0 n/a 0.0 1.704 1.704 n/a n/a 0.852 X-X, +D+Lr+H 2.0 n/a 0.0 1.252 1.252 n/a n/a 0.626 X-X, +D+S+H 2.0 n/a 0.0 1.252 1.252 n/a n/a 0.626 X-X, +D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.591 1.591 n/a n/a 0.796 X-X, +D+0.750L+0.750S+H 2.0 n/a 0.0 1.591 1.591 n/a n/a 0.796 X-X, +D+W+H 2.0 n/a 0.0 0.4375 0.4375 n/a n/a 0.219 X-X, +D+0.70E+H 2.0 n/a 0.0 1.252 1.252 n/a n/a 0.626 X-X, +D+0.750Lr+0.750L+0.750W+H 2.0 n/a 0.0 0.9804 0.9804 n/a n/a 0.490 X-X, +D+0.750L+0.750S+0.750W+H 2.0 n/a 0.0 0.9804 0.9804 n/a n/a 0.490 X-X, +D+0.750Lr+0.750L+0.5250E+H 2.0 n/a 0.0 1.591 1.591 n/a n/a 0.796 X-X, +D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.591 1.591 n/a n/a 0.796 X-X, +0.60D+W+H 2.0 n/a 0.0 0.04583 0.04583 n/a n/a 0.023 X-X, +0.60D+0.70E+H 2.0 n/a 0.0 0.860 0.860 n/a n/a 0.430 Z-Z, +D 2.0 0.0 n/a n/a n/a 0.9792 0.9792 0.490 Z-Z, +D+L+H 2.0 0.0 n/a n/a n/a 1.704 1.704 0.852 Z-Z, +D+Lr+H 2.0 0.0 n/a n/a n/a 1.252 1.252 0.626 Z-Z, +D+S+H 2.0 0.0 n/a n/a n/a 1.252 1.252 0.626 Z-Z, +D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.591 1.591 0.796 Z-Z, +D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.591 1.591 0.796 Z-Z, +D+W+H 2.0 0.0 n/a n/a n/a 0.4375 0.4375 0.219 Z-Z, +D+0.70E+H 2.0 0.0 n/a n/a n/a 1.252 1.252 0.626 Z-Z, +D+0.750Lr+0.750L+0.750W+H 2.0 0.0 n/a n/a n/a 0.9804 0.9804 0.490 Z-Z, +D+0.750L+0.750S+0.750W+H 2.0 0.0 n/a n/a n/a 0.9804 0.9804 0.490 Z-Z, +D+0.750Lr+0.750L+0.5250E+H 2.0 0.0 n/a n/a n/a 1.591 1.591 0.796 Z-Z, +D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.591 1.591 0.796 Z-Z, +0.60D+W+H 2.0 0.0 n/a n/a n/a 0.04583 0.04583 0.023 Z-Z, +0.60D+0.70E+H 2.0 0.0 n/a n/a n/a 0.860 0.860 0.430 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding 44 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed 4 MAR 2018, 1 41 PM General Footing File: CAUserslsyneylDesktopTROJECTStarlina'shame\Shuc\Calcicadinashomes.ec6 g ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : F1 Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Side ? or Top ? in12 in12 in12 k-ft X-X, +1.40D 1.314 +Z Bottom 0.26 Bending 0.31 12.131 OK X-X, +1.40D 1.314 -Z Bottom 0.26 Bending 0.31 12.131 OK X-X, +1.20D+0.5OLr+1.60L+1.60H 2.431 +Z Bottom 0.26 Bending 0.31 12.131 OK X-X, +1.20D+0.5OLr+1.60L+1.60H 2.431 -Z Bottom 0.26 Bending 0.31 12.1 1000 . OK X-X, +1.20D+1.60L+0.50S+1.60H 2.431 +Z Bottom 0.26 Bending O.Z1 • 12.1 4 • • • •01t • • • X-X, +1.20D+1.60L+0.50S+1.60H 2.431 -Z Bottom 0.26 Bending 011. • ; 12.131 . OK . • X-X, +1.20D+1.6OLr+0.50L 1.38 +Z Bottom 0.26 Bending 0.31 12.181 ' • • O.K. • • • X-X, +1.20D+1.6OLr+0.50L 1.38 -Z Bottom 0.26 Bending 0.1f':" 12.13 ' OK X-X, +1.20D+1.6OLr+0.80W 0.3933 +Z Bottom 0.26 Bending 0.81, • • • • 12,131 • 3:.. ; X-X,+1.20D+1.6OLr+0.80W 0.3933 -Z Bottom 0.26 Bending 0.31P.•. 12.191 40K • X-X, +1.20D+0.50L+1.60S 1.38 +Z Bottom 0.26 Bending O.%... 12.13f 'C" • X-X, +1.20D+0.50L+1.60S 1.38 -Z Bottom 0.26 Bending 0.31 12.13 ' • • X-X, +1.20D+1.60S+0.80W 0.3933 +Z Bottom 0.26 Bending 0.3f:@*: 12.13 :' : OK X-X,+1.20D+1.60S+0.80W 0.3933 -Z Bottom 0.26 Bending 0.310 •• 12.131`• X-X, +1.20D+0.5OLr+0.50L+1.60W 0.08483 +Z Top 0.26 Bending 041.... • 12.131 • OK • X-X, +1.20D+0.5OLr+0.50L+1.60W 0.08483 -Z Top 0.26 Bending 0.F 12.131 "o a 9. X-X, +1.20D+0.50L+0.50S+1.60W X-X, +1.20D+0.50L+0.50S+1.60W 0.08483 0.08483 +Z Top Top 0.26 Bending 0. 1 12.1;1• • • • • pK -Z 0.26 Bending 0.11 .'. 12.1 1 • • • X-X, +1.20D+0.50L+0.20S+E 1.38 +Z Bottom 0.26 Bending 0.31• • • 12.1410 • • . OK ' X-X, +1.20D+0.50L+0.20S+E 1.38 -Z Bottom 0.26 Bending 0.31 . 12.131• • • OK X-X, +0.90D+1.60W+1.60H 0.1304 +Z Top 0.26 Bending 0.31 12.131 OK X-X, +0.90D+1.60W+1.60H 0.1304 -Z Top 0.26 Bending 0.31 12.131 OK X-X, +0.90D+E+1.60H 1.335 +Z Bottom 0.26 Bending 0.31 12.131 OK X-X, +0.90D+E+1.60H 1.335 -Z Bottom 0.26 Bending 0.31 12,131 OK Z-Z, +1.40D 2.335 -X Bottom 0.26 Bending 0.31 12.131 OK Z-Z, +1.40D 2.335 +X Bottom 0.26 Bending 0.31 12.131 OK Z-Z, +1.20D+0.5OLr+1.60L+1.60H 4,321 -X Bottom 0.26 Bending 0.31 12.131 OK Z-Z, +1.20D+0.5OLr+1.60L+1.60H 4.321 +X Bottom 0.26 Bending 0.31 12.131 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 4.321 -X Bottom 0.26 Bending 0.31 12.131 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 4.321 +X Bottom 0.26 Bending 0.31 12.131 OK Z-Z, +1.20D+1.6OLr+0.50L 2.454 -X Bottom 0.26 Bending 0.31 12.131 OK Z-Z, +1.20D+1.6OLr+0.50L 2.454 +X Bottom 0.26 Bending 0.31 12.131 OK Z-Z, +1.20D+1.6OLr+0.80W 0.6992 -X Bottom 0.26 Bending 0.31 12.131 OK Z-Z, +1.20D+1.6OLr+0.80W 0.6992 +X Bottom 0.26 Bending 0.31 12.131 OK Z-Z, +1.20D+0.50L+1.60S 2.454 -X Bottom 0.26 Bending 0.31 12.131 OK Z-Z, +1.20D+0.50L+1.60S 2.454 +X Bottom 0.26 Bending 0.31 12.131 OK Z-Z, +1.20D+1.60S+0.80W 0.6992 -X Bottom 0.26 Bending 0.31 12.131 OK Z-Z, +1.20D+1.60S+0.80W 0.6992 +X Bottom 0.26 Bending 0.31 12.131 OK Z-Z, +1.20D+0.5OLr+0.50L+1.60W 0.1508 -X Top 0.26 Bending 0.31 12.131 OK Z-Z, +1.20D+0.5OLr+0.50L+1.60W 0.1508 +X Top 0.26 Bending 0.31 12.131 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0.1508 -X Top 0.26 Bending 0.31 12.131 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0.1508 +X Top 0.26 Bending 0.31 12.131 OK Z-Z, +1.20D+0.50L+0.20S+E 2.454 -X Bottom 0.26 Bending 0.31 12.131 OK Z-Z, +1.20D+0.50L+0.20S+E 2.454 +X Bottom 0.26 Bending 0.31 12.131 OK Z-Z, +0.90D+1.60W+1.60H 0.2318 -X Top 0.26 Bending 0.31 12.131 OK Z-Z, +0.90D+1.60W+1.60H 0.2318 +X Top 0.26 Bending 0.31 12.131 OK Z-Z, +0.90D+E+1.60H 2.373 -X Bottom 0.26 Bending 0.31 12.131 OK Z-Z, +0.90D+E+1.60H 2.373 +X Bottom 0.26 Bending 0.31 12.131 OK One Way Shear Load Combination... Vu @ •X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D 13.264 psi 13.264 psi 8.218 psi 8.218 psi 13.264 psi 82.158 psi 0.1614 OK +1.20D+0.5OLr+1.60L+1.60H 24.545 psi 24.545 psi 15.207 psi 15.207 psi 24.545 psi 82.158 psi 0.2987 OK +1.20D+1.60L+0.50S+1.60H 24.545 psi 24.545 psi 15.207 psi 15.207 psi 24.545 psi 82.158 psi 0.2987 OK +1.20D+1.6OLr+0.50L 13.939 psi 13.939 psi 8.636 psi 8.636 psi 13.939 psi 82.158 psi 0.1697 OK +1.20D+1.6OLr+0.80W 3.972 psi 3.972 psi 2.461 psi 2.461 psi 3.972 psi 82.158 psi 0.04834 OK +1.20D+0.50L+1.60S 13.939 psi 13.939 psi 8,636 psi 8.636 psi 13.939 psi 82.158 psi 0.1697 OK +1.20D+1.60S+0.80W 3.972 psi 3.972 psi 2.461 psi 2.461 psi 3.972 psi 82.158 psi 0.04834 OK +1.20D+0.5OLr+0.50L+1.60W 0.8566 psi 0.8566 psi 0.5307 psi 0.5307 psi 0.8566 psi 82.158 psi 0.01043 OK +1.20D+0.50L+0.50S+1.60W 0.8566 psi 0.8566 psi 0.5307 psi 0.5307 psi 0.8566 psi 82.158 psi 0.01043 OK +1.20D+0.50L+0.20S+E 13.939 psi 13.939 psi 8.636 psi 8.636 psi 13.939 psi 82.158 psi 0.1697 OK +0.90D+1.60W+1.60H 1.317 psi 1.317 psi 0.8157 psi 0.8157 psi 1.317 psi 82.158 psi 0.01603 OK +0.90D+E+1.60H 13.479 psi 13.479 psi 8.351 psi 8.351 psi 13.479 psi 82.158 psi 0.1641 OK 45 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed4 MAR 2018, t:41PM General Footing File: C:\Userslsyney\Desktop\PROJECTS\cadina's home),Struc\Calc\cadinas hornes.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : F1 Punching Shear Load Combination... +1.40D +1.20 D+0. 50 L r+1.60 L+1.60 H +1.20 D+1. 60 L+0. 50 S+1.60 H +1.20D+1.60Lr+0.50L +1.20D+1.60Lr+0.80W +1.20D+0.50L+1.60S +1.20D+1.60S+0.80W +1. 20 D+0. 50 L r+0. 50 L+1. 6 0 W +1.20 D+0. 50 L+0.50 S+1.60 W +1.20 D+0. 50 L+0.20 S+E +0.90D+1.60W+1.60H +0.90D+E+1.60H Vu 41.062 psi 75.982 psi 75.982 psi 43.151 psi 12.294 psi 43.151 psi 12.294 psi 2.652 psi 2.652 psi 43.151 psi 4.076 psi 41.727 psi Phi*Vn 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi Vu I Phi*Vn 0.2499 0.4624 0.4624 0.2626 0.07482 0.2626 0,07482 • • 0.01614 •' 0.01614 •••••• 0.2626 ...:.. 0.0248 0.2539 • All units k Status OK OK OK OK .••• OK OK • .' OK • •. •• OK.•.••• • OK• • OK:*••00 ...•.. . K .... • . . • • • • . ....•• •...•• • • 46 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 Printed 4 MAR 2018, 1:42PM General Footing File:C:\UserslsyneylDesktoplPROJECTS\cadina'shomelStruclCalckwinashomes.ec6 g ENERCALC. INC.1983-2011. Build:6.11.6.23. Ver.6.11.6.23 Description : F2 General Information Material Properties f c : Concrete 28 day strength = 3.0 ksi fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf N Values Flexure = 0.90 Shear = 0.750 Analysis Settings Min Steel % Bending Reinf. = 0.00140 Min Allow % Temp Reinf. = 0.00180 Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Add Ftg Wt for Soil Pressure Yes Use ftg wt for stability, moments & shears : Yes Include Pedestal Weight as DL No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 3.750 ft Footing Thicknes = 12.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Sizf = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatiomg Z-Z Axis # Bars required within zone 96 8 % # Bars required on each side of zone 3.2 % Applied Loads Calculations per ACI 318.08, IBC 2009, CBC 2010, ASCE 7-05 Soil Design Values Allowable Soil Bearing = 2.0 ksf Increase Bearing By Footing Weight = No Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth **;so ' Footing base depth below soil surface • Allowable pressure increase per foot of depgo... when footing base is below = • Increases based on footing plan dimension • • • • Allowable pressure increase per foot of dep" • .' when maximum length or width is greal%J,.. •••• 47 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 Printed4 MAR 2018, 1 42PM General Footing File: C:%Users%syney%Desktop%PROJECTSIcarlina'shome\Shuc\CaIcicarlinashomes.ec6 g ENERCALC. INC.1983-2011. Buiki:6.11.6.23, Ver.6.11.6.23 Description : F2 DESIGN SUMMARY Min. Ratio a- • Item Applied Capacity Governing Load Combination PASS 0.3362 Soil Bearing 0.6723 ksf 2.0 ksf PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft PASS n/a Sliding - X-X 0.0 k 0.0 k PASS nla Sliding - Z-Z 0.0 k 0.0 k PASS 1.301 Uplift -4.760 k 6.195 k PASS 0.1131 Z Flexure (+X) 1.461 k-ft 12.910 k-ft PASS 0.1131 Z Flexure (-X) 1.461 k-ft 12.910 k-ft PASS 0.1058 X Flexure (+Z) 1.284 k-ft 12.131 k-ft PASS 0.1058 X Flexure (-Z) 1.284 k-ft 12.131 k-ft PASS 0.1010 1-way Shear (+X) 8.296 psi 82.158 psi PASS 0.1010 1-way Shear (-X) 8.296 psi 82.158 psi PASS 0.09466 1-way Shear (+Z) 7.777 psi 82.158 psi PASS 0.09466 1-way Shear (-Z) 7,777 psi 82.158 psi PASS 0.1976 2-way Punching 32.462 psi 164.32 psi Detailed Results +D+L+H No Overturning No Overturning No Sliding • • • • NoSiidin%a •••• ••••;• +0.68D,04* • • +1.29D40!6@k+1.60L4.@0l`+ • • • •: • +1.24D40. k+1.60L+1.60H • +1.20D oWLr+1.60L•1.60F* • • +1.211Wk@l r+1.60L*1 60H • • • • • • +1.244'n06G6r+1.60L+1R60ki• • • • • • • +1.2QDr kQLr+1.60L+1,6011 : • • • • • • +1.2("V4Qlr+1.60L+1.60}t • • +1.2T+0.5012+1.60L,61.60H6 • • s o • +1.2Qp+0.5QLr+1.60L4fb0i1• • . • .. • of • Soil Bearing * • • Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X, +D 2.0 nla 0.0 0.4283 0.4283 n/a n/a 0.214 X-X, +D+L+H 2.0 n/a 0.0 0.6723 0.6723 n/a nla 0.336 X-X, +D+Lr+H 2.0 n/a 0.0 0.5843 0.5843 n/a n/a 0.292 X-X, +D+S+H 2.0 n/a 0.0 0.5843 0.5843 n/a n/a 0.292 X-X, +D+0.750Lr+0.750L+H 2.0 n/a 0.0 0.6503 0.6503 n/a n/a 0.325 X-X, +D+0.750L+0.750S+H 2.0 n/a 0.0 0.6503 0.6503 n/a n/a 0.325 X-X, +D+W+H 2.0 n/a 0.0 0.2670 0.2670 n/a n/a 0.134 X-X, +D+0.70E+H 2.0 n/a 0.0 0.5843 0.5843 n/a n/a 0.292 X-X, +D+0.750Lr+0.750L+0.750W+H 2.0 n/a 0.0 0.4123 0.4123 n/a n/a 0.206 X-X, +D+0.750L+0.750S+0.750W+H 2.0 nla 0.0 0.4123 0.4123 n/a n/a 0.206 X-X, +D+0.750Lr+0.750L+0.5250E+H 2.0 n/a 0.0 0.6503 0.6503 n/a n/a 0,325 X-X, +D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 0.6503 0.6503 n/a n/a 0.325 X-X, +0.60D+W+H 2.0 n/a 0.0 0.09567 0.09567 n/a n/a 0.048 X-X, +0.60D+0.70E+H 2.0 n/a 0.0 0.4130 0.4130 n/a n/a 0.207 Z-Z, +D 2.0 0.0 n/a n/a n/a 0.4283 0.4283 0.214 Z-Z, +D+L+H 2.0 0.0 n/a n/a n/a 0.6723 0.6723 0.336 Z-Z, +D+Lr+H 2.0 0.0 n/a n/a n/a 0.5843 0.5843 0.292 Z-Z, +D+S+H 2.0 0.0 n/a n/a n/a 0.5843 0.5843 0.292 Z-Z, +D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 0.6503 0.6503 0.325 Z-Z, +D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 0.6503 0.6503 0.325 Z-Z, +D+W+H 2.0 0.0 n/a n/a n/a 0.2670 0.2670 0.134 Z-Z, +D+0.70E+H 2.0 0.0 n/a n/a n/a 0.5843 0.5843 0.292 Z-Z, +D+0.750Lr+0.750L+0.750W+H 2.0 0.0 n/a n/a n/a 0.4123 0.4123 0.206 Z-Z, +D+0.750L+0.750S+0.750W+H 2.0 0.0 n/a n/a n/a 0.4123 0.4123 0.206 Z-Z, +D+0.750Lr+0.750L+0.5250E+H 2.0 0.0 n/a n/a n/a 0.6503 0.6503 0.325 Z-Z, +D+0.750L+0.750S+0.5250E+H 2.0 0.0 nla n/a n/a 0.6503 0.6503 0.325 Z-Z, +0.60D+W+H 2.0 0.0 n/a n/a n/a 0.09567 0.09567 0.048 Z-Z, +0.60D+0.70E+H 2.0 0.0 n/a n/a n/a 0.4130 0.4130 0.207 Overturning Stability Rotation Axis & Load Combination... overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding 48 of 68 Title Block Line 1 Title: Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed: 4 MAR 202, 1:42PM General Footing File:C:\Userslsyney'Desktop\PROJECTS\cadina'shome\StrucZaklcarlinashomes.ec6 g ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : F2 Footing Flexure Flexure Axis 8 Load Combination Mu Which k-ft Side ? Tension @ Bot. As Req'd or Top ? in"2 Gvrn. As in12 Actual As Phi*Mn inA2 k-ft Status X-X, +1.40D 0.6971 +Z Bottom 0.26 Bending 0.31 12.131 OK X-X, +1.40D 0.6971 -Z Bottom 0.26 Bending 0.31 12.131 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 1.284 +Z Bottom 0.26 Bending 0.31 12.131 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.284 -Z Bottom 0.26 Bending 0.31 12.Fj,�9I60• OK X-X, +1.20D+1.60L+0.50S+1.60H 1.284 +Z Bottom 0.26 Bending 031 , 12.134 • • • •Oft • • • X-X, +1.20D+1.60L+0.50S+1.60H 1.284 -Z Bottom 0.26 Bending 0431 • ; 12.13J , • OK* X-X, +1.20D+1.60Lr+0.50L 0.6749 +Z Bottom 0.26 Bendinq • 0.31 12.*1J • • • • qql� •6K • • • X-X, +1.20D+1.60Lr+0.50L 0.6749 -Z Bottom 0.26 Bending 0.'3T * ; • • 12.131 • X-X, +1.20D+1.60Lr+0.80W 0.1514 +Z Bottom 0.26 Bending 0.8+ • • • • 12.131 • *(" 0 a: X-X, +1.20D+1.60Lr+0.80W 0.1514 -Z Bottom 0.26 Bending 0.31,. • 12.161 • OOK • X-X, +1.20D+0.50L+1.60S 0.6749 +Z Bottom 0.26 Bending 0.111 12. *1 * a0K • • X-X, +1.20D+0.50L+1.60S 0.6749 -Z Bottom 0.26 Bending • • •" 0.3f 12.1311 �OK� X-X, +1.20D+1.60S+0.80W 0.1514 +Z Bottom 0.26 Bending 0.1? 12.l ai V: • • X-X, +1.20D+1.60S+0.80W 0.1514 -Z Bottom 0.26 Bending 0.81• • • 12.13T • , *M *: * X-X, +1.20D+0.50Lr+0.50L+1.60W 0.2175 +Z Top 0.26 Bending 0.31.999• 12.131 • OK • X-X, +1.20D+0.50Lr+0.50L+1.60W 0.2175 -Z Top 0.26 Bending 0.,j,* ; 12.131 , QK,,: • X-X, +1.20D+0.50L+0.50S+1.60W 0.2175 +Z Top 0.26 Bending 0.31 12.111? • • • • pK X-X, +1.20D+0.50L+0.50S+1.60W 0,2175 -Z Top 0.26 Bending 0Z , *, 12.1 1 00 • • X-X, +1.20D+0.50L+0.20S+E 0.6749 +Z Bottom 0.26 Bending 0.31• • • 12.1 t • •, tK X-X, +1.20D+0.50L+0.20S+E 0.6749 -Z Bottom 0.26 Bending 0.31 12.1 1a • • OK X-X, +0.90D+1.60W+1.60H 0.005507 +Z Top 0.26 Bending 0.31 12.131 OK X-X, +0.90D+1.60W+1.60H 0.005507 -Z Top 0.26 Bending 0.31 12.131 OK X-X, +0.90D+E+1.60H 0.8868 +Z Bottom 0.26 Bending 0.31 12.131 OK X-X, +0.90D+E+1.60H 0.8868 -Z Bottom 0.26 Bending 0.31 12.131 OK Z-Z, +1.40D 0.7932 -X Bottom 0.26 Bending 0.33 12.91 OK Z-Z, +1.40D 0.7932 +X Bottom 0.26 Bending 0.33 12.91 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 1.461 -X Bottom 0.26 Bending 0.33 12.91 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 1.461 +X Bottom 0.26 Bending 0.33 12.91 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 1.461 -X Bottom 0.26 Bending 0.33 12.91 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 1.461 +X Bottom 0.26 Bending 0.33 12.91 OK Z-Z, +1.20D+1.60Lr+0.50L 0.7679 -X Bottom 0.26 Bending 0.33 12.91 OK Z-Z, +1.20D+1.60Lr+0.50L 0.7679 +X Bottom 0.26 Bending 0.33 12.91 OK Z-Z, +1.20D+1.60Lr+0.80W 0.1722 -X Bottom 0.26 Bending 0.33 12.91 OK Z-Z, +1.20D+1.60Lr+0.80W 0.1722 +X Bottom 0.26 Bending 0.33 12.91 OK Z-Z, +1.20D+0.50L+1.60S 0.7679 -X Bottom 0.26 Bending 0.33 12.91 OK Z-Z, +1.20D+0.50L+1.60S 0.7679 +X Bottom 0.26 Bending 0.33 12.91 OK Z-Z, +1.20D+1.60S+0.80W 0.1722 -X Bottom 0.26 Bending 0.33 12.91 OK Z-Z, +1.20D+1.60S+0.80W 0.1722 +X Bottom 0.26 Bending 0.33 12.91 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.2474 -X Top 0.26 Bending 0.33 12.91 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.2474 +X Top 0.26 Bending 0.33 12.91 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0.2474 -X Top 0.26 Bending 0.33 12.91 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0.2474 +X Top 0.26 Bending 0.33 12.91 OK Z-Z, +1.20D+0.50L+0.20S+E 0.7679 -X Bottom 0.26 Bending 0.33 12.91 OK Z-Z, +1.20D+0.50L+0.20S+E 0.7679 +X Bottom 0.26 Bending 0.33 12.91 OK Z-Z, +0.90D+1.60W+1.60H 0.006266 -X Top 0.26 Bending 0.33 12.91 OK Z-Z, +0.90D+1.60W+1.60H 0.006266 +X Top 0.26 Bending 0.33 12.91 OK Z-Z, +0.90D+E+1.60H 1.009 -X Bottom 0.26 Bending 0.33 12.91 OK Z-Z, +0.90D+E+1.60H 1.009 +X Bottom 0.26 Bending 0.33 12.91 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 4.505 psi 4.505 psi 4.224 psi 4.224 psi 4.505 psi 82.158 psi 0.05484 OK +1.20D+0.50Lr+1.60L+1.60H 8.296 psi 8.296 psi 7.777 psi 7.777 psi 8.296 psi 82.158 psi 0.101 OK +1.20D+1.60L+0.50S+1.60H 8.296 psi 8.296 psi 7.777 psi 7.777 psi 8.296 psi 82.158 psi 0.101 OK +1.20D+1.60Lr+0.50L 4.361 psi 4.361 psi 4.089 psi 4.089 psi 4.361 psi 82.158 psi 0.05309 OK +1.20D+1.60Lr+0.80W 0.9783 psi 0.9783 psi 0.9172 psi 0.9172 psi 0.9783 psi 82.158 psi 0.01191 OK +1.20D+0.50L+1.60S 4.361 psi 4.361 psi 4.089 psi 4.089 psi 4.361 psi 82.158 psi 0.05309 OK +1.20D+1.60S+0.80W 0.9783 psi 0.9783 psi 0.9172 psi 0.9172 psi 0.9783 psi 82.158 psi 0.01191 OK +1.20D+0.50Lr+0.50L+1.60W 1.405 psi 1.405 psi 1.318 psi 1.318 psi 1.405 psi 82.158 psi 0.01711 OK +1.20D+0.50L+0.50S+1.60W 1.405 psi 1.405 psi 1.318 psi 1.318 psi 1.405 psi 82.158 psi 0.01711 OK +1.20D+0.50L+0.20S+E 4.361 psi 4.361 psi 4.089 psi 4.089 psi 4.361 psi 82.158 psi 0.05309 OK +0.90D+1.60W+1.60H 0.03559 psi 0.03559 psi 0.03336 psi 0.03336 psi 0.03559 psi 82.158 psi 0.000433 OK +0.90D+E+1.60H 5.731 psi 5.731 psi 5.373 psi 5.373 psi 5.731 psi 82.158 psi 0.06976 OK 49 of 68 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 General Footing Description : F2 Punching Shear Load Combination... +1.40D +1.20 D+0. 50 L r+1. 60 L+1.60 H +1.20 D+1.60 L+0.50 S+1.60 H +1.20D+1.60Lr+0.50L +1.20D+1.60Lr+0.80W +1.20D+0.50L+1.60S +1.20D+1.60S+0.80W +1.20D+0.50Lr+0.50L+1.60W +1.20D+0.50L+0.50S+1.60W +1.20D+0.50L+0.20S+E +0.90D+1.60W+1.60H +0.90D+E+1.60H Vu 17.63 psi 32.462 psi 32.462 psi 17.067 psi 3.828 psi 17.067 psi 3.828 psi 5.499 psi 5.499 psi 17,067 psi 0.1393 psi 22,427 psi Title: Job # Dsgnr: Project Desc.: Project Notes Printed: 4 MAR 2018, 1:42PM File: C:1Userslsyney\Desktop\PROJECTSIcadina's home\Struc\Calcicarlinas homes.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Phi*Vn 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi Vu I Phi*Vn 0.1073 0.1976 .•. 0.1976 • • • 0.1039 ...... 0.0233 ...;.. 0.1039 0.0233 . " • . 0.03347 • • • • 0.03347 ...... 0.1039 ..•..' 0.000848 0.1365go All units k Status OK •••• OK • • OK • .. .. OK ...... OK • OK ;••••: :...:. OOK •.�..• . �.. OK ..... OK OK . OK .• 50 of 68 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Combined Footing Description : F4 General Information Material Properties fc : Concrete 28 day strength 3 ksi fy : Rebar Yield 60 ksi Ec : Concrete Elastic Modulus 3122 ksi Concrete Density 145 pcf Phi Values Flexure : 0.9 Shear: 0.75 Soil Information Allowable Soil Bearing 2 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf (Uses entry for "Footing base depth below soil surface" for force) Coefficient of Soil/Concrete Friction 0.3 Dimensions & Reinforcing Title : Job # Dsgnr: Project Desc.: Project Notes Printed: 4 MAR 2018, 10:10PM File: C:1Users1syrleylDesktoplPROJECTSIcadina's homelStruclCa-lcadinas homes.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Calculations per ACI 318.08, IBC 2009, CBC 2010, ASCE 7.05 ft ft AnalysislDesign Settings Calculate footing weight as dead load ? Yes Calculate Pedestal weight as dead load ?• . No Min Steel % Bending Reinf (based on'd')• • • Min Allow % Temp Reinf (based on thick) • • Min. Overturning Safety Factor Min. Sliding Safety Factor • • • •" Soil Bearing Increase • • • • • Footing base depth below soil surface • • • • • • Increases based on footing Depth .... .. . • • Allowable pressure increase per foot • • • • when base of footing is below • . • Increases based on footing Width ... ' Allowable pressure increase per foot • when maximum length or width is greater tRan.' Maximum Allowed Bearing Pressure (A value of zero implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth 8 width increases as specified by user.) 2.0 ksf 0.0g14 • • 0.901 1 �1 ft ksf ksf • ' • {f . �1A�Csf. • Distance Left of Column #1 = 0.0g14 • • 0.901 1 �1 ft ksf ksf • ' • {f . �1A�Csf. • Distance Left of Column #1 = 1.750 ft Pedestal dimensions... Col #1 Col #2 As As Between Columns = 2.250 ft Sq. Dim. = 12 12 in Bars left of Col #1 Count Size # Actual Req'd Distance Right of Column #2 = 1.750 ft Height = in Bottom Bars 5.0 5 1.550 1.382 in^2 Total Footing Length = 5.750 ft Top Bars 5.0 5 1.550 1.382 in^2 Bars Btwn Cols Footing Width = 4.0 ft Bottom Bars 5.0 5 1.550 1.382 in^2 Footing Thickness = 16.0 in Top Bars 5.0 5 1.550 1.382 in^2 Bars Right of Col #2 Rebar Center to Concrete Ede To 9 @ p = 3 in Bottom Bars 5.0 5 1.550 1.382 in^2 Rebar Center to Concrete Edge @Bottom = 3 in Top Bars 5.0 5 1.550 1.382 in^2 Applied Loads Applied @Left Column D Lr L S W E H Axial Load Downward = 4.580 3.10 -5.260 k Moment (+CW) = k- sees 6,y6 545 _ S-#5 3N5 5-1f5 51 of 68 Title Block Line 1 Title: Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing 8 Project Notes Title Block" selection. Title Block Line 6 Printed 4 MAR 2016, 1010PM Combined Footing File: C:\Users\syney\Desktop\PROJECTS\cadina'shome\Struc\Cak:\cadinashomes .ec6 9 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : F4 DESIGN SUMMARY �' • Ratio Item Applied Capacity Governing Load Combination PASS 0.5157 Soil Bearing 1.031 ksf 2.0 ksf +D+L+H • • .... •. • PASS 1.020 Overturning 26.990 k-ft 27.521 k-ft 0.6D+W . • • . PASS No Sliding Sliding 0.0 k 4.504 k No Sliding ' • • • 0 • . ; ....:. PASS 1.060 Uplift 8.660 k 9.184 k 0.6D+W "' : • 0 • PASS 0.06123 1-way Shear - Col #1 5.031 psi 82.158 psi ...... +1.40D ...... • ' PASS 0.09945 1-way Shear - Col #2 8.170 psi 82.158 psi +1.20D+0.5QI r+{90k.+1.60H; •.. .... • PASS 0.02562 2-way Punching - Col #1 4.210 psi 164.32 psi +1.20D+0.50 1-r+1+6Q�+1.60H .. • • • • • • PASS 0.02935 2-way Punching - Col #2 4.822 psi 164.32 psi +1.20D+0.5aLr-*1.60t+1.60H' ..' • • • • • • PASS 0.000103 Flexure - Left of Col #1- Top -0.009048 k-ft 88.025 k-ft +1.40D ...... • • PASS 0.01679 Flexure - Left of Col #1 - Bottom 1.478 k-ft 88.025 k-ft +1.40D • •' • " PASS 0.02165 Flexure - Between Cols - Top -1.905 k-ft 88.025 k-ft +0.90D+1.60WV+1.69H 0.... • • PASS 0.03830 Flexure - Between Cols - Bottom 3.371 k-ft 88.025 k-ft +1.20D+0.50t:J.604+1.60H .. • ' PASS 0.009105 Flexure - Right of Col #2 - Top -0.8014 k-ft 88.025 k-ft +0.90D+1.60W+1.60H • • ' PASS 0.01545 Flexure - Right of Col #2 - Bottom 1.360 k-ft 88.025 k-ft +1.20D+0.50Lr+1.60L+1.60H Soil Bearing Load Combination... Total Bearing Eccentricity from Ftg CL Actual Soil Bearing Stress @ Left Edge @ Right Edge Allowable Actual I Allow Ratio +D 15.30 k -0.122 in 0.75 ksf 0.58 ksf 2.00 ksf 0.375 +D+L+H 19.87 k -0.186 in 1.03 ksf 0.70 ksf 2.00 ksf 0.516 +D+0.750Lr+0.750L+H 18.73 k -0.173 in 0.96 ksf 0.67 ksf 2.00 ksf 0.481 +D+0.750L+0.750S+H 18.73 k -0.173 in 0.96 ksf 0.67 ksf 2.00 ksf 0.481 +D+W+H 6.64 k 0.034 in 0.28 ksf 0.30 ksf 2.00 ksf 0.150 +D+0.750Lr+0.750L+0.750W+H 12.24 k -0.137 in 0.61 ksf 0.46 ksf 2.00 ksf 0.304 +D+0.750L+0.750S+0.750W+H 12.24 k -0.137 in 0.61 ksf 0.46 ksf 2.00 ksf 0.304 +D+0.750Lr+0.750L+0.5250E+H 18.73 k -0.173 in 0.96 ksf 0.67 ksf 2.00 ksf 0.481 +D+0.750L+0.750S+0.5250E+H 18.73 k -0.173 in 0.96 ksf 0.67 ksf 2.00 ksf 0.481 +0.60D+W+H 0.52 k 1.859 in 0.00 ksf 0.09 ksf 2.00 ksf 0.043 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overtuming Resisting Ratio Overturning Resisting Ratio D 0.00 0.00 999.000 0.00 0.00 999.000 D+L 0.00 0.00 999.000 0.00 0.00 999.000 0.6D+L+W 22.81 36.59 1.604 26.99 42.49 1.574 0.6D+W 22.81 25.28 1.109 26.99 27.52 1.020 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D 0.00 k 4.50 k 999 D+L 0.00 k 5.87 k 999 0.6D+L+W 0.00 k 1.48 k 999 0.6D+W 0.00 k 0.10 k 999 Footing Flexure - Maximum Values for Load Combination Load Combination... Mu Distance from left Tension Side As Req'd Governed by Actual As Phi*Mn Mu I PhiMn 0.6D+W 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +1.40D -0.003 0.019 Top 1.382 Min. Percent 1.550 88.025 0.000 +1.40D -0.006 0.038 Top 1.382 Min. Percent 1,550 88.025 0.000 +1.40D -0.008 0.058 Top 1.382 Min. Percent 1.550 88.025 0.000 +1.40D -0.009 0.077 Top 1.382 Min. Percent 1.550 88.025 0.000 +1.40D -0.009 0.096 Top 1.382 Min. Percent 1,550 88.025 0.000 +1.40D -0.008 0.115 Top 1.382 Min. Percent 1.550 88.025 0.000 +1.40D -0.007 0.134 Top 1.382 Min. Percent 1.550 88.025 0.000 +1.40D -0.004 0.153 Top 1.382 Min. Percent 1.550 88.025 0.000 +1.40D -0.001 0,173 Top 1.382 Min. Percent 1.550 88.025 0.000 +1.40D 0.003 0.192 Bottom 1.382 Min. Percent 1.550 88.025 0.000 +1.40D 0.008 0.211 Bottom 1.382 Min. Percent 1.550 88.025 0.000 +1.40D 0.014 0.230 Bottom 1.382 Min. Percent 1,550 88.025 0.000 52 of 68 Title Block Line 1 Title: Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 P inted: 4 MAR 2018, 1010PM Combined FootingHe:C:lUserslsyneylDesktoplPROJECTSicadina'shome\StruclCal6carlinashomes.ec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : F4 Footing Flexure - Maximum Values for Load Combination Distance Load Combination... Mu from left Tension Side As Req'd Governed by Actual As Phi*M m • • Mu I PhiMn +1.40D 0.020 0.249 Bottom 1.382 Min. Percent . 1.550 Mb • 0.00e - - +1.40D 0.027 0.268 Bottom 1.382 Min. Percent • 1. 50 ; 88.025 0.000 • +1.40D 0,036 0.288 Bottom 1.382 Min. Percent 450 Bug O.OQ4..;. +1.40D 0.045 0.307 Bottom 1.382 Min. Percent • 4.147' 88b15 0.001 +1.40D 0.055 0.326 Bottom 1.382 Min. Percent 04.65000 88.026 0.001... +1.40D 0.065 0.345 Bottom 1.382 Min. Percent 1.5" 89.025 • 0.0t11 ' +1.40D 0.077 0.364 Bottom 1.382 Min. Percent • 1. 0 8$.UZS " 0.001. • • • +1.40D 0.089 0.383 Bottom 1.382 Min. Percent 'i. 88.Q25 0.041.:..' +1.40D 0.102 0.403 Bottom 1.382 Min. Percent 't.190'; � � 86. 2� • 0.001 +1.40D 0.116 0.422 Bottom 1.382 Min. Percent .1e 50• 88.C25 ' 0.OM* +1.40D 0.131 0.441 Bottom 1.382 Min. Percent .1.W* 88.025• 0.001 •. +1.40D 0.147 0.460 Bottom 1.382 Min. Percent •1.55®• 84025 0.002• • • • - +1.40D 0.163 0.479 Bottom 1.382 Min. Percent '1.550 • . 8&4260' • 0.00� . +1.40D 0.180 0.498 Bottom 1.382 Min. Percent ; .55pp' . 8g025 O.00Q • • • • 0 +1.40D 0.198 0.518 Bottom 1.382 Min. Percent 1.66b 8%N5.' . 0.002 +1.40D 0.217 0.537 Bottom 1.382 Min. Percent 1.550 88.021 • 0.002 +1.40D 0.237 0.556 Bottom 1.382 Min. Percent 1.550 88.025 0.003 +1.40D 0.258 0.575 Bottom 1.382 Min. Percent 1.550 88.025 0.003 +1.40D 0.279 0.594 Bottom 1.382 Min. Percent 1.550 88.025 0.003 +1.40D 0.301 0.613 Bottom 1.382 Min. Percent 1,550 88.025 0.003 +1.40D 0.324 0.633 Bottom 1.382 Min. Percent 1.550 88.025 0.004 +1.40D 0.348 0.652 Bottom 1.382 Min. Percent 1.550 88.025 0.004 +1.40D 0.372 0.671 Bottom 1.382 Min. Percent 1.550 88.025 0.004 +1.40D 0.398 0.690 Bottom 1,382 Min. Percent 1.550 88.025 0.005 +1.40D 0.424 0.709 Bottom 1.382 Min. Percent 1.550 88.025 0.005 +1.40D 0.451 0.728 Bottom 1.382 Min. Percent 1.550 88.025 0.005 +1.40D 0.478 0.748 Bottom 1.382 Min. Percent 1.550 88.025 0.005 +1.40D 0.507 0.767 Bottom 1.382 Min. Percent 1.550 88.025 0.006 +1.40D 0.536 0.786 Bottom 1.382 Min. Percent 1.550 88.025 0.006 +1.40D 0.567 0.805 Bottom 1.382 Min. Percent 1.550 88.025 0.006 +1.40D 0.597 0.824 Bottom 1.382 Min. Percent 1.550 88.025 0.007 +1.40D 0.629 0.843 Bottom 1.382 Min. Percent 1.550 88.025 0.007 +1.40D 0.662 0.863 Bottom 1.382 Min. Percent 1.550 88.025 0.008 +1.40D 0.695 0.882 Bottom 1.382 Min. Percent 1.550 88.025 0.008 +1.40D 0.729 0.901 Bottom 1.382 Min. Percent 1,550 88.025 0.008 +1.40D 0.764 0.920 Bottom 1.382 Min. Percent 1.550 88.025 0.009 +1.40D 0.800 0.939 Bottom 1.382 Min. Percent 1.550 88.025 0.009 +1.40D 0.836 0.958 Bottom 1.382 Min. Percent 1.550 88.025 0.010 +1.40D 0.874 0.978 Bottom 1.382 Min. Percent 1.550 88.025 0.010 +1.40D 0.912 0.997 Bottom 1.382 Min. Percent 1,550 88.025 0.010 +1.40D 0.951 1.016 Bottom 1.382 Min. Percent 1.550 88.025 0,011 +1.40D 0.990 1.035 Bottom 1.382 Min. Percent 1.550 88.025 0.011 +1.40D 1.031 1.054 Bottom 1.382 Min. Percent 1.550 88.025 0.012 +1.40D 1.072 1.073 Bottom 1.382 Min. Percent 1.550 88.025 0.012 +1.40D 1.114 1.093 Bottom 1.382 Min. Percent 1.550 88.025 0.013 +1.40D 1.157 1.112 Bottom 1.382 Min. Percent 1.550 88.025 0.013 +1.40D 1.200 1.131 Bottom 1.382 Min. Percent 1.550 88.025 0.014 +1.40D 1.244 1.150 Bottom 1.382 Min. Percent 1.550 88.025 0.014 +1.40D 1.289 1.169 Bottom 1.382 Min. Percent 1.550 88.025 0.015 +1.40D 1.335 1.188 Bottom 1.382 Min, Percent 1.550 88.025 0.015 +1.40D 1.382 1.208 Bottom 1.382 Min. Percent 1.550 88.025 0,016 +1.40D 1.429 1.227 Bottom 1.382 Min. Percent 1.550 88.025 0.016 +1.40D 1.478 1.246 Bottom 1.382 Min. Percent 1.550 88.025 0.017 +1.40D 1.526 1.265 Bottom 1.382 Min. Percent 1.550 88.025 0.017 +1.40D 1.573 1.284 Bottom 1.382 Min. Percent 1.550 88.025 0,018 +1.40D 1.618 1.303 Bottom 1.382 Min. Percent 1.550 88.025 0.018 +1.40D 1.662 1.323 Bottom 1,382 Min. Percent 1.550 88.025 0.019 +1.40D 1.704 1.342 Bottom 1.382 Min. Percent 1.550 88.025 0.019 +1.40D 1.745 1.361 Bottom 1.382 Min. Percent 1.550 88.025 0.020 +1.40D 1.784 1.380 Bottom 1.382 Min. Percent 1.550 88.025 0.020 +1.40D 1.821 1.399 Bottom 1.382 Min. Percent 1.550 88.025 0.021 +1.40D 1.858 1.418 Bottom 1,382 Min. Percent 1.550 88.025 0,021 +1.40D 1.892 1.438 Bottom 1.382 Min. Percent 1.550 88.025 0.021 +1.40D 1.925 1.457 Bottom 1.382 Min. Percent 1.550 88.025 0.022 53 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed: 4 MAR 2018, 10:10PM Re: C:lUseslsyney%DsktoplPROJECTS\cadina's homelSWc\Calcicadinas homes.ec6CORbl1@CFooting ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : F4 Footing Flexure • Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Wb1• • I& I PhiMn +1.40D 1.957 1.476 Bottom 1.382 Min. Percent . 1.559 8.9260 0.0aO 0 +1.40D 1.987 1.495 Bottom 1.382 Min. Percent • 88.025 . 0.023 • +1.40D 2.016 1,514 Bottom 1.382 Min. Percent � •950; 1.550 b$" 0.423..:. +1.40D 2.043 1.533 Bottom 1.382 Min. Percent *14W' •; 8 . 25 0.0 3 +1.40D 2.068 1.553 Bottom 1.382 Min. Percent • AOap • 88.02E 0.(�a... +1.40D 2.092 1.572 Bottom 1.382 Min. Percent J560 8$.02 0.024 ' +1.40D 2.115 1.591 Bottom 1.382 Min. Percent • ]] 4 • *of 0.0J4 • • • +1.40D 2.136 1.610 Bottom 1.382 Min. Percent 9.0 88 02 0.024:.. • +1.40D 2.155 1.629 Bottom 1,382 Min. Percent •T.33(l; 86%-2 0.0 +1.40D 2.173 1.648 Bottom 1.382 Min. Percent • 1.5" 88ti25 ' 0.0 • • • +1.40D 2.189 1.668 Bottom 1.382 Min. Percent .1.550.• 88.029 0.025 '. +1.40D 2.204 1.687 Bottom 1.382 Min. Percent :1.530 ; 89.025 . 0.025 .... +1.40D 2.217 1.706 Bottom 1.382 Min. Percent 1.550 811" •' 0.025 +1.40D 2.229 1.725 Bottom 1.382 Min. Percent ;1.55Q' . 88.025 0.096 • • • ; +1.40D 2.239 1.744 Bottom 1.382 Min. Percent 111.950 • 84ME2 ' . 0.0 +1.40D 2.247 1.763 Bottom 1.382 Min. Percent 1.550 88.825 0.026 +1.40D 2.255 1.783 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.40D 2.260 1.802 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.40D 2.264 1.821 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.40D 2.267 1.840 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.40D 2.267 1.859 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.40D 2.267 1.878 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.40D 2.265 1.898 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.40D 2.261 1.917 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.40D 2.255 1.936 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.40D 2.249 1.955 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.40D 2.240 1.974 Bottom 1.382 Min. Percent 1.550 88.025 0.025 +1.40D 2.230 1.993 Bottom 1.382 Min. Percent 1.550 88.025 0.025 +1.40D 2.219 2.013 Bottom 1.382 Min. Percent 1.550 88.025 0.025 +1.40D 2.206 2.032 Bottom 1.382 Min. Percent 1.550 88.025 0,025 +1.40D 2.191 2.051 Bottom 1.382 Min. Percent 1.550 88.025 0.025 +1.40D 2.175 2.070 Bottom 1.382 Min. Percent 1.550 88.025 0.025 +1.40D 2.157 2,089 Bottom 1.382 Min. Percent 1.550 88.025 0.025 +1.40D 2.138 2.108 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.40D 2.117 2.128 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.40D 2.094 2.147 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.40D 2.070 2.166 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.40D 2.045 2.185 Bottom 1.382 Min. Percent 1.550 88.025 0.023 +1.40D 2.018 2.204 Bottom 1.382 Min. Percent 1.550 88.025 0.023 +1.40D 1.989 2.223 Bottom 1.382 Min. Percent 1.550 88.025 0.023 +1.40D 1.959 2.243 Bottom 1.382 Min. Percent 1.550 88.025 0.022 +1.20D+0.50Lr+1.60L+1.60H 3.371 2.262 Bottom 1.382 Min. Percent 1.550 88.025 0.038 +1.20D+0:50Lr+1.60L+1.60H 3.319 2.281 Bottom 1.382 Min. Percent 1.550 88.025 0.038 +1.20D+0.50Lr+1.60L+1.60H 3.268 2.300 Bottom 1.382 Min. Percent 1.550 88.025 0.037 +1.20D+0.50Lr+1.60L+1.60H 3.218 2.319 Bottom 1.382 Min. Percent 1.550 88.025 0.037 +1.20D+0.50Lr+1.60L+1.60H 3.169 2.338 Bottom 1.382 Min. Percent 1.550 88.025 0.036 +1.20D+0.50Lr+1.60L+1.60H 3.121 2.358 Bottom 1.382 Min. Percent 1.550 88.025 0.035 +1.20D+0.50Lr+1.60L+1.60H 3.075 2.377 Bottom 1.382 Min. Percent 1.550 88.025 0.035 +1.20D+0.50Lr+1.60L+1.60H 3.029 2.396 Bottom 1.382 Min. Percent 1.550 88,025 0.034 +1.20D+0.50Lr+1.60L+1.601-1 2.985 2.415 Bottom 1.382 Min. Percent 1.550 88.025 0.034 +1.20D+0.50Lr+1.60L+1.60H 2.941 2.434 Bottom 1.382 Min. Percent 1.550 88.025 0.033 +1.20D+0.50Lr+1.60L+1.60H 2.899 2.453 Bottom 1.382 Min. Percent 1.550 88.025 0.033 +1.20D+0.50Lr+1.60L+1.60H 2.858 2.473 Bottom 1.382 Min. Percent 1.550 88.025 0.032 +1.20D+0.50Lr+1.60L+1.60H 2.818 2.492 Bottom 1.382 Min. Percent 1.550 88.025 0.032 +1.20D+0.50Lr+1.60L+1.60H 2.779 2.511 Bottom 1.382 Min. Percent 1.550 88,025 0.032 +1.20D+0.50Lr+1.60L+1.60H 2.741 2.530 Bottom 1.382 Min. Percent 1.550 88.025 0.031 +1.20D+0.50Lr+1.60L+1.60H 2.704 2.549 Bottom 1.382 Min. Percent 1.550 88.025 0.031 +1.20D+0.50Lr+1.60L+1.60H 2.668 2.568 Bottom 1.382 Min. Percent 1.550 88.025 0.030 +1.20D+0.50Lr+1.60L+1.60H 2.634 2.588 Bottom 1.382 Min. Percent 1.550 88.025 0.030 +1.20D+0.50Lr+1.60L+1.60H 2.600 2.607 Bottom 1.382 Min. Percent 1.550 88.025 0.030 +1.20D+0.50Lr+1.60L+1.60H 2.568 2.626 Bottom 1.382 Min. Percent 1.550 88.025 0.029 +1.20D+0.50Lr+1.60L+1.60H 2.536 2.645 Bottom 1.382 Min. Percent 1.550 88.025 0.029 +1.20D+0.50Lr+1.60L+1.60H 2.506 2.664 Bottom 1.382 Min. Percent 1.550 88.025 0,028 +1.20D+0.50Lr+1.60L+1.60H 2.477 2.683 Bottom 1.382 Min. Percent 1.550 88.025 0.028 54 of 68 Title Block Line 1 Title: Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed 4 MAR 2018, 10:10PM Combined FootingFile: C:\Users\syney\Desktop\PROJECTS\cadina's home\Struc\Calftadlnas homes.et� ENERCALC, INC.1983-2011, Build:6.11.6.23, Vec6.11.6.23 Description : F4 Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As P i•MIA • .Mu I PhiMn +1.20D+0.5OLr+1.60L+1.60H 2.449 2.703 Bottom 1.382 Min. Percent 1.50 86. 1 01029 • : • +1.20D+0.5OLr+1.60L+1.60H 2.421 2.722 Bottom 1.382 Min. Percent • 11 S5Ct U.025 • 0.028 • +1.20D+0.5OLr+1.60L+1.60H 2.395 2.741 Bottom 1.382 Min. Percent • 1.550 *4l125; , O.Q2�6 • • • +1.20D+0.5OLr+1.60L+1.60H 2.370 2.760 Bottom 1.382 Min. Percent "t.W 88.0 5 O.Q27 +1.20D+0.5OLr+1.60L+1.60H 2.346 2.779 Bottom 1.382 Min. Percent • •10.IAC • 88.025 0.9270 • • ; +1.20D+0.5OLr+1.60L+1.60H 2.323 2.798 Bottom 1.382 Min. Percent .1.560 $ Q?��i 0.026 +1.20D+0.5OLr+1.60L+1.60H 2.301 2.818 Bottom 1.382 Min. Percent • 1 y5Q' 1H 5 - OA26•". +1.20D+0.5OLr+1.60L+1.60H 2.281 2.837 Bottom 1.382 Min. Percent •1y 84025.. O.kNo • • +1.20D+0.5OLr+1.60L+1.60H 2.261 2.856 Bottom 1.382 Min. Percent . 15�{50 ' I�J:Ie: 08.026 O.C4.... +1.20D+0.5OLr+1.60L+1.60H 2.242 2.875 Bottom 1.382 Min. Percent • 01.55e 89.1r15 0.025 • +1.20b+0.5OLr+1.60L+1.60H 2.224 2.894 Bottom U82 Min. Percent .416" • 88.025 0.025 • +1.20D+0.5OLr+1.60L+1.60H 2.208 2.913 Bottom 1.382 Min. Percent • 1.550 ; &8.025 • O.tM6 • •" +1.20D+0.5OLr+1.60L+1.60H 2.192 2.933 Bottom 1.382 Min. Percent • 1.550 *'V HE • +1.20D+0.5OLr+1.60L+1.60H 2.178 2.952 Bottom 1.382 Min. Percent ;1.5!0. 88.025 • 0.0=$"' +1.20D+0.5OLr+1.60L+1.60H 2.164 2.971 Bottom 1.382 Min. Percent f.550 • U10% • 0.025 +1.20D+0.5OLr+1.60L+1.60H 2.152 2.990 Bottom 1.382 Min. Percent 1.550 88.025 • 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.140 3.009 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.130 3.028 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.120 3.048 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.112 3.067 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.104 3.086 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.098 3,105 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.093 3.124 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.088 3.143 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.085 3.163 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.083 3.182 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.081 3.201 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.081 3.220 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.082 3.239 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.083 3.258 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.086 3.278 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.090 3.297 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.094 3.316 Bottom 1.382 Min, Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.100 3.335 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.107 3.354 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.114 3.373 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.123 3.392 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.132 3,412 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.143 3.431 Bottom 1.382 Min. Percent 1.550 88.025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.155 3.450 Bottom 1.382 Min. Percent 1.550 88,025 0.024 +1.20D+0.5OLr+1.60L+1.60H 2.167 3.469 Bottom 1.382 Min. Percent 1.550 88.025 0.025 +1.20D+0.5OLr+1.60L+1.60H 2.181 3.488 Bottom 1.382 Min. Percent 1.550 88.025 0.025 +1.20D+0.5OLr+1.60L+1.60H 2.195 3.507 Bottom 1.382 Min. Percent 1.550 88.025 0.025 +1.20D+0.5OLr+1.60L+1.60H 2.208 3.527 Bottom 1.382 Min. Percent 1.550 88,025 0.025 +1.20D+0.5OLr+1.60L+1.60H 2.221 3.546 Bottom 1.382 Min. Percent 1.550 88.025 0.025 +1.20D+0.5OLr+1.60L+1.60H 2.232 3.565 Bottom 1.382 Min. Percent 1.550 88.025 0.025 +1.20D+0.5OLr+1.60L+1.60H 2.242 3.584 Bottom 1.382 Min. Percent 1.550 88.025 0.025 +1.20D+0.5OLr+1.60L+1.60H 2.251 3.603 Bottom 1.382 Min. Percent - 1.550 88.025 0.026 +1.20D+0.5OLr+1.60L+1.60H 2.259 3.622 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.20D+0.5OLr+1.60L+1.60H 2.266 3.642 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.20D+0.5OLr+1.60L+1.60H 2.272 3.661 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.20D+0.5OLr+1.60L+1.60H 2.276 3.680 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.20D+0.5OLr+1.60L+1.60H 2.280 3.699 Bottom 1.382 Min, Percent 1.550 88.025 0.026 +1.20D+0.5OLr+1.60L+1.60H 2.282 3.718 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.20D+0.5OLr+1.60L+1.60H 2.283 3.737 Bottom 1.382 Min. Percent 1.550 88.025 0,026 +1.20D+0.5OLr+1.60L+1.60H 2.283 3.757 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.20D+0.5OLr+1.60L+1.60H 2.282 3,776 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.20D+0.5OLr+1.60L+1.60H 2.279 3.795 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.20D+0.5OLr+1.60L+1.60H 2.276 3.814 Bottom 1.382 Min, Percent 1,550 88.025 0.026 +1.20D+0.5OLr+1.60L+1.60H 2.271 3.833 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.20D+0.5OLr+1.60L+1.60H 2.265 3.852 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.20D+0.5OLr+1.60L+1.60H 2.258 3.872 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.20D+0.5OLr+1.60L+1.60H 2.250 3.891 Bottom 1.382 Min. Percent 1.550 88.025 0.026 +1.20D+0.5OLr+1.60L+1.60H 2.241 3.910 Bottom 1.382 Min. Percent 1,550 88.025 0.025 55 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed: 4 MAR 2018, 10:10PM Combined Footing g File: C:\Userslsyney\Desktop\PROJECTS\cadina'shome\SWclCalc\i inashomes.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Milli Description : F4 Footing. Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*&%* • Mu 1 PhiMn +1.20D+0.50Lr+1.60L+1.60H 2.230 3.929 Bottom 1.382 Min. Percent 1.55p 926• 0.925• • ; • +1.20D+0.50Lr+1.60L+1.60H 2.218 3.948 Bottom 1.382 Min. Percent • 1.9500 84025 0.025 • +1.20D+0.50Lr+1.60L+1.60H 2.205 3.967 Bottom 1.382 Min. Percent •1*550* 88.021 0.�;..;. +1.20D+0.50Lr+1.60L+1.60H 2.191 3.987 Bottom 1.382 Min. Percent • -lil i5 • 81.625 0.025 +1.20D+0.50Lr+1.60L+1.60H 2.176 4,006 Bottom 1.382 Min. Percent .01"ll0 88.025 1...: +1.20D+0.50Lr+1.60L+1.60H 2.160 4.025 Bottom 1.382 Min. Percent .1aQ &8.0259 0.025 • +1.20D+0.50Lr+1.60L+1.60H 2.142 4.044 Bottom 1.382 Min. Percent • 1.5 • M16 0,024.00 +1.20D+0.50Lr+1.60L+1.60H 2.124 4.063 Bottom 1.382 Min. Percent 11 88.021, 0. :.. • +1.20D+0.50Lr+1.60L+1.60H 2.104 4.082 Bottom 1.382 Min. Percent •1 � 88 +1.20D+0.50Lr+1.60L+1.60H 2.082 4.102 Bottom 1.382 Min. Percent J501; .4. 0 88". 5 +1.20D+0.50Lr+1.60L+1.60H 2.060 4.121 Bottom 1.382 Min. Percent 88.025 0.023 • +1.20D+0.50Lr+1.60L+1.60H 2.037 4.140 Bottom 1.382 Min. Percent .1.5" • 1.590 • 8$.025 . . 0.0�3. • • • • +1.20D+0.50Lr+1.60L+1.60H 2.012 4.159 Bottom 1.382 Min. Percent ' 1.550 88.-1 • • i • +1.20D+0.50Lr+1.60L+1.60H 1.986 4.178 Bottom 1.382 Min. Percent ;1.5 • . 89.025 0.023o • • • +1.20D+0.50Lr+1.60L+1.60H 1.959 4.197 Bottom 1.382 Min. Percent 1.550 • 8$$.!)2% 0.022 +1.20D+0.50Lr+1.60L+1.60H 1.931 4.217 Bottom 1.382 Min. Percent 1.550 8$.626 • 0.022 +1.20D+0.50Lr+1.60L+1.60H 1.901 4.236 Bottom 1.382 Min. Percent 1.550 88.025 0.022 +1.20D+0.50Lr+1.60L+1.60H 1.870 4.255 Bottom 1.382 Min. Percent 1.550 88.025 0.021 +1.20D+0.50Lr+1.60L+1.60H 1.838 4.274 Bottom 1.382 Min. Percent 1.550 88.025 0.021 +1.20D+0.50Lr+1.60L+1.60H 1.805 4.293 Bottom 1.382 Min. Percent 1.550 88.025 0.021 +1.20D+0.50Lr+1.60L+1.60H 1.771 4.312 Bottom 1.382 Min. Percent 1.550 88.025 0.020 +1.20D+0.50Lr+1.60L+1.60H 1.735 4.332 Bottom 1.382 Min. Percent 1.550 88.025 0.020 +1.20D+0.50Lr+1.60L+1.60H 1.698 4.351 Bottom 1.382 Min. Percent 1.550 88.025 0.019 +1.20D+0.50Lr+1.60L+1.60H 1.660 4.370 Bottom 1.382 Min. Percent 1.550 88.025 0.019 +1.20D+0.50Lr+1.60L+1.60H 1.621 4.389 Bottom 1.382 Min. Percent 1.550 88.025 0.018 +1.20D+0.50Lr+1.60L+1.60H 1.581 4.408 Bottom 1.382 Min. Percent 1.550 88.025 0.018 +1.20D+0.50Lr+1.60L+1.60H 1.539 4.427 Bottom 1.382 Min. Percent 1.550 88.025 0.017 +1.20D+0.50Lr+1.60L+1.60H 1.496 4.447 Bottom 1.382 Min. Percent 1.550 88.025 0.017 +1.20D+0.50Lr+1.60L+1.60H 1.452 4.466 Bottom 1.382 Min. Percent 1.550 88.025 0.016 +1.20D+0.50Lr+1.60L+1.60H 1.406 4.485 Bottom 1.382 Min. Percent 1.550 88.025 0.016 +1.20D+0.50Lr+1.60L+1.60H 1.360 4.504 Bottom 1.382 Min. Percent 1.550 88.025 0.015 +1.20D+0.50Lr+1.60L+1.60H 1.313 4.523 Bottom 1.382 Min. Percent 1.550 88.025 0.015 +1.20D+0.50Lr+1.60L+1.60H 1.268 4,542 Bottom 1.382 Min. Percent 1.550 88.025 0.014 +1.20D+0.50Lr+1.60L+1.60H 1.223 4.562 Bottom 1.382 Min. Percent 1.550 88.025 0.014 +1.20D+0.50Lr+1.60L+1.60H 1.179 4.581 Bottom 1.382 Min. Percent 1.550 88.025 0.013 +1.20D+0.50Lr+1.60L+1.60H 1.136 4.600 Bottom 1.382 Min. Percent 1.550 88.025 0.013 +1.20D+0.50Lr+1.60L+1.60H 1.094 4.619 Bottom 1.382 Min. Percent 1.550 88.025 0.012 +1.20D+0.50Lr+1.60L+1.60H 1.053 4.638 Bottom 1.382 Min. Percent 1.550 88.025 0.012 +1.20D+0.50Lr+1.60L+1.60H 1.012 4.657 Bottom 1.382 Min. Percent 1.550 88.025 0.011 +1.20D+0.50Lr+1.60L+1.60H 0.972 4.677 Bottom 1.382 Min. Percent 1.550 88.025 0.011 +1.20D+0.50Lr+1.60L+1.60H 0.934 4.696 Bottom 1.382 Min. Percent 1.550 88.025 0.011 +1.20D+0.50Lr+1.60L+1.60H 0.895 4.715 Bottom 1.382 Min. Percent 1.550 88.025 0.010 +1.20D+0.50Lr+1.60L+1.60H 0.858 4,734 Bottom 1.382 Min. Percent 1.550 88.025 0.010 +1.20D+0.50Lr+1.60L+1.60H 0.822 4.753 Bottom 1.382 Min. Percent 1.550 88.025 0.009 +1.20D+0.50Lr+1.60L+1.60H 0.786 4.772 Bottom 1.382 Min. Percent 1.550 88.025 0.009 +1.20D+0.50Lr+1.60L+1.60H 0.751 4.792 Bottom 1.382 Min. Percent 1.550 88.025 0.009 +1.20D+0.50Lr+1.60L+1.60H 0.717 4.811 Bottom 1.382 Min. Percent 1.550 88.025 0.008 +1.20D+0.50Lr+1.60L+1.60H 0.684 4.830 Bottom 1.382 Min. Percent 1.550 88.025 0.008 +1.20D+0.50Lr+1.60L+1.60H 0.652 4.849 Bottom 1.382 Min. Percent 1.550 88.025 0.007 +1.20D+0.50Lr+1.60L+1.60H 0.620 4.868 Bottom 1.382 Min. Percent 1.550 88.025 0.007 +1.20D+0.50Lr+1.60L+1.60H 0.590 4.887 Bottom 1.382 Min. Percent 1.550 88.025 0.007 +1.20D+0.50Lr+1.60L+1.60H 0.560 4.907 Bottom 1.382 Min. Percent 1.550 88.025 0.006 +1.20D+0.50Lr+1.60L+1.60H 0.531 4.926 Bottom 1.382 Min. Percent 1.550 88.025 0.006 +1.20D+0.50Lr+1.60L+1.60H 0.502 4.945 Bottom 1.382 Min. Percent 1.550 88.025 0.006 +1.20D+0.50Lr+1.60L+1.60H 0.475 4.964 Bottom 1.382 Min. Percent 1.550 88.025 0.005 +1.20D+0.50Lr+1.60L+1.60H 0.448 4.983 Bottom 1.382 Min. Percent 1.550 88.025 0.005 +1.20D+0.50Lr+1.60L+1.60H 0.422 5.002 Bottom 1.382 Min. Percent 1.550 88.025 0.005 +1.20D+0.50Lr+1.60L+1.60H 0.397 5.022 Bottom 1.382 Min. Percent 1.550 88.025 0.005 +1.20D+0.50Lr+1.60L+1.60H 0.372 5.041 Bottom 1.382 Min. Percent 1.550 88.025 0.004 +1.20D+0.50Lr+1.60L+1.60H 0.349 5.060 Bottom 1.382 Min. Percent 1.550 88.025 0.004 +1.20D+0.50Lr+1.60L+1.60H 0.326 5.079 Bottom 1.382 Min. Percent 1.550 88.025 0.004 +1.20D+0.50Lr+1.60L+1.60H 0.304 5.098 Bottom 1.382 Min. Percent 1.550 88.025 0.003 +1.20D+0.50Lr+1.60L+1.60H 0.283 5.117 Bottom 1.382 Min. Percent 1.550 88.025 0.003 +1.20D+0.50Lr+1.60L+1.60H 0.262 5.137 Bottom 1.382 Min, Percent 1.550 88.025 0.003 56 of 68 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Combined Footing Description : F4 Footing Flexure - Maximum Values for Load Combination Title: Job # Dsgnr: Project Desc.: Project Notes File: Printed: 4 MAR 2018, 1010PM INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*&Uu I, Mu I PhiMn +1.20D+0.50Lr+1.60L+1.60H 0.242 5.156 Bottom 1.382 Min. Percent 1.55D 808• ✓3A Oa6. • ; • +1.20D+0.50Lr+1.60L+1.60H 0.223 5.175 Bottom 1.382 Min. Percent • 1.960• %.025 . 0.003 . +1.20D+0.50Lr+1.60L+1.60H 0.205 5.194 Bottom 1.382 Min. Percent 01:550• ri .026 01Q0 ' • • +1.20D+0.50Lr+1.60L+1.60H 0.188 5.213 Bottom 1.382 Min. Percent • •1•.w e • 86125• • 0.001• +1.20D+0.50Lr+1.60L+1.60H 0.171 5.232 Bottom 1,382 Min. Percent ..1.6i�G • 88.025 0.(Vy...: +1.20D+0.50Lr+1.60L+1.60H 0.155 5.252 Bottom 1.382 Min. Percent •155Q &8.025. 0.002 • +1.20D+0.50Lr+1.60L+1.60H 0.140 5.271 Bottom 1.382 Min. Percent • 1.550 • a8!(T15" 0.001... +1.20D+0.50Lr+1.60L+1.60H 0.125 5.290 Bottom 1.382 Min. Percent IMC 8.025 0.0p1;•.' +1.20D+0.50Lr+0.50L+1.60W -0.117 5.309 Top 1.382 Min. Percent • i. 50'; U002: • � 0.001 +1.20D+0.50Lr+0.50L+1.60W -0.111 5.328 Top 1.382 Min. Percent . i. SO. 88-025 � � • • 0.0Dt . +1.20D+0.50Lr+0.50L+1.60W -0.104 5.347 Top 1.382 Min. Percent 5ya. 88.02$ 0.001 • +1.20D+0.50Lr+0.50L+1.60W 0.098 5.367 Top 1.382 Min. Percent • .590 • 8g .025 . • 0.091..... +1.20D+0.50Lr+0.50L+1.60W -0.091 5.386 Top 1.382 Min. Percent ' 1.550 • 8$.409 • • 0.5Q1 +1.20D+0.50Lr+0.50L+1.60W -0.085 5.405 Top 1.382 Min. Percent • 1.55� • 88.025 0.00100000 +1.20D+0.50Lr+0.50L+1.60W -0.079 5.424 Top 1.382 Min. Percent �U 8$AM, • , 0.001 • +1.20D+0.50Lr+0.50L+1.60W -0.073 5.443 Top 1.382 Min. Percent 1.550 8 .Qz . 0.001 +1.20D+0.50Lr+0.50L+1.60W -0.067 5.462 Top 1.382 Min. Percent 1.550 88.025 0.001 +1.20D+0.50Lr+0.50L+1.60W -0.062 5.482 Top 1.382 Min. Percent 1.550 88.025 0.001 +1.20D+0.50Lr+0.50L+1.60W -0.056 5.501 Top 1.382 Min. Percent 1.550 88.025 0.001 +1.20D+0.50Lr+0.50L+1.60W -0.051 5.520 Top 1.382 Min. Percent 1.550 88.025 0.001 +1.20D+0.50Lr+0.50L+1.60W -0.046 5.539 Top 1.382 Min. Percent 1.550 88.025 0.001 +1.20D+0.50Lr+0.50L+1.60W -0.041 5.558 Top 1.382 Min. Percent 1.550 88.025 0.000 +1.20D+0.50Lr+0.50L+1.60W -0.036 5.577 Top 1.382 Min. Percent 1.550 88.025 0.000 +1.20D+0.50Lr+0.50L+1.60W -0.032 5.597 Top 1.382 Min. Percent 1.550 88.025 0.000 +1.20D+0.50Lr+0.50L+1.60W -0.027 5.616 Top 1.382 Min. Percent 1.550 88.025 0.000 +1.20D+0.50Lr+0.50L+1.60W -0.023 5,635 Top 1.382 Min. Percent 1.550 88.025 0.000 +1.20D+0.50Lr+0.50L+1.60W -0.019 5.654 Top 1.382 Min. Percent 1.550 88.025 0.000 +1.20D+0.50Lr+0.50L+1.60W -0.015 5.673 Top 1.382 Min. Percent 1.550 88.025 0.000 +1.20D+0.50Lr+0.50L+1.60W -0.011 5.692 Top 1.382 Min. Percent 1.550 88.025 0.000 +1.20D+0.50Lr+0.50L+1.60W -0.007 5.712 Top 1.382 Min. Percent 1.550 88.025 0.000 +1.40D -0.004 5.731 Top 1.382 Min. Percent 1.550 88.025 0.000 +1.40D 0.000 5.750 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col #1 vu @ Col #2 Phi Vn vu @ Col #1 vu @ Col #2 +1.40D 82.16 psi 5.03 psi 4.61 psi 164.32 psi 1.90psi 2.21 psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 4.35 psi 8.17 psi 164.32 psi 4.21 psi 4.82 psi +1.20D+1.60L+0.50S+1.60H 82.16 psi 4.35 psi 8.17 psi 164.32 psi 4.21 psi 4.82 psi +1.20D+1.60Lr+0.50L 82.16 psi 4.33 psi 5.27 psi 164.32 psi 2.44psi 2.81 psi +1.20D+1.60Lr+0.80W 82.16 psi 3.93 psi 1.19 psi 164.32 psi 0.50psi 0.43 psi +1.20D+0.50L+1.60S 82.16 psi 4.33 psi 5.27 psi 164.32 psi 2.44 psi 2.81 psi +1.20D+1.60S+0.80W 82.16 psi 3.93 psi 1.19 psi 164.32 psi 0.50psi 0.43 psi +1.20D+0.50Lr+0.50L+1.60W 82.16 psi 3.57 psi 0.26 psi 164.32 psi 1.82 psi 1.85 psi +1.20D+0.50L+0.50S+1.60W 82.16 psi 3.57 psi 0.26 psi 164.32 psi 1.82 psi 1.85 psi +1.20D+0.50L+0.20S+E 82.16 psi 4.33 psi 5.27 psi 164.32 psi 2.44psi 2.81 psi +0.90D+1.60W+1.60H 82.16 psi 3.23 psi 1.81 psi 164.32 psi 3.15psi 3.15 psi 57 of 68 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title : Job # Dsgnr: Project Desc.: Project Notes Printed4 MAR 2018, 1011PM Ci01111bllletl Footing File:C:\Userslsyney\Desktop\PROJECTS\cadina'shome\Struc\Calc\cadinashomes.ec6 g ENERCALC, INC. 1983-2011, Build:6.11.623, Ver.6.11.6.23 Description : F5 General Information _ Material Properties fc : Concrete 28 day strength 3 ksi fy : Rebar Yield 60 ksi Ec : Concrete Elastic Modulus 3122 ksi Concrete Density 145 pd Phi Values Flexure : 0.9 Shear : 0.75 Soil Information Allowable Soil Bearing 2 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf (Uses entry for "Footing base depth below soil surface" for force) Coefficient of Soil/Concrete Friction 0.3 Dimensions & Reinforcing Calculations per ACI 318.08, IBC 2009, CBC 2010, ASCE 7.05 Analysis/Design Settings Calculate footing weight as dead load ? Yes •*Soo . Calculate Pedestal weight as dead load ?e a No • • •' "":' Min Steel % Bending Reinf (based on 'd')• ; 0.01114 . • • •' Min Allow %Temp Reinf (based on thick) olwe •: • • • •' •' Min. Overturning Safety Factor • 1 - • •e.•e. Min. Sliding Safety Factor 1 : 1 •..... Soil Bearing Increase e.e..• Footing base depth below soil surface e . • foe e • R . .• e • e e . e Increases based on footing Depth " ' e e e e .... Allowable pressure increase per foot e..e.e ksf ' • when base of footing is below 0 • ; . ft . • • • • • • Increases based on footing Width ... •.•...• • Allowable pressure increase per foot ; e'. ksf ; when maximum length or width is greater thane • •' ite' e Maximum Allowed Bearing Pressure *Iksf• (A value of zero implies no limit) Adjusted Allowable Soil Bearing 2.0 ksf (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) Distance Left of Column #1 = 3.0 ft Pedestal dimensions... Col #1 Col #2 As As Between Columns = 2.670 ft Sq. Dim. = 12 12 in Bars left of Col #1 Count Size # Actual Req'd Distance Right of Column #2 = 3.0 ft Height = in Bottom Bars 7.0 5 2.170 1.944 in^^2 12 Total Footing Length = 8.670 ft Top Bars 7.0 5 2.170 1.944 in Bars Btwn Cols Footing Width = 5.0 ft Bottom Bars 7.0 5 2.170 1.944 in12 Footing Thickness = 18.0 in Top Bars 7.0 5 2.170 1.944 inA2 Bars Rebar Center to Concrete Ede To = 3 in Bottom Bars 7.0 5 2.170 1.944 in^2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 7.0 5 2.170 1.944 inA2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = 2.350 1.010 k Moment (+CW) = k-ft Shear(+X) = k Applied @ Right Column Axial Load Downward = 12.450 4.980 -15.160 k Moment (+CW) = k-ft Shear(+X) = k Overburden = 0.146 o 745 7 #s m 7-#5 7-#5 745 3'-0" 2'-8-1/16" 3'-0" 58 of 68 PASS 1.019 Overturning 85,957 k-ft 87.571 k-ft 0.6D+W ; •', "`• PASS No Sliding Sliding 0.0 k 9.080 k No Sliding ' • ' 4 ` PASS 1.209 Uplift 15.160k 18.336 k 0.6D+W •••;" " `• PASS 0.1285 1-way Shear - Col #1 10.557 psi 82.158 psi +1.20D+0.5rr+'1*6b'L+1.60H PASS 0.1628 1-way Shear - Col #2 13.374 psi 82.158 psi +1.20D+0.5V+'I%%+1.60H:. • • • PASS 0.009007 2-way Punching - Col #1 1.480 psi 164.32 psi +0.90D+1.60V1+WH • PASS 0.009007 2-way Punching - Col #2 1.480 psi 164.32 psi • • • • +0.90D+1.60W+: %64 • • • PASS 0.000161 Flexure - Left of Col #1 - Top -0.02294 k-ft 142.32 k-ft +1.40D • PASS 0.02184 Flexure - Left of Col #1 - Bottom 3,109 k-ft 142.32 k-ft +1.40D : • • • PASS 0.04364 Flexure - Between Cols - Top -6.211 k-ft 142.32 k-ft +0.90D+1.60V+1.6t H :' • • ` • PASS 0.1121 Flexure - Between Cols - Bottom 15.950 k-ft 142.32 k-ft +1.20D+0.50L�r+ ..90L� 1.60Hso • • PASS 0.05023 Flexure - Right of Col #2 - Top -7.149 k-ft 142.32 k-ft +0.90D+1.60W+1.60H `. • • • • PASS 0.09994 Flexure - Right of Col #2 - Bottom 14.223 k-ft 142.32 k-ft +1.20D+0.50Lr+1.60L+1.60H Soil Bearing Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed: 4 MAR 2018, 10:11PM Combined Footing File:C:lUserstsyneyV)esktoplPROJECTSIcadina'shdme'StruclCaletadinashomes.ec6 g ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : F5 DESIGN SUMMARY Dlmnvilo, Ratio Item Applied Capacity Governing Load Combination PASS 0.5710 Soil Bearing 1.142 ksf 2.0 ksf +D+L+H"" • •••••• Load Combination... Total Bearing Eccentricity from Ftg CL Actual Soil Bearing Stress @ Left Edge @ Right Edge Allowable Actual I Allow Ratio +D 30.56 k 0.441 in 0.49 ksf 0.92 ksf 2.00 ksf 0.460 +D+L+H 36.55 k 0.514 in 0.54 ksf 1.14 ksf 2.00 ksf 0,571 +D+0.750Lr+0.750L+H 35.05 k 0.498 in 0.53 ksf 1.09 ksf 2.00 ksf 0,543 +D+0.750L+0.750S+H 35.05 k 0.498 in 0.53 ksf 1.09 ksf 2.00 ksf 0.543 +D+W+H 15.40 k -0.439 in 0.46 ksf 0.25 ksf 2.00 ksf 0.231 +D+0.750Lr+0.750L+0.750W+H 23.68 k 0.096 in 0.51 ksf 0.58 ksf 2,00 ksf 0.291 +D+0.750L+0.750S+0.750W+H 23.68 k 0.096 in 0.51 ksf 0.58 ksf 2.00 ksf 0.291 +D+0.750Lr+0.750L+0.5250E+H 35.05 k 0.498 in 0.53 ksf 1.09 ksf 2.00 ksf 0.543 +D+0.750L+0.750S+0.5250E+H 35.05 k 0.498 in 0.53 ksf 1.09 ksf 2.00 ksf 0.543 +0.60D+W+H 3.17 k -3.827 in 0.82 ksf 0.00 ksf 2.00 ksf 0.412 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D 0.00 0.00 999.000 0.00 0.00 999.000 D+L 0.00 0.00 999.000 0.00 0.00 999.000 0.6D+L+W 85.96 118.84 1.383 45.48 92.06 2.024 0.6D+W 85.96 87.57 1.019 45.48 71.39 1.570 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D 0.00 k 9.08 k 999 D+L 0.00 k 10.88 k 999 0.6D+L+W 0.00 k 2.70 k 999 0.6D+W 0.00 k 0.90 k 999 Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn 0.6D+W 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +1.40D -0.006 0.029 Top 1.944 Min. Percent 2.170 142.320 0.000 +1.40D -0.010 0.058 Top 1.944 Min. Percent 2.170 142.320 0.000 +1.40D -0.014 0.087 Top 1.944 Min. Percent 2.170 142.320 0.000 +1.40D -0.018 0.116 Top 1.944 Min. Percent 2.170 142.320 0.000 +1.40D -0.020 0.145 Top 1.944 Min. Percent 2.170 142.320 0.000 +1.40D -0.022 0.173 Top 1.944 Min. Percent 2,170 142.320 0.000 +1.40D -0.023 0.202 Top 1.944 Min. Percent 2.170 142.320 0.000 +1.40D -0.023 0.231 Top 1.944 Min. Percent 2.170 142.320 0,000 +1.40D -0.022 0.260 Top 1.944 Min. Percent 2.170 142.320 0.000 +1.40D -0.021 0.289 Top 1.944 Min. Percent 2.170 142.320 0.000 +1.40D -0.018 0.318 Top 1.944 Min. Percent 2.170 142.320 0.000 +1.40D -0.015 0.347 Top 1.944 Min. Percent 2.170 142.320 0.000 59 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed: 4MAR 2018, 10:11PM Combined Footing File:C:\Userslsyney\Desktop\PROJECTSkadina'shone\Struc�Ver&11.6.23 g ENERCALC, INC.19832011, Build Description : F5 Footing Flexure - Maximum Values for Load Combination Distance Tension Govemed Load Combination... Mu from left Side As Req'd by Actual As Phi*W* • Mu 1 PhiMn +1.40D -0.011 0.376 Top 1.944 Min. Percent • 2.17D 1 2,3Z. 0.800• • a • +1.40D -0.007 0.405 Top 1.944 Min. Percent • 2.W0• 14 .320 . 0.000 • +1.40D -0.001 0.434 Top 1.944 Min. Percent 7.170 14 .320 • OR. .; • +1.40D 0.006 0.462 Bottom 1.944 Min. Percent • •.22•.1�e • 142.320" 0.QQ�bD +1.40D 0.013 0.491 Bottom 1.944 Min. Percent "21 142.320 0.(VQ...: +1.40D 0.021 0.520 Bottom 1.944 Min. Percent 142.320• 0.000 • +1.40D 0.030 0.549 Bottom 1.944 Min. Percent J.1ZQ • 170 • 1 •' O.Opa • •. +1.40D 0.041 0.578 Bottom 1.944 Min. Percent 2116 1 2.320 0.0��;•.• +1.40D 0.052 0.607 Bottom 1.944 Min. Percent •f. �(f; lQt2Q': 0.0 +1.40D 0.063 0.636 Bottom 1.944 Min. Percent •�. is 1421t0 • 0.000 +1.40D 0.076 0.665 Bottom 1.944 Min. Percent �7,q�. 142.329, 0.001 • +1.40D 0.090 0.694 Bottom 1.944 Min. Percent • • .1 �0 • 142.320 • • 0.0916 • • • 0 +1.40D 0.105 0.723 Bottom 1.944 Min. Percent ' 2.170 ' 1 .8a(! • • 0.0QQ1 +1.40D 0.120 0.751 Bottom 1.944 Min. Percent •2.17Q' 141.320 O.Oti1. • • • a +1.40D 0.137 0.780 Bottom 1.944 Min. Percent '2Ai70 : 14 .SP0 • O.OUI ' +1.40D 0.154 0.809 Bottom 1.944 Min. Percent 2,170 14 .W•' 0.001 +1.40D 0.173 0.838 Bottom 1.944 Min. Percent 2.170 142.320 0.001 +1.40D 0.192 0.867 Bottom 1,944 Min. Percent 2.170 142.320 0.001 +1.40D 0.213 0.896 Bottom 1.944 Min. Percent 2.170 142.320 0.001 +1.40D 0.234 0.925 Bottom 1.944 Min. Percent 2.170 142.320 0.002 +1.40D 0.257 0.954 Bottom 1.944 Min. Percent 2.170 142.320 0.002 +1.40D 0.280 0.983 Bottom 1.944 Min. Percent 2.170 142.320 0,002 +1.40D 0.305 1.012 Bottom 1.944 Min. Percent 2.170 142.320 0.002 +1.40D 0.331 1.040 Bottom 1.944 Min. Percent 2.170 142.320 0.002 +1.40D 0.357 1.069 Bottom 1.944 Min. Percent 2.170 142.320 0.003 +1.40D 0.385 1.098 Bottom 1.944 Min. Percent 2.170 142.320 0.003 +1.40D 0.413 1.127 Bottom 1.944 Min. Percent 2.170 142.320 0.003 +1.40D 0.443 1.156 Bottom 1.944 Min. Percent 2.170 142.320 0.003 +1.40D 0.474 1.185 Bottom 1.944 Min. Percent 2.170 142.320 0.003 +1.40D 0.506 1.214 Bottom 1.944 Min. Percent 2.170 142.320 0.004 +1.40D 0.539 1.243 Bottom 1.944 Min. Percent 2.170 142.320 0.004 +1.40D 0.573 1.272 Bottom 1.944 Min. Percent 2.170 142.320 0.004 +1.40D 0.608 1.301 Bottom 1.944 Min. Percent 2.170 142.320 0.004 +1.40D 0.645 1.329 Bottom 1.944 Min. Percent 2.170 142.320 0.005 +1.40D 0.682 1.358 Bottom 1.944 Min. Percent 2.170 142.320 0.005 +1.40D 0.721 1.387 Bottom 1.944 Min. Percent 2,170 142.320 0.005 +1.40D 0.761 1.416 Bottom 1.944 Min. Percent 2.170 142.320 0.005 +1.40D 0.801 1.445 Bottom 1.944 Min. Percent 2.170 142.320 0.006 +1.40D 0.843 1.474 Bottom 1.944 Min. Percent 2.170 142.320 0.006 +1.40D 0.887 1.503 Bottom 1.944 Min. Percent 2.170 142.320 0,006 +1.40D 0.931 1.532 Bottom 1.944 Min. Percent 2.170 142.320 0.007 +1.40D 0.977 1.561 Bottom 1.944 Min. Percent 2.170 142.320 0.007 +1.40D 1.023 1.590 Bottom 1.944 Min. Percent 2.170 142.320 0.007 +1.40D 1.071 1.618 Bottom 1.944 Min. Percent 2.170 142.320 0.008 +1.40D 1.120 1.647 Bottom 1.944 Min. Percent 2.170 142.320 0.008 +1.40D 1.171 1.676 Bottom 1.944 Min. Percent 2.170 142.320 0.008 +1.40D 1.222 1.705 Bottom 1.944 Min. Percent 2.170 142.320 0.009 +1.40D 1.275 1.734 Bottom 1.944 Min. Percent 2.170 142.320 0.009 +1.40D 1.329 1.763 Bottom 1.944 Min. Percent 2.170 142.320 0.009 +1.40D 1,385 1.792 Bottom 1.944 Min. Percent 2.170 142.320 0.010 +1.40D 1.441 1.821 Bottom 1.944 Min. Percent 2.170 142.320 0.010 +1.40D 1.499 1,850 Bottom 1.944 Min. Percent 2.170 142.320 0.011 +1.40D 1.558 1.879 Bottom 1.944 Min. Percent 2.170 142.320 0.011 +1.40D 1.619 1.907 Bottom 1.944 Min. Percent 2.170 142.320 0.011 +1.40D 1.680 1.936 Bottom 1.944 Min. Percent 2.170 142.320 0.012 +1.40D 1.743 1.965 Bottom 1.944 Min. Percent 2,170 142.320 0.012 +1.40D 1.808 1.994 Bottom 1.944 Min. Percent 2.170 142.320 0.013 +1.40D 1.873 2.023 Bottom 1.944 Min. Percent 2.170 142.320 0.013 +1.40D 1.940 2.052 Bottom 1.944 Min. Percent 2.170 142.320 0.014 +1.40D 2.008 2.081 Bottom 1.944 Min, Percent 2.170 142.320 0.014 +1.40D 2.078 2.110 Bottom 1.944 Min. Percent 2.170 142.320 0.015 +1.40D 2.149 2.139 Bottom 1.944 Min. Percent 2.170 142.320 0.015 +1.40D 2.221 2.168 Bottom 1.944 Min. Percent 2.170 142.320 0.016 +1.40D 2.295 2.196 Bottom 1.944 Min. Percent 2.170 142.320 0.016 60 of 68 Title Block Line 1 Title: Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed: 4 MAR 2018, 10:11 PM Combined Footing File:C:lUserslsyneylDesktoplPROJECTSIcadina'shomelStruclCaicicadinashomes.ec6 g ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : F5 Footing Flexure Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi'Mn Mu 1 PhiMn +1.40D 2.370 2.225 Bottom 1.944 Min. Percent 2.170 142.320 0.017 +1.40D 2.446 2.254 Bottom 1.944 Min. Percent 2.170 142.320 0.017 +1.40D 2.524 2.283 Bottom 1.944 Min. Percent 2.170 1v.32Q 0.018 +1.40D 2.604 2.312 Bottom 1.944 Min. Percent 2.170 442.320 • 0.018 +1.40D 2.684 2.341 Bottom 1,944 Min. Percent 2.1% 14fM O'd19':• +1.40D 2.766 2.370 Bottom 1.944 Min. Percent • 2.17e 142.320: 0.019 • +1.40D 2.850 2.399 Bottom 1.944 Min. Percent .. �.174 4a2.3 G. • O.Wi • •. +1.40D 2.935 2,428 Bottom 1.944 Min. Percent .4.714 142.320 0.021 . +1.40D 3.021 2.457 Bottom 1.944 Min. Percent 2.170 142.320 mill, • • • +1.40D 3.109 2.485 Bottom 1.944 Min. Percent . 0 2". Q 0*022 • +1.40D 3.198 2.514 Bottom 1.944 Min. Percent • 261fO 142.320 0". • • +1.40D 3.286 2.543 Bottom 1.944 Min. Percent • . #2•174 14�2.32Q • 0.0� .. • 1 +1.40D 3.373 2.572 Bottom 1.944 Min. Percent ..2.1;C 1v.320; 0.44... +1.40D 3.459 2.601 Bottom 1.944 Min. Percent 2.170 142.320 0.024 • +1.40D 3.544 2.630 Bottom 1.944 Min. Percent : • %Vd 142.320 0.025 •. +1.40D 3.628 2.659 Bottom 1.944 Min. Percent • 2.170 0". 1 • • • +1.40D 3.711 2.688 Bottom 1.944 Min. Percent . 2.170 �4232� � 2.3 0.026 • +1.40D 3.792 2.717 Bottom 1.944 Min. Percent 0.20171 1V,32Q Op21"; +1.40D 3.873 2.746 Bottom 1.944 Min. Percent 2.170 442.3120 • 0.027 +1.40D 3,953 2.774 Bottom 1.944 Min. Percent 2.170 1V..326 0.028 +1.40D 4.031 2.803 Bottom 1.944 Min. Percent 2.170 142.320 0.028 +1.40D 4.109 2.832 Bottom 1.944 Min. Percent 2.170 142.320 0.029 +1.40D 4.185 2.861 Bottom 1.944 Min. Percent 2.170 142.320 0.029 +1.40D 4.261 2.890 Bottom 1.944 Min. Percent 2.170 142.320 0.030 +1.40D 4.335 2.919 Bottom 1.944 Min. Percent 2.170 142.320 0.030 +1.40D 4.409 2.948 Bottom 1.944 Min. Percent 2.170 142.320 0.031 +1.40D 4.481 2.977 Bottom 1.944 Min. Percent 2.170 142.320 0.031 +1.40D 4.553 3.006 Bottom 1.944 Min. Percent 2.170 142.320 0.032 +1.40D 4.624 3:035 Bottom 1.944 Min. Percent 2.170 142.320 0,032 +1.40D 4.693 3.063 Bottom 1.944 Min. Percent 2.170 142.320 0.033 +1.40D 4.762 3.092 Bottom 1.944 Min. Percent 2.170 142.320 0.033 +1.40D 4.830 3.121 Bottom 1.944 Min. Percent 2.170 142.320 0.034 +1.40D 4.896 3.150 Bottom 1.944 Min. Percent 2.170 142.320 0.034 +1.40D 4.962 3.179 Bottom 1.944 Min. Percent 2.170 142.320 0.035 +1.40D 5.027 3.208 Bottom 1.944 Min. Percent 2.170 142.320 0.035 +1.40D 5.091 3.237 Bottom 1.944 Min. Percent 2.170 142.320 0.036 +1.40D 5.155 3.266 Bottom 1.944 Min. Percent 2.170 142.320 0.036 +1.40D 5.217 3.295 Bottom 1.944 Min. Percent 2.170 142.320 0.037 +1.40D 5.278 3.324 Bottom 1.944 Min. Percent 2.170 142.320 0.037 +1.40D 5.339 3.352 Bottom 1.944 Min. Percent 2.170 142.320 0.038 +1.40D 5.398 3.381 Bottom 1.944 Min. Percent 2.170 142.320 0.038 +1.40D 5.457 3.410 Bottom 1.944 Min. Percent 2.170 142.320 0.038 +1.40D 5.515 3.439 Bottom 1.944 Min. Percent 2.170 142.320 0.039 +1.40D 5.572 3.468 Bottom 1.944 Min. Percent 2.170 142.320 0.039 +1.40D 5.628 3.497 Bottom 1.944 Min. Percent 2.170 142.320 0.040 +1.20D+0.5OLr+1.60L+1.60H 7.827 3.526 Bottom 1.944 Min. Percent 2.170 142.320 0,055 +1.20D+0.5OLr+1.60L+1.60H 7.903 3.555 Bottom 1.944 Min. Percent 2.170 142.320 0.056 +1.20D+0.5OLr+1.60L+1.60H 7.980 3.584 Bottom 1.944 Min. Percent 2.170 142.320 0.056 +1.20D+0.5OLr+1.60L+1.60H 8.060 3.613 Bottom 1.944 Min. Percent 2.170 142.320 0.057 +1.20D+0.5OLr+1.60L+1.60H 8.143 3.641 Bottom 1,944 Min. Percent 2.170 142.320 0.057 +1.20D+0.5OLr+1.60L+1.60H 8.228 3.670 Bottom 1.944 Min. Percent 2.170 142.320 0.058 +1.20D+0.5OLr+1.60L+1.60H 8.315 3.699 Bottom 1.944 Min. Percent 2.170 142.320 0.058 +1.20D+0.5OLr+1.60L+1.60H 8.404 3.728 Bottom 1.944 Min. Percent 2.170 142.320 0.059 +1.20D+0.5OLr+1.60L+1.60H 8.496 3.757 Bottom 1.944 Min. Percent 2.170 142.320 0.060 +1.20D+0.5OLr+1.60L+1.60H 8.590 3.786 Bottom 1.944 Min. Percent 2.170 142.320 0.060 +1.20D+0.5OLr+1.60L+1.60H 8.687 3,815 Bottom 1.944 Min. Percent 2.170 142.320 0.061 +1.20D+0.5OLr+1.60L+1.60H 8.786 3.844 Bottom 1.944 Min. Percent 2.170 142,320 0.062 +1.20D+0.5OLr+1.60L+1.60H 8.888 3.873 Bottom 1.944 Min. Percent 2.170 142.320 0.062 +1.20D+0.5OLr+1.60L+1.60H 8,992 3.902 Bottom 1.944 Min. Percent 2.170 142.320 0.063 +1.20D+0.5OLr+1.60L+1.60H 9.099 3.930 Bottom 1.944 Min. Percent 2.170 142.320 0.064 +1.20D+0.5OLr+1.60L+1.60H 9.208 3.959 Bottom 1.944 Min. Percent 2.170 142.320 0.065 +1.20D+0.5OLr+1.60L+1.60H 9.319 3.988 Bottom 1.944 Min. Percent 2.170 142.320 0.065 +1.20D+0.5OLr+1.60L+1.60H 9.433 4.017 Bottom 1.944 Min. Percent 2.170 142.320 0.066 +1.20D+0.5OLr+1.60L+1.60H 9.550 4.046 Bottom 1.944 Min. Percent 2.170 142.320 0.067 61 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed 4 MAR 2018, 10:11PM Combined Footing File:C:\Userslsyney\Desktop\PROJECTS\cadina'shome\Struc\Calc\cadinashomes.ec6 g ENERCALC, INC. 19n2011, Build:6.11.6.23, Ver.6.11.6.23 Description Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu I PhiMn +1.20D+0.50Lr+1.60L+1.60H 9.669 4.075 Bottom 1.944 Min. Percent 2.170 142.320 0.068 +1.20D+0.50Lr+1.60L+1.60H 9.791 4.104 Bottom 1.944 Min. Percent 2.170 142.320 0.069 +1.20D+0.50Lr+1.60L+1.60H 9.915 4.133 Bottom 1.944 Min. Percent 2.170 14,,�Q 0.070 +1.20D+0.50Lr+1.60L+1.60H 10.042 4.162 Bottom 1,944 Min. Percent 2.170 442.320. 0.071 +1.20D+0.50Lr+1.60L+1.60H 10.171 4.191 Bottom 1.944 Min. Percent : 2.174 W1326 MT -: - +1.20D+0.50Lr+1.60L+1.60H 10.303 4.219 Bottom 1.944 Min. Percent • 2.170 142.320 • 0.072 • +1.20D+0.50Lr+1.60L+1.60H 10.437 4.248 Bottom 1.944 Min. Percent ..2.170 142.tQ 0ait +1.20D+0.50Lr+1.60L+1.60H 10.574 4.277 Bottom 1.944 Min. Percent ..4. j4 142.,V0 0074 • +1.20D+0.50Lr+1.60L+1.60H 10.714 4.306 Bottom 1.944 Min. Percent 2.17 142.320 6:54... +1.20D+0.50Lr+1.60L+1.60H 10.856 4.335 Bottom 1.944 Min. Percent .' 2' % Z4Z=. 01076 +1.20D+0.50Lr+1.60L+1.60H 11.001 4.364 Bottom 1.944 Min. Percent • 2*lf0 142.320 080�7� • • +1.20D+0.50Lr+1.60L+1.60H 11.149 4.393 Bottom 1.944 Min. Percent .. a?.1J4 142.W9 OdL7$.. +1.20D+0.50Lr+1.60L+1.60H 11.299 4.422 Bottom 1.944 Min. Percent .. %1 jQ 142.320: 0,079 • • • +1.20D+0.50Lr+1.60L+1.60H 11.452 4.451 Bottom 1.944 Min. Percent 2.170 1dd2__.320 0.0 +1.20D+0.50Lr+1.60L+1.60H 11.608 4.480 Bottom 1.944 Min. Percent :' %17Q 142120 0.082 % +1.20D+0.50Lr+1.60L+1.60H 11.766 4.508 Bottom 1.944 Min. Percent 2.17e i 2.320 09063 • • • +1.20D+0.50Lr+1.60L+1.60H 11.927 4.537 Bottom 1.944 Min. Percent . 2.170 : M* 0.084 . +1.20D+0.50Lr+1.60L+1.60H 12.091 4.566 Bottom 1.944 Min. Percent •..M7Q 1Qi.3J 01085.•0 +1.20D+0.50Lr+1.60L+1.60H 12.257 4.595 Bottom 1.944 Min. Percent 2.17 q 32 • 0.086 +1.20D+0.50Lr+1.60L+1.60H 12.426 4.624 Bottom 1.944 Min. Percent 2.170 1UP. 32t 0.087 +1.20D+0.50Lr+1.60L+1.60H 12.598 4.653 Bottom 1.944 Min. Percent 2.170 142.320 0.089 +1.20D+0.50Lr+1.60L+1.60H 12.773 4.682 Bottom 1.944 Min. Percent 2.170 142.320 0.090 +1.20D+0.50Lr+1.60L+1.60H 12.950 4.711 Bottom 1.944 Min. Percent 2,170 142.320 0.091 +1.20D+0.50Lr+1.60L+1.60H 13.130 4.740 Bottom 1.944 Min. Percent 2.170 142.320 0.092 +1.20D+0.50Lr+1.60L+1.60H 13.313 4.769 Bottom 1.944 Min. Percent 2.170 142.320 0.094 +1.20D+0.50Lr+1.60L+1.60H 13.499 4.797 Bottom 1.944 Min. Percent 2.170 142.320 0.095 +1.20D+0.50Lr+1.60L+1.60H 13.687 4.826 Bottom 1.944 Min. Percent 2.170 142.320 0.096 +1.20D+0.50Lr+1.60L+1.60H 13.879 4.855 Bottom 1.944 Min. Percent 2.170 142.320 0.098 +1.20D+0.50Lr+1.60L+1.60H 14.073 4.884 Bottom 1.944 Min. Percent 2.170 142.320 0.099 +1.20D+0.50Lr+1.60L+1.60H 14.270 4.913 Bottom 1.944 Min. Percent 2.170 142.320 0.100 +1.20D+0.50Lr+1.60L+1.60H 14.470 4.942 Bottom 1.944 Min. Percent 2.170 142.320 0.102 +1.20D+0.50Lr+1.60L+1.60H 14.673 4.971 Bottom 1.944 Min. Percent 2.170 142.320 0.103 +1.20D+0.50Lr+1.60L+1.60H 14.879 5.000 Bottom 1.944 Min. Percent 2.170 142.320 0.105 +1.20D+0.50Lr+1.60L+1.60H 15.087 5.029 Bottom 1.944 Min. Percent 2.170 142.320 0.106 +1.20D+0.50Lr+1.60L+1.60H 15.299 5.058 Bottom 1.944 Min. Percent 2.170 142.320 0.107 +1.20D+0.50Lr+1.60L+1.60H 15.513 5.086 Bottom 1.944 Min. Percent 2.170 142.320 0.109 +1.20D+0.50Lr+1.60L+1.60H 15.730 5.115 Bottom 1.944 Min. Percent 2.170 142.320 0.111 +1.20D+0.50Lr+1.60L+1.60H 15.950 5.144 Bottom 1.944 Min. Percent 2.170 142.320 0.112 +1.20D+0.50Lr+1.60L+1.60H 16.173 5.173 Bottom 1.944 Min. Percent 2.170 142.320 0.114 +1.20D+0.50Lr+1.60L+1.60H 16.388 5.202 Bottom 1.944 Min. Percent 2.170 142.320 0.115 +1.20D+0.50Lr+1.60L+1.60H 16.587 5.231 Bottom 1.944 Min. Percent 2.170 142.320 0.117 +1.20D+0.50Lr+1.60L+1.60H 16.769 5.260 Bottom 1.944 Min. Percent 2.170 142.320 0.118 +1.20D+0.50Lr+1.60L+1.60H 16.936 5.289 Bottom 1.944 Min. Percent 2.170 142.320 0.119 +1.20D+0.50Lr+1.60L+1.60H 17.086 5.318 Bottom 1.944 Min. Percent 2.170 142.320 0.120 +1.20D+0.50Lr+1.60L+1.60H 17.221 5.347 Bottom 1.944 Min. Percent 2.170 142.320 0.121 +1.20D+0.50Lr+1.60L+1.60H 17.339 5.375 Bottom 1.944 Min. Percent 2.170 142.320 0.122 +1.20D+0.50Lr+1.60L+1.60H 17.442 5.404 Bottom 1.944 Min. Percent 2.170 142.320 0.123 +1.20D+0.50Lr+1.60L+1.60H 17.529 5.433 Bottom 1.944 Min. Percent 2.170 142.320 0.123 +1.20D+0.50Lr+1.60L+1.60H 17.599 5.462 Bottom 1.944 Min. Percent 2.170 142.320 0.124 +1.20D+0.50Lr+1.60L+1.60H 17.654 5.491 Bottom 1.944 Min. Percent 2.170 142.320 0.124 +1.20D+0.50Lr+1.60L+1.60H 17.693 5.520 Bottom 1.944 Min. Percent 2.170 142.320 0.124 +1.20D+0.50Lr+1.60L+1.60H 17.716 5.549 Bottom 1.944 Min, Percent 2.170 142.320 0.124 +1.20D+0.50Lr+1.60L+1.60H 17.723 5.578 Bottom 1.944 Min. Percent 2.170 142.320 0.125 +1.20D+0.50Lr+1.60L+1.60H 17.714 5.607 Bottom 1.944 Min. Percent 2.170 142.320 0.124 +1.20D+0.50Lr+1.60L+1.60H 17.690 5.636 Bottom 1.944 Min, Percent 2.170 142.320 0,124 +1.20D+0.50Lr+1.60L+1.60H 17.649 5.664 Bottom 1.944 Min. Percent 2.170 142.320 0.124 +1.20D+0.50Lr+1.60L+1.60H 17.593 5.693 Bottom 1.944 Min. Percent 2.170 142.320 0.124 +1.20D+0.50Lr+1.60L+1.60H 17.521 5.722 Bottom 1.944 Min. Percent 2.170 142.320 0.123 +1.20D+0.50Lr+1.60L+1.60H 17,433 5.751 Bottom 1.944 Min. Percent 2.170 142.320 0.122 +1.20D+0.50Lr+1.60L+1.60H 17.329 5.780 Bottom 1.944 Min, Percent 2.170 142.320 0.122 +1.20D+0.50Lr+1.60L+1.60H 17.209 5.809 Bottom 1.944 Min. Percent 2.170 142.320 0.121 +1.20D+0.50LW.60L+1.60H 17.074 5.838 Bottom 1.944 Min, Percent 2.170 142.320 0,120 +1.20D+0.50Lr+1.60L+1.60H 16.923 5.867 Bottom 1.944 Min. Percent 2.170 142.320 0,119 +1.20D+0.50Lr+1.60L+1.60H 16.756 5.896 Bottom 1.944 Min. Percent 2.170 142.320 0.118 62 of 68 Title Block Line 1 Title: Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed: 4 MAR 2018, 10:11 PM COt11b111@Ci FOOtl11 Re:C:\Users\syney\Desktop\PROJECTS\cadina'shome\SWc\CaIcicarlinas homes.-6 g ENERCALC, INC. 1963-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : F5 Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu I PhiMn +1.20D+0.5OLr+1.60L+1.60H 16.573 5.925 Bottom 1.944 Min. Percent 2.170 142.320 0.116 +1.20D+0.5OLr+1.60L+1.60H 16.374 5.953 Bottom 1.944 Min. Percent 2.170 142.320 0.115 +1.20D+0.5OLr+1.60L+1.60H 16.160 5.982 Bottom 1.944 Min. Percent 2.170 IV 0.114 +1.20D+0.5OLr+1.60L+1.60H 15.930 6.011 Bottom 1.944 Min. Percent 2.170 WHO - 0.112 +1.20D+0.5OLr+1.60L+1.60H 15.685 6.040 Bottom 1.944 Min. Percent ; 24% 14no 0-110•;• +1.20D+0.5OLr+1.60L+1.60H 15,423 6.069 Bottom 1.944 Min. Percent • f.17() 142.320 • 0.108 • +1.20D+0.5OLr+1.60L+1.60H 15.146 6.098 Bottom 1.944 Min. Percent ..OUZO, 142.tg Oai.:. +1.20D+0.5OLr+1.60L+1.60H 14.853 6.127 Bottom 1.944 Min. Percent . . 4 142. JO 0�104 +1.20D+0.5OLr+1.60L+1.60H 14.545 6.156 Bottom 1.944 Min. Percent 2.1 0 142.3 0 0.101... +1.20D+0.5OLr+1.60L+1.60H 14.223 6.185 Bottom 1.944 Min. Percent .'2.1f01 5V.VD. 0-100 ' +1.20D+0.5OLr+1.60L+1.60H 13.903 6.214 Bottom 1.944 Min. Percent • fmfo 442.320 008 • • +1.20D+0.5OLr+1.60L+1.60H 13.585 6.242 Bottom 1.944 Min. Percent ..OUZO 142.32G. 0":..' +1.20D+0.5OLr+1.60L+1.60H 13.271 6.271 Bottom 1.944 Min. Percent „ 2.110. 13'20: 0, no +1.20D+0.5OLr+1.60L+1.60H 12.961 6.300 Bottom 1.944 Min. Percent 2.170 1 2.320 0.0 +1.20D+0.5OLr+1.60L+1.60H 12.654 6.329 Bottom 1.944 Min. Percent :' 2a7Q 142.320 0.089. +1.20D4.5OLr+1.60L+1.60H 12.350 6.358 Bottom 1.944 Min. Percent • 2.17(! 442.320 0ON-0 • • • +1.20D+0.5OLr+1.60L+1.60H 12.049 6.387 Bottom 1,944 Min. Percent 2.190 Sd tV 0.085 . +1.20D+0.5OLr+1.60L+1.60H 11.752 6.416 Bottom 1.944 Min. Percent ' , �'17� 12.32D 711 • • +1.20D+0.5OLr+1.60L+1.60H 11.459 6.445 Bottom 1.944 Min. Percent 2.17 4 2.3i� . 0.681 +1.20D+0.5OLr+1.60L+1.60H 11.169 6.474 Bottom 1.944 Min. Percent 2.170 1V.320 0.078 +1.20D+0.5OLr+1.60L+1.60H 10.882 6.503 Bottom 1.944 Min. Percent 2.170 142.320 0,076 +1.20D+0.5OLr+1.60L+1.60H 10.599 6.531 Bottom 1.944 Min. Percent 2.170 142.320 0.074 +1.20D+0.5OLr+1.60L+1.60H 10.319 6.560 Bottom 1.944 Min. Percent 2.170 142.320 0.073 +1.20D+0.5OLr+1.60L+1.60H 10.043 6.589 Bottom 1.944 Min. Percent 2.170 142.320 0.071 +1.20D+0.5OLr+1.60L+1.60H 9.770 6.618 Bottom 1.944 Min. Percent 2.170 142.320 0.069 +1.20D+0.5OLr+1.60L+1.60H 9.500 6.647 Bottom 1.944 Min. Percent 2.170 142.320 0.067 +1.20D+0.5OLr+1.60L+1.60H 9.235 6.676 Bottom 1.944 Min. Percent 2.170 142.320 0.065 +1.20D+0.5OLr+1.60L+1.60H 8.972 6.705 Bottom 1.944 Min. Percent 2,170 142.320 0.063 +1.20D+0.5OLr+1.60L+1.60H 8.714 6.734 Bottom 1.944 Min. Percent 2.170 142.320 0.061 +1.20D+0.5OLr+1.60L+1.60H 8.458 6.763 Bottom 1.944 Min. Percent 2.170 142.320 0.059 +1.20D+0.5OLr+1.60L+1.60H 8.207 6.792 Bottom 1.944 Min. Percent 2.170 142.320 0.058 +1.20D+0.5OLr+1.60L+1.60H 7.959 6.820 Bottom 1.944 Min. Percent 2.170 142.320 0.056 +1.20D+0.5OLr+1.60L+1.60H 7.714 6,849 Bottom 1.944 Min. Percent 2.170 142.320 0.054 +1.20D+0.5OLr+1.60L+1.60H 7.473 6.878 Bottom 1.944 Min. Percent 2.170 142.320 0.053 +1.20D+0.5OLr+1.60L+1.60H 7.236 6,907 Bottom 1.944 Min. Percent 2.170 142.320 0.051 +1.20D+0.5OLr+1.60L+1.60H 7.002 6.936 Bottom 1.944 Min. Percent 2.170 142.320 0.049 +1.20D+0.5OLr+1.60L+1.60H 6.772 6.965 Bottom 1.944 Min. Percent 2.170 142.320 0.048 +1.20D+0.5OLr+1.60L+1.60H 6.546 6.994 Bottom 1.944 Min. Percent 2.170 142.320 0.046 +1.20D+0.5OLr+1.60L+1.60H 6.323 7.023 Bottom 1.944 Min. Percent 2.170 142.320 0.044 +1.20D+0.5OLr+1.60L+1.60H 6.104 7.052 Bottom 1.944 Min. Percent 2,170 142.320 0.043 +1.20D+0.5OLr+1.60L+1.60H 5.888 7.081 Bottom 1.944 Min. Percent 2.170 142.320 0.041 +1.20D+0.5OLr+1.60L+1.60H 5.676 7,109 Bottom 1.944 Min. Percent 2.170 142.320 0.040 +1.20D+0.5OLr+1.60L+1.60H 5.468 7.138 Bottom 1.944 Min. Percent 2.170 142.320 0.038 +1.20D+0.5OLr+1.60L+1.60H 5.264 7.167 Bottom 1.944 Min. Percent 2,170 142.320 0.037 +1.20D+0.5OLr+1.60L+1.60H 5.063 7.196 Bottom 1.944 Min. Percent 2.170 142.320 0.036 +1.20D+0.5OLr+1.60L+1.60H 4.866 7.225 Bottom 1.944 Min. Percent 2.170 142.320 0.034 +1.20D+0.5OLr+1.60L+1.60H 4.673 7.254 Bottom 1.944 Min. Percent 2.170 142.320 0.033 +1.20D+0.5OLr+1.60L+1.60H 4.483 7.283 Bottom 1.944 Min. Percent 2,170 142.320 0.032 +1.20D+0.5OLr+1.60L+1.60H 4.298 7.312 Bottom 1.944 Min. Percent 2.170 142.320 0.030 +1.20D+0.5OLr+1.60L+1.60H 4.116 7.341 Bottom 1.944 Min. Percent 2.170 142.320 0.029 +1.20D+0.5OLr+1.60L+1.60H 3.937 7,370 Bottom 1.944 Min. Percent 2.170 142.320 0.028 +1.20D+0.5OLr+1.60L+1.60H 3.763 7.398 Bottom 1.944 Min. Percent 2.170 142.320 0.026 +1.20D+0.5OLr+1.60L+1.60H 3.592 7.427 Bottom 1.944 Min. Percent 2.170 142.320 0.025 +1.20D+0.5OLr+1.60L+1.60H 3.425 7.456 Bottom 1.944 Min. Percent 2.170 142.320 0.024 +1.20D+0.5OLr+1.60L+1.60H 3.262 7.485 Bottom 1.944 Min. Percent 2.170 142.320 0.023 +1.20D+0.5OLr+1.60L+1.60H 3,103 7.514 Bottom 1.944 Min. Percent 2.170 142.320 0.022 +1.20D+0.5OLr+1.60L+1.60H 2.948 7.543 Bottom 1.944 Min. Percent 2.170 142.320 0.021 +1.20D+0.5OLr+1.60L+1.60H 2.796 7.572 Bottom 1.944 Min. Percent 2.170 142.320 0.020 +1.20D+0.5OLr+1.60L+1.60H 2,649 7.601 Bottom 1.944 Min. Percent 2.170 142.320 0.019 +1.20D+0.5OLr+1.60L+1.60H 2.505 7.630 Bottom 1.944 Min, Percent 2.170 142.320 0.018 +1.20D+0.5OLr+1.60L+1.60H 2.365 7.659 Bottom 1.944 Min. Percent 2.170 142.320 0.017 +1.20D+0.5OLr+1.60L+1.60H 2.229 7.687 Bottom 1.944 Min. Percent 2.170 142.320 0.016 +1.20D+0.5OLr+1.60L+1.60H 2.097 7.716 Bottom 1.944 Min. Percent 2,170 142.320 0.015 +1.20D+0.5OLr+1.60L+1.60H 1.969 7.745 Bottom 1.944 Min. Percent 2.170 142.320 0.014 63 of 68 Title Block Line 1 Title: Job # You can change this area using the "Settings" menu item Dsgnr: Project Desc.: and then using the "Printing & Title Block" selection. Project Notes Title Block Line 6 Primed4 MAR 2018, 10:11PM C011tlblll@C� FOOtlil g File: C:lUserslsyneylDesktop\PROJECTSIcadina'shomeZtru6Calcicadinashomes.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : F5 Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn +1.20D+0.50Lr+1.60L+1.60H 1.844 7.774 Bottom 1.944 Min. Percent 2.170 142.320 0.013 +1.20D+0.50Lr+1.60L+1.60H 1.724 7.803 Bottom 1.944 Min. Percent 2.170 142.320 0.012 +1.20D+0.50Lr+1.60L+1.60H 1.608 7.832 Bottom 1.944 Min. Percent 2.170 1426" 0.011 +1.20D+0.50Lr+1.60L+1.60H 1.495 7.861 Bottom 1.944 Min. Percent 2.1I0 1Q • 0�0�1 j • • +1.20D+0.50Lr+1.60L+1.60H 1.387 7.890 Bottom 1,944 Min. Percent 20 4 1 2.32 0.01 +1.20D+0.50Lr+1.60L+1.60H 1.282 7.919 Bottom 1.944 Min. Percent ' 2.1711 i42.320; 0.009 •. +1.20D+0.50Lr+1.60L+1.60H 1.182 7.948 Bottom 1.944 Min. Percent • • 2". t 10..320• 01009 • • • +1.20D+0.50Lr+1.60L+1.60H 1.085 7.976 Bottom 1.944 Min. Percent .. �:179 142.320 0.008 . +1.20D+0.50Lr+1.60L+1.60H 0.993 8.005 Bottom 1.944 Min. Percent .�.1J0 J42.329 0�90010•; +1.20D+0.50Lr+1.60L+1.60H 0.904 8.034 Bottom 1.944 Min. Percent 2.170 442133a0 0.006 +1.20D+0.50Lr+1.60L+1.60H 0.820 8.063 Bottom 1.944 Min. Percent 'TM 142.320 O'dbE••. +0.90D+1.60W+1.60H -0.761 8.092 Top 1.944 Min. Percent • • i 320 142.• 0!006• • +0.90D+1.60W+1.60H -0.710 8.121 Top 1.944 Min. Percent .. 1J 142.120. 0 W5... +0.90D+1.60W+1.60H -0.660 8.150 Top 1.944 Min. Percent ..,2.1J 142.0 0.005�• +0.90D+1.60W+1.60H -0.612 8.179 Top 1.944 Min. Percent • 2070 142.320 0.004 • +0.90D+1.60W+1.60H -0.565 8.208 Top 1.944 Min. Percent ' 2.176 :Q23T. 01001999 +0.90D+1.60W+1.60H -0.519 8.237 Top 1.944 Min. Percent 2�WQ M42.320 0r004•• +0.90D+1.60W+1.60H -0.475 8.265 Top 1.944 Min. Percent • Q.17pQ 143320 dt103 +0.90D+1.60W+1.60H -0.432 8.294 Top 1.944 Min. Percent 2.170 'Iii.n• 0.003 +0.90D+1.60W+1.60H -0.391 8.323 Top 1.944 Min. Percent 2.170 1 32 0.003 +0.90D+1.60W+1.60H -0.351 8.352 Top 1.944 Min. Percent 2.170 142.320 0.002 +0.90D+1.60W+1.60H -0.312 8.381 Top 1.944 Min. Percent 2.170 142.320 0.002 +0.90D+1.60W+1.60H -0.275 8.410 Top 1.944 Min. Percent 2.170 142.320 0.002 +0.90D+1.60W+1.60H -0.239 8.439 Top 1.944 Min. Percent 2.170 142.320 0.002 +0.90D+1.60W+1.60H -0.204 8.468 Top 1.944 Min. Percent 2.170 142.320 0.001 +0.90D+1.60W+1.60H -0.171 8.497 Top 1.944 Min. Percent 2.170 142.320 0.001 +0.90D+1.60W+1.60H -0.139 8.526 Top 1.944 Min. Percent 2.170 142.320 0.001 +0.90D+1.60W+1.60H -0.108 8.554 Top 1.944 Min. Percent 2.170 142.320 0.001 +0.90D+1.60W+1.60H -0.079 8.583 Top 1.944 Min. Percent 2.170 142.320 0.001 +0.90D+1.60W+1.60H -0.051 8.612 Top 1.944 Min. Percent 2.170 142.320 0.000 +0.90D+1.60W+1.60H -0.025 8.641 Top 1.944 Min. Percent 2.170 142.320 0.000 +0.90D+1.60W+1.60H 0.000 8.670 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col #1 vu @ Col #2 Phi Vn vu @ Col #1 vu @ Col #2 +1.40D 82.16 psi 9.50 psi 10.18 psi 164.32 psi 0.50psi 1.08psi +1.20D+0.50Lr+1.60L+1.60H 82.16 psi 10.56 psi 13.37 psi 164.32 psi 0.01 psi 0.75 psi +1.20D+1.60L+0.50S+1.60H 82.16 psi 10.56 psi 13.37 psi 164.32 psi 0.01 psi 0.75 psi +1.20D+1.60Lr+0.50L 82.16 psi 8.90 psi 10.18 psi 164.32 psi 0.29psi 0.87 psi +1.20D+1.60Lr+0.80W 82.16 psi 3.87 psi 0.88 psi 164.32 psi 0.20psi 0.20psi +1.20D+0.50L+1.60S 82.16 psi 8.90 psi 10.18 psi 164.32 psi 0.29psi 0.87 psi +1.20D+1.60S+0.80W 82.16 psi 3.87 psi 0.88 psi 164.32 psi 0.20psi 0.20 psi +1.20D+0.50Lr+0.50L+1.60W 82.16 psi 0.70 psi 8.21 psi 164.32 psi 0.96psi 1.38 psi +1.20D+0.50L+0.50S+1.60W 82.16 psi 0.70 psi 8.21 psi 164.32 psi 0.96psi 1.38 psi +1.20D+0.50L+0.20S+E 82.16 psi 8.90 psi 10.18 psi 164.32 psi 0.29psi 0.87 psi +0.90D+1.60W+1.60H 82.16 psi 8.28 psi 6.01 psi 164.32 psi 1.48psi 1.48 psi 64 of 68 Title Block Line 1 You can change this area using the "Settings" menu item a and then using the "Printing & Title Block" selection. Title Block Line 6 Title : Job # Dsgnr: Project Desc.: Project Notes Printed: 6 MAR 2018, 7:58PM General Footing File:C:\Users\syney\Desktop\PROJECTS\cadina'shome\Strut\Cak:\cadinashomes.ec6 g ENERCALC, INC. 1983-2011, Build.6.11.6.23, Ver6.11.6.23 Description : F3.0 General Information Material Properties f c : Concrete 28 day strength = 3.0 ksi fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf (p Values Flexure = 0.90 Shear = 0.750 Analysis Settings Min Steel % Bending Reinf. = 0.00140 Min Allow % Temp Reinf. = 0.00180 Min. Overturning, Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Add Ftg Wt for Soil Pressure Yes Use ftg wt for stability, moments & shears : Yes Include Pedestal Weight as DL No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Footing Thicknes = 16.0 in Pedestal dimensions px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars - 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Sizf = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a ADDlied Loads Calculations per Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. ACI 318.08, IBC 2009, CBC 2010, ASCE 7.05 • Increases based on footing Depth • • • Footing base depth below soil surface • • i• • • Allowable pressure increase per foot of dpg , 0 when footing base is below = • • Increases based on footing plan dimension 0000 Allowable pressure increase per foot of depl" • • when maximum length or width is gre@tpr% .' •••••• • .0. 2.0 ksf No 250.0 pcf 0.39••� jsf ft� • • 4C6f• 65 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed' 6 MAR 2018, 7:58PM General Footin File: C:1UserslsyneylDesktop\PROJECTSIcadina's home\Struc\CaidlcarIinas homes.ec6 g ENERCALC, INC. 1983-2011,'Build:6.11.6.23, Ver.6.11.6.23 Description : F3.0 DESIGN SUMMARY 11441612 Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9185 Soil Bearing 1.837 ksf 2.0 ksf +D+L+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 0000 No Piding. • • PASS n/a Sliding - Z-Z 0.0 k 0.0 k • + • • • • • • . • No S41rlg • PASS 1.064 Uplift -8.310 k 8.838 k • +0-N4+AV • •„� PASS 0.09202 Z Flexure (+X) 2.156 k-ft 23.426 k-ft • • • • • • • +1.Z"+;i QLr+1.601-+1.�0H • • PASS 0.09202 Z Flexure (-X) 2.156 k-ft 23.426 k-ft +1.20.4+Q�01-r+1.60�+1.60V • • • • • • PASS 0.09202 X Flexure (+Z) 2.156 k-ft 23.426 k-ft • • +1.LQD•J.� 8Lr+1.6X *'h904-I• PASS 0.09202 X Flexure (-Z) 2.156 k-ft 23.426 k-ft • • • • • +1.JQD J. Lr+1.60L+1.CQ H • PASS 0.05981 1-way Shear (+X) 4.914 psi 82.158 psi • • • • +1.2M.58Lr+1.60l+1. H• PASS 0.05981 1-way Shear (-X) 4.914 psi 82.158 psi 00 +1.20D+0.5OLr+1.60L+1.60H + PASS 0.05981 1-way Shear (+Z) 4.914 psi 82.158 psi +1.VSZULr+1.60L+1.90H • • PASS 0.05981 1-way Shear (-Z) 4.914 psi 82.158 psi +1.10D+0ALr+1.601*1l,6d6 600906 PASS 0.1352 2-way Punching 22.208 psi 164.32 psi +1.:OD+Q.%Lr+1.60t+1.60H : • • • 4 Detailed Results • Soil Bearing' Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X, +D 2.0 n/a 0.0 1.393 1.393 n/a n/a 0.697 X-X, +D+L+H 2.0 n/a 0.0 1.837 1.837 n/a n/a 0.919 X-X, +D+Lr+H 2.0 n/a 0.0 1.539 1.539 n/a n/a 0.770 X-X, +D+S+H 2.0 n/a 0.0 1.539 1.539 n/a n/a 0.770 X-X, +D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.763 1.763 n/a n/a 0.882 X-X, +D+0.750L+0.750S+H 2.0 n/a 0.0 1.763 1.763 n/a n/a 0.882 X-X, +D+W+H 2.0 n/a 0.0 0.6160 0.6160 n/a n/a 0.308 X-X, +D+0.70E+H 2.0 n/a 0.0 1.539 1.539 n/a n/a 0.770 X-X, +D+0.750Lr+0.750L+0.750W+H 2.0 n/a 0.0 1.070 1.070 n/a n/a 0.535 X-X, +D+0.750L+0.750S+0.750W+H 2.0 n/a 0.0 1.070 1.070 n/a nla 0.535 X-X, +D+0.750Lr+0.750L+0.5250E+H 2.0 n/a 0.0 1.763 1.763 n/a n/a 0.882 X-X, +D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.763 1.763 n/a n/a 0.882 X-X, +0.60D+W+H 2.0 n/a 0.0 0.05867 0.05867 n/a n/a 0.029 X-X, +0.60D+0.70E+H 2.0 nla 0.0 0.9820 0.9820 n/a n/a 0.491 Z-Z, +D 2.0 0.0 n/a n/a n/a 1.393 1.393 0,697 Z-Z, +D+L+H 2.0 0.0 n/a n/a n/a 1.837 1.837 0.919 Z-Z, +D+Lr+H 2.0 0.0 n/a n/a n/a 1.539 1.539 0.770 Z-Z, +D+S+H 2.0 0.0 n/a n/a n/a 1.539 1.539 0.770 Z-Z, +D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.763 1.763 0.882 Z-Z, +D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.763 1.763 0.882 Z-Z, +D+W+H 2.0 0.0 n/a n/a n/a 0.6160 0.6160 0.308 Z-Z, +D+0.70E+H 2.0 0.0 n/a n/a n/a 1.539 1.539 0.770 Z-Z, +D+0.750Lr+0.750L+0.750W+H 2.0 0.0 n/a n/a n/a 1.070 1.070 0.535 Z-Z, +D+0.750L+0.750S+0.750W+H 2.0 0.0 n/a n/a nla 1.070 1.070 0.535 Z-Z, +D+0.750Lr+0.750L+0.5250E+H 2.0 0.0 n/a n/a n/a 1.763 1.763 0.882 Z-Z, +D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.763 1.763 0.882 Z-Z, +0.60D+W+H 2.0 0.0 n/a n/a n/a 0.05867 0.05867 0.029 Z-Z, +0.60D+0.70E+H 2.0 U n/a n/a n/a 0.9820 0.9820 0,491 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding 66 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes: Title Block" selection. Title Block Line 6 Printed6 MAR 2018, 758PM General Footing g File:C:\Users�yney\Desktop\PROJECTS\cadina'shome'Struc\Cal6cadinashomes:ec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : F3.0 Footing Flexure Flexure Axis 8 Load Combination Mu k-ft Which Side ? Tension @ Bot. As Req'd or Top ? inA2 Gvrn. As inA2 Actual As in"2 Phi*Mn k-ft Status X-X, +1.40D 1.89 +Z Bottom 0.35 Bendinq 0.41 23.426 OK X-X, +1.40D 1.89 -Z Bottom 0.35 Bendinq 0.41 23.426 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 2.156 +Z Bottom 0.35 Bendinq 0.41 23.426... OK X-X, +1.20D+0.50Lr+1.60L+1.60H 2.156 -Z Bottom 0.35 Bendinq 0.41 , 23.4U , •. • •QQK • • 01� X-X, +1.20D+1.60L+0.50S+1.60H 2.156 +Z Bottom 0.35 Bendinq 0441 • • 23.426 . X-X, +1.20D+1.60L+0.50S+1.60H 2.156 -Z Bottom 0.35 Bendinq 0.41 • ' • • • • 23.0 , ; + OK •, X-X, +1.20D+1.60Lr+0.50L 1.787 +Z Bottom 0.35 Bendinq 0944 23.426• • .@K+ • • X-X, +1.20D+1.60Lr+0.50L 1.787 -Z Bottom 0.35 Bendinq 0.44 o e s 23.426 • .OK , X-X,+1.20D+1.60Lr+0.80W 0.7889 +Z Bottom 0.35 Bendinq 0.4j,„ 23.126 • *@K*O: OK X-X, +1.20D+1.60Lr+0.80W 0.7889 Z Bottom 0.35 Bendinq Or41 • 236• .�• •. X-X, +1.20D+0.50L+1.60S 1,787 +Z Bottom 0.35 Bendinq 0.41 • •' 23.426 •15te •, X-X, +1.20D+0.50L+1.60S 1.787 -Z Bottom 0.35 Bendinq 0". • 23.426 • • @K• • X-X, +1.20D+1.60S+0.80W 0.7889 +Z Bottom 0.35 Bendinq OOA • . 23.1" . • QM... X-X,+1.20D+1.60S+0.80W 0.7889 -Z Bottom 0.35 Bendinq 0,4,1,,,, 23.426 OK,• X-X, +1.20D+0.50Lr+0.50L+1.60W 0.1255 +Z Bottom 0.35 Bendinq O!41 • • 23.426 OK • X-X, +1.20D+0.50Lr+0.50L+1.60W 0.1255 -Z Bottom 0.35 Bendinq (141 ' 23.g",;, • I)KO • • X-X, +1.20D+0.50L+0.50S+1.60W 0.1255 +Z Bottom 0.35 Bendinq G41 • 23,426 •OK X-X, +1.20D+0.50L+0.50S+1.60W 0.1255 -Z Bottom 0.35 Bendinq 0.41• : 23.4" . ; OR' • ; X-X, +1.20D+0.50L+0.2QS+E 1.787 +Z Bottom 0.35 Bendinq 0.41 23AJ$ • • OK X-X, +1.20D+0.50L+0.20S+E 1.787 -Z Bottom 0.35 Bendinq 0.41 23.4 6 OK X-X, +0.90D+1.60W+1.60H 0.4469 +Z Top 0.35 Bendinq 0.41 23.426 OK X-X, +0.90D+1.60W+1.60H 0.4469 -Z Top 0.35 Bendinq 0.41 23.426 OK X-X, +0.90D+E+1.60H 1.215 +Z Bottom 0.35 Bendinq 0.41 23.426 OK X-X, +0.90D+E+1.60H 1.215 -Z Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.40D 1.89 -X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.40D 1.89 +X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 2,156 -X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 2.156 +X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 2,156 -X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 2.156 +X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.20D+1.60Lr+0.50L 1.787 -X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.20D+1.60Lr+0.50L 1.787 +X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.20D+1.60Lr+0.80W 0.7889 -X Bottom 0.35 Bendinq 0,41 23,426 OK Z-Z, +1.20D+1.60Lr+0.80W 0.7889 +X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.20D+0.50L+1.60S 1.787 -X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.20D+0.50L+1.60S 1.787 +X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.20D+1.60S+0.80W 0.7889 -X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.20D+1.60S+0.80W 0.7889 +X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.1255 -X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.1255 +X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0.1255 -X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.20D+0.50L+0.50S+1.60W 0.1255 +X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.20D+0.50L+0.20S+E 1.787 -X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +1.20D+0.50L+0.20S+E 1.787 +X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +0.90D+1.60W+1.60H 0.4469 -X Top 0.35 Bendinq 0.41 23.426 OK Z-Z, +0.90D+1.60W+1.60H 0.4469 +X Top 0.35 Bendinq 0.41 23.426 OK Z-Z, +0.90D+E+1.60H 1.215 -X Bottom 0.35 Bendinq 0.41 23.426 OK Z-Z, +0.90D+E+1.60H 1.215 +X Bottom 0.35 Bendinq 0.41 23.426 OK One Way Shear Load Combination... Vu R. -X Vu (a) +X Vu (CD -Z Vu (a. +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 4.308 psi 4.308 psi 4.308 psi 4.308 psi 4.308 psi 82.158 psi 0.05243 OK +1.20D+0.50Lr+1.60L+1.60H 4.914 psi 4.914 psi 4.914 psi 4.914 psi 4.914 psi 82.158 psi 0.05981 OK +1.20D+1.60L+0.50S+1.60H 4.914 psi 4.914 psi 4.914 psi 4.914 psi 4.914 psi 82.158 psi 0.05981 OK +1.20D+1.60Lr+0.50L 4.074 psi 4.074 psi 4.074 psi 4.074 psi 4.074 psi 82.158 psi 0.04959 OK +1.20D+1.60Lr+0.80W 1.798 psi 1.798 psi 1.798 psi 1.798 psi 1.798 psi 82.158 psi 0.02189 OK +1.20D+0.50L+1.60S 4.074 psi 4.074 psi 4.074 psi 4.074 psi 4.074 psi 82.158 psi 0,04959 OK +1.20D+1.60S+0.80W 1.798 psi 1.798 psi 1.798 psi 1.798 psi 1.798 psi 82.158 psi 0.02189 OK +1.20D+0.50Lr+0.50L+1.60W 0.286 psi 0.286 psi 0.286 psi 0.286 psi 0.286 psi 82.158 psi 0.003482 OK +1.20D+0.50L+0.50S+1.60W 0.286 psi 0.286 psi 0.286 psi 0.286 psi 0.286 psi 82.158 psi 0.003482 OK +1.20D+0.50L+0.20S+E 4.074 psi 4.074 psi 4.074 psi 4.074 psi 4.074 psi 82.158 psi 0.04959 OK +0.90D+1.60W+1.60H 1.019 psi 1.019 psi 1.019 psi 1.019 psi 1.019 psi 82.158 psi 0.0124 OK +0.90D+E+1.60H 2.769 psi 2.769 psi 2.769 psi 2.769 psi 2.769 psi 82.158 psi 0.03371 OK 67 of 68 Title Block Line 1 Title : Job # You can change this area Dsgnr: using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Title Block Line 6 Printed6 MAR 2018, 7,58PM • General Footing File: C:1Users)syney\Desktop\PROJECTSIcadina's home\StruclCal6carlinas homes.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : F3.0 Punching Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 19.468 psi 164.32osi 0.1185 OK +1.20D+0.50Lr+1.60L+1.60H 22.208 psi 164.32osi 0.1352 OK +1.20D+1.60L+0.50S+1.60H 22.208 psi 164.32psi 0.1352 OK +1.20D+1.60Lr+0.50L 18.412 psi 164.32psi 0.1121 •.•• OK +1.20D+1.60Lr+0.80W 8.127 psi 164.32psi 0.04946 + + ' + • . • • OK• +1.20D+0.50L+1.60S 18.412 psi 164.32psi 0.1121 • • • • • • • OK • +1.20D+1.60S+0.80W 8.127 psi 164.32psi 0.04946 •• • •' • OK '. +1.20D+0.50Lr+0.50L+1.60W 1.293 psi 164.32psi 0.007867 • • • • • • • • • OK• • • • • • +1.20D-450L+0.50S+1.60W 1.293 psi 164.32psi 0.007867 • • • • • • • OK+ + +1.20D+0.50L+0.20S+E 18.412 psi 164.32psi 0.1121 •+++ + 0 OK•'+•••; +0.90D+1.60W+1.60H 4.604 psi 164.32psi 0.02802 • • •••••+ OK +0.90D+E+1.60H 12.515 psi 164.32psi 0.07617 ••++ ' OK••;"+ 086960 •• • •• • • • • • so*** 68 of 68