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REV-18-1677ip l urns or Tablm Rtv i8=�677 PERMIT# WtV 1 O — 161-1 CONTRACTOR: NY UI (ten SUBMITTAL DATE: �q ADDRESS: Z av q- S} NAME: C�lVOX0v e 1'�4 RESUBMITAL DATES: �T PROJECTTYPE: ZyiS�bn Ot 1 ' kN% ZONING PLUMBING STRUCT RA ., ., Il r4.�Nl MECHANICAL ELECTRICAL PERMIT # ?Vt\J kC6 — % t1 CONTRACTOR: A-yotuickt-een SUBMITTAL DATE: V �� ADDRESS: 12Qj 4- S} NAME: c,WaVov,e 64s. �Y\. RESUBMITAL DATES: PROJECT TYPE: Z V i S i O Y1 Co v —T ,v &`C_ aw% ZONING PLUMBING 'O:i I F�n STAUCTURi MECHANICAL i ELECTRICAL a Ij�DIN +�► F%11""L "14"' 1 "', 0kA L1V11 •tvJ.v 0111vnV 41411113. iiiuiviuuai J1ccF111 units and individual dwelling units in Group R and I-1 occupancies shall beprovided with smoke alarms in accordance with the Florida Fire Prevention Code. ❑ Plumbing permit required if (i.e. changing or relocating fixtures, extending pipe lines, etc) ❑ Mechanical permit required if (replacing or relocating exhaust fans or ventilations). ❑ Owner Builders Permit. If owner is doing the work, owner must fill and notarize disclosure form and pass a test. (This form must be signed and notarized in the building department only). ❑ If the job is more than $2,500.00 is it required to file a notice of commencement (paperwork may be requested in the Building Department). This must be taken to the Miami -Dade Recorders Office and then brought back to the Building Department. Revised on 10-06-15 1. Naranjo k Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION OBUILDING ❑ ELECTRIC ❑ ROOFING ■❑ ❑ PLUMBING ❑ MECHANICAL ❑ PUBLIC WORKS ❑ JOB ADDRESS: 128 NE 94 ST Folio/Parcel#: 11-3206-013-2980 Occupancy Type: residential Load: _ OWNER: Name (Fee Simple Tit Address: 6130 NE 4th Ct City: Miami Tenant/Lessee Name: Email: alsba@bellsouth. CONTRACTOR: Company Name: Address: 6130 NE 4th Ct City: MIAMI Qualifier Name: JOSE A. SB 3- UN 1 20 FBC 20 Master Permit No. RC-2-18-4224 \ Sub Permit No. 'K V 106 "�b1 ON I ❑ EXTENSION [:]RENEWAL E pFNCELLATION ❑SHOP 4CTOR DRAWINGS �Is thpiuilding Historically Designated: Yes Type: S Flood Zone: X BFE: _ E INVESTMENTS INC NO X FFE: ne#: 305-778-5961 FL Zip: 33137 194REEN CORP State Certification or Registration t%jCGC1511513 FL e#: hone#: 305-778-5961 Certificate of Competency #: Zip: 33137 305-778-5961 DESIGNER: Architect/Engineer: CARMEN T. DIAZ Phone#: 786-312-6060 Address: 5001 S.W. 74th CT # 100 City: MIAMI State: FL Zip: 33155 Value of Work for this Permit: $ 0 Square/Linear Footage of Work. Type of Work: ❑ Addition ❑ Alteration 0 New ❑Repair/Replace ❑ Demolition Description of Work: structural review tie beam elevations ?�vV jS pp Specify color of color thru tile: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ (Revised02/24/2014) 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 Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with on 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. Signatu OWNER & AGENT The foregoing instrument was acknowledged before me this day off1 LAA-t_ _, 20 { by YtI who is personally known to me or who has produced as r Signature \ CONTRA OR The for going instrument was acknowledged before me this 74 day of 20 by G f who is personally known to me or who has produced _ as identification and who did take an tath. identification and who did take In oath. NOTARY P �� ., KARINA Co EJANDRAlUNA�.;�,; On M FF 950062 NOTARY .4 KAMN r'��•_ Com '-, lEJANDRA TUNA scion FF 950067 _ •_ '• My x fires ission E P = My mission Expires Sign %°•• �. a 12 20 • 20 Sign. '': �'•O '-.,,.,,.••'' ory 12. 2020 Print: Print: Seal: Seal: *ss**+�s**sr**ssa�*:s**ss*«ss*�rsr*s*ssss�«****s*a****«s*rss.*s**sss#�e+�*s*�essss#ass***s*+e*t***�k►**its:***:sssss APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) r CALCULATIONS FOR NEW RESIDENCE REVISION-2(BY OWNER) 128 NE 94 ST, Miami Shores, FL 33138 `J Submitted to: ri Miami Shores Building Department INDEX CANCELLM • •••• •••••• • 0 MAU4/4,, * No.82545 �'y0 i i ®�� T T ; �, Prepared by: Alejandro Maulini, PE, FL. Reg. #82545 13342 SW 152 ST, Suite 2708, Miami, FL 33177 ITEM PAGE I Concrete Beams 1-13 II Steel Beam 14-16 1 Concrete Lic, #: KW-06011763..... .< : s m::::• eE y coax;€EMWaM. ���?. ::s aae zre cn E;:::......::e Description : RB-3 i CODS: me): LJ1id's-.._ . Calculations per ACI 318-14, IBC 2015, ASCE 7-10 ' • • • •"';' Load Combination Set: ASCE 7-10 • • • • • . ' • • '. Material Properties ""•• • fc 112 = 4.0 ksi (h Phi Values Flexure: 0.90 • :...: _ • •: fr = fc 7.50 yt Density X LtWt Facto Elastic Modulus fy - Main Reba-- E - Main Reba= = 474.342 psi = 145.0 pcf = 1.0 Shear: 0.750 Q = 0.850 3,605.0 ksi Fy - Stirrups 60.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # Number of Resisting Legs Per Stirrup = 40.0 ksi 29,000.0 ksi 3 2 Cross Section 8 Reinforcing Details _ Rectangular Section, Width = 8.0 in, Height = 38.0 in Span #1 Reinforcing.... 247 at 2.0 in from Bottom, from 0.0 to 18.0 ft in this.span 247 at 2.0 in from Top, from 0.0 to 18.0 ft in this span 245 at 13.0 in from Top, from 0.0 to 18.0 ft in this span 245 at 13.0 in from Bottom, from 0.0 to 18.0 ft in this sl App ied Dads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... D = 0.1120, Lr = 0.1350, W = -0.30 Uniform Load on ALL spans: D = 0.1120, Lr = 0.1350, W = -0.30 k/ft aximum Bending Stress Ratio 0.126 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.002 in Ratio = 89361 —3 Mu: Applied 35.204 k-ft Max Upward Transient Deflection -0.005 in Ratio = 40212>=3 Mn' Phi: Allowable 280.203 k-ft Max Downward Total Deflection 0.010 in Ratio = 21810>=1 Max Upward Total Deflection 0.000 in Ratio = 999 <18 Location of maximum on span 9.016 ft Span # where maximum occurs Span # 1 We ica Reactions Support notation : Far left is #' Load Combination Support 1 Support 2 overall imum 4.978 4.978 Overall MINimum 0.638 0.638 +D+H 3.763 3.763 +D+L+H 3.763 3.763 +D+Lr+H 4.978 4.978 +D+S+H 3.763 3.763 +D+0.750Lr+0.750L+H 4.674 4.674 +D+0.750L+0.750S+H 3.763 3.763 2 Description : RB-3 ---- ti ltertical Reactions -- W --- Support notation :Far left is #' •••• Load Combination Support 1 Support 2 • • • 0 NT• • "• • • • • • • • • • +D+0.70E+H 3.763 3.763 0 0 0 • • • • • • • +D+0.750Lr+0.750L+0.450W+H 3.459 3.459 • +D+0.750L+0.750S+0.450W+H 2.548 2.548 • • • • • • • • • • • i • • • • • • • +D+0.750L+0.750S+0.5250E+H 3.763 3.763 • • • � • • • • • +0.60D+0.60W+0.60H 0.638 0.638 • • • • • • • . • • • •.. • • +0.60D+0.70E+0.60H 2.258 2.258 •• •• • • •••• . • • • • • D Only 3.763 3.763 : • •;'; • • • LrOnly 1.215 1.215 • • �•••�• ••••�• L Only • ; • SOnl Y • • •• • •• . • • •••• ••• W Only -2.700 -2.700 • • •' • • • E Only H Only 'Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use stirrups spaced at 0.000 in Maximum Forces &'Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 18.000 35.20 280.20 0.13 +1.40D+1.60H Span # 1 1 18.000 23.71 280.20 0.08 + 1.20 D+0.50Lr+1.60 L+1.60 H Span # 1 1 18.000 23.05 280.20 0.08 +1.20 D+ 1.60L+0.50S+1.60 H Span # 1 1 18.000 20.32 280.20 0.07 +1.20 D+ 1.60Lr+0.50 L+1.60 H Span # 1 1 18.000 29.07 280.20 0.10 +1.20D+1.60Lr+0.50W+1.60 H Span # 1 1 18.000 22.99 280.20 0.08 +1.20D+1.60Lr-0.50W+1.60 H Span # 1 1 18.000 35.14 280.20 0.13 +1.20 D+0.50L+1.60S+1.60 H Span # 1 1 18.000 20.32 280.20 0.07 +1.20D+1.60S+0.50W+1.60 H Span # 1 1 18.000 14.25 280.20 0.05 +1.20 D+ 1.60S-0.50 W +1.60 H Span # 1 1 18.000 26.40 280.20 0.09 +1.20D+0.50Lr+0.50 L+W+1.60 H Span # 1 1 18.000 10.90 280.20 0.04 +1.20D+0.50Lr+0.50 L-W+1.60 H Span # 1 1 18.000 35.20 280.20 0.13 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 18.000 8.17 280.20 0.03 +1.20D+0.50L+0.50S-W +1.60H Span # 1 1 18.000 32.47 280.20 0.12 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 18.000 20.32 280.20 0.07 +0.90D+W+0.90H Span # 1 1 18.000 3.09 280.20 0.01 +0.90D-W+0.90H Span # 1 1 18.000 27.39 280.20 0.10 +0.90D+E+0.90H Span # 1 1 18.000 15.24 280.20 0.05 Overall Micmum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr+H 1 0.0099 9.000 0.0000 0.000 3 ---------------- Lic. "# " KW p6011763 E ? r ec e c s m.. .. ....., . .........- .... n• a era:e's IN09 i KX ' "a33.�3�'°'UMINMr.:�;,9.;ON ...9.1...M Description : R13-1 015E REFE#tMCES- _ _ _ _ _ ••.•, Calculations per ACI 318-14, IBC 2015, ASCE 7-10 •• : .•�� "";' • Load Combination Set: ASCE 7-10 • • • • • • '.. • • } Material Aroperties •""' • fc 1/2 = 4.0 ksi Phi Values Flexure : 0.90 .060 �`�� ..... :•••:• • • fr = fe 7.50 = 474.342 psi Shear: 0.750 ' • • "• yl Density = 145.0 pcf R 1 = 0.850 . • • • • • �,••�•■ : ." •• •• LtWt Facto = 1.0 ""• •• ••• ElasticModulu= 3,605.0ksi Fy- Stirrups 40.0ksi ��•�� ' fy -Main RebE- Stirrups = 29,000.0ksi a= 60.0 ksi j :•..:• •• ' ••• Stirrup Bar Size # 3 E - Main Reba= 29,000.0ksi •'. •• • • Number of Resisting Legs Per Stirrup = 2 •��•�• :••.•: •. • Cross Section & Reinforcing Details , Rectangular Section, Width = 8.0 in, Height = 24.0 in Span #1 Reinforcing.... 246 at 2.0 in from Bottom, from 0.0 to 11.0 ft in this span 246 at 2.0 in from Top, from 0.0 to 11.0 ft in this span 245 at 12.0 in from Bottom, from 0.0 to 11.0 ft in this span 245 at 12.0 in from Top, from 0.0 to 11.0 ft in this span j Applied Loads I Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... D = 0.5250, Lr = 0.630, W = -1.403 Uniform Load on ALL spans : D = 0.5250, Lr = 0.630, W = -1.403 k/ft 3ximum Bending Stress Katio = Section used for this span Mu: Applied Mn ' Phi: Allowable Location of maximum on span Span # where maximum occurs Typical Section 39.022 k-ft 137.184 k-ft 5.490 ft Span # 1 3ximum Uetlection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.006 in Ratio = 21138>= -0.014 in Ratio = 9491 >= 0.000 in Ratio = 999 <1 0.000 in Ratio = 999 <1 Si@rtlCaf R@actions Support notation : Far left is #' Load Combination Support 1 Support 2 Overall imum - . -7.716 Overall MINimum 0.478 0.478 +D+H 3.951 3.951 +D+L+H 3.951 3.951 +D+Lr+H 7.416 7.416 +D+S+H 3.951 3.951 +D+0.750Lr+0.750L+H 6.550 6.550 +D+0.750L+0.750S+H 3.951 3.951 4 ncrete Beam Verficai Reactions Support notation : Far left is #' Load Combination Support 1 Support 2 + + + +D+0.70E+H 3.951 3.951 • • • • +D+0.750Lr+0.750L+0.450W+H 3.077 3.077 • • • • • • • • • • • • • +D+0.750L+0.750S+0.450W+H 0.478 0.478 • • • • : • • • • . • +D+0.750L+0.750S+0.5250E+H 3.951 3.951 ,,,,., •„• ; ,,,,;, +0.60D+0.60W+0.60H -2.259 -2.259 • ,,,,,, , , • +0.60D+0.70E+0.60H 2.371 2.371 • • • • • • DOnly 3.951 3.951 • • •••• •••••• • ••••• Lr Only 3.465 3.465 • • LOnly •••••• •••••� • •• •.:••� ••••• S Only •••••• • W Only -7.716 -7.716 :••:•: •, E Only • • • • • • • •••••• HOnly , , , • • •,•••� Shear Stirrup Requirements • Between 0.00 to 1.78 ft, PhiVc/2 < Vu <= PhiVc, Reqd Vs = Min 9.6.3.3, use stirrups spaced at 11.000 in Between 1.80 to 9.20 ft, Vu < PhiVc/2, Reqd Vs = Not Reqd 9.6.3.1, use stirrups spaced at 0.000 in Between 9.22 to 10.98 ft, PhiVc/2 < Vu <= PhiVc, Reqd Vs = Min 9.6.3.3, use stirrups spaced at 11.000 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 11.000 39.02 137.18 0.28 +1.40D+1.60H Span # 1 1 11.000 15.21 137.18 0.11 +1.20D+0.50Lr+1.60 L+1.60 H Span # 1 1 11.000 17.80 137.18 0.13 +1.20D+1.60L+0.50S+1.60 H Span # 1 1 11.000 13.04 137.18 0.10 +1.20D+1.60Lr+0.50 L+1.60 H Span # 1 1 11.000 28.28 137.18 0.21 +1.20D+1.60Lr+0.50W+1.60 H Span # 1 1 11.000 17.67 137.18 0.13 +1.20D+1.60Lr-0.50W+1.60H Span # 1 1 11.000 38.89 137.18 0.28 +1.20D+0.50L+1.60S+1.60 H Span # 1 1 11.000 13.04 137.18 0.10 +1.20D+1.60S+0.50 W +1.60 H Span # 1 1 11.000 2.43 137.18 0.02 +1.20 D+ 1.60S-0.50 W +1.60 H Span # 1 1 11.000 23.65 137.18 0.17 +1.20 D+0.50Lr+0.50L+W+1.60 H Span # 1 1 11.000 -3.42 137.18 0.02 +1.20 D+0.50Lr+0.50L-W+1.60 H Span # 1 1 11.000 39.02 137.18 0.28 + 1.20 D+0.50L+0.50S+W+ 1.60 H Span # 1 1 11.000 -8.18 137.18 0.06 +1.20 D+0.50L+0.50S-W+1.60 H Span # 1 1 11.000 34.26 137.18 0.25 + 1.20 D+0.50L+0.20S+E+ 1.60 H Span # 1 1 11.000 13.04 137.18 0.10 +0.90D+W+0.90H Span # 1 1 11.000 -11.44 137.18 0.08 +0.90D-W+0.90H Span # 1 1 11.000 31.00 137.18 0.23 +0.90D+E+0.90H Span # 1 1 11.000 9.78 137.18 0.07 i Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Deft Location in Span 1 0.0000 0.000 W Only -0.0139 5.500 5 1.1 Concrete Beam Description : B- "CODE REFERENCES W J Calculations per ACI 318-14, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties • fc = 4.0 ksi do Phi Values Flexure: 0.90 •�: �" • • • • • fr = fc2 7.50 = 474.342 psi Shear: 0.750 : • # 0 �.. : .. • :. WDensity = 145.0 pcf Q t = 0.850 • I. eve* • k LtWt Facto = 1.0 • Elastic Modulus 3,605.0 ksi Fy - Stirrups 40.0 ksi • .++ • : • • • • • • • • fy -Main Reba-- 60.0 ksi E - Stirrups 29,000.0 ksi : • •a• * • • • •.: • 0 E - Main Reba= 29,000.0 ksi Stirrup Bar Size # 3 . •. ..• .. .. • 00 Number of Resisting Legs Per Stirrup = 2 • • • • • • • •••••• •• • •• • •• • • • Cross Section t Reinforcing_ etails _ Rectangular Section, Width = 8.0 in, Height = 36.0 in Span #1 Reinforcing.... 247 at 2.0 in from Bottom, from 0.0 to 11.0 ft in this span 247 at 2.0 in from Top, from 0.0 to 11.0 ft in this span 245 at 12.0 in from Bottom, from 0.0 to 11.0 ft in this span 245 at 12.0 in from Top, from 0.0 to 11.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... D = 0.6630, Lr = 0.0750, W = -0.20 Uniform Load on ALL spans : D = 0.6630, Lr = 0.0750, W = -0.20 k/ft DESIGN SUMMARY Aaximum Bending Stress Ratio = Section used for this span Mu: Applied Mn ' Phi: Allowable Location of maximum on span Span # where maximum occurs 0.079 : 1 Typical Section 20.889 k-ft 263.823 k-ft 5.510 ft Span # 1 3ximum ueriection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio = 0 <360.' 0.000 in Ratio = 0 <360.' 0.003 in Ratio = 43720>=181 0.000 in Ratio = 999 <180.'. I 'Vertical Reactions Support notation : Far left is #' Load Combination Support 1 Support 2 Overall imum 5.654 5.654 Overall MINimum 0.413 0.413 +D+H 5.242 5.242 +D+L+H 5.242 5.242 +D+Lr+H 5.654 5.654 +D+S+H 5.242 5.242 +D+0.750Lr+0.750L+H 5.551 5.551 +D+0.750L+0.750S+H 5.242 5.242 VA Description : B-1 -er kal R6actlon5 _ _ Support notation : Far left is #' Load Combination Support 1 Support 2 + + + +D+0.70E+H 5.242 5.242 ease +D+0.750Lr+0.750L+0.450W+H 5.056 5.056 • • • Y 0000 *see** +D+0.750L+0.750S+0.450W+H 4.747 4.747 • • • • : • Y • • • • +D+0.750L+0.750S+0.5250E+H 5.242 5.242 **so** ` • • ` : . • .. +0.60D+0.60W+0.60H 2.485 2.485 0 0 0 ` +0.60D+0.70E+0.60H 3.145 3.145 • • • • • • DOnly 5.242 5.242 •��••• �••••• ••••• Lr Only 0.413 0.413 • • L Only • • • • • SOnI Y •• .•• •••• ••••�• W Only -1.100 -1.100 : • `: `: ` `• E Only HOnly • • ; :•••:• • •••••• ;••••; Shear Stirrup Requirerrients •'. • Entire Beam Span Length: Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use stirrups spaced at 0.000 in Maximum Forces StStresses 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 11.000 20.89 263.82 0.08 +1.40D+1.60H Span # 1 1 11.000 20.18 263.82 0.08 +1.20D+0.50Lr+1.60L+1.60 H Span # 1 1 11.000 17.86 263.82 0.07 +1.20D+1.60L+0.50S+1.60 H Span # 1 1 11.000 17.30 263.82 0.07 +1.20D+1.60Lr+0.50L+1.60 H Span # 1 1 11.000 19.11 263.82 0.07 + 1.20 D+1.60Lr+0.50 W +1.60 H Span # 1 1 11.000 17.60 263.82 0.07 +1.20D+1.60Lr-0.50 W+1.60 H Span # 1 1 11.000 20.62 263.82 0.08 +1.20D+0.50L+1.60S+1.60 H Span # 1 1 11.000 17.30 263.82 0.07 + 1.20 D+ 1.60 S +0.50 W + 1.60 H Span # 1 1 11.000 15.78 263.82 0.06 +1.20D+1.60S-0.50W +1.60 H Span # 1 1 11.000 18.81 263.82 0.07 + 1.20 D +0.50 L r+0.50 L+W + 1.60 H Span # 1 1 11.000 14.84 263.82 0.06 + 1.20 D+0.50Lr+0.50 L-W +1.60 H Span # 1 1 11.000 20.89 263.82 0.08 +1.20 D+0.50L+0.50S+W+1.60H Span # 1 1 11.000 14.27 263.82 0.05 +1.20 D+0.50L+0.50S-W+1.60H Span # 1 1 11.000 20.32 263.82 0.08 +1.20 D+0.50L+0.20S+E+1.60H Span # 1 1 11.000 17.30 263.82 0.07 +0.90D+W+0.90H Span # 1 1 11.000 9.95 263.82 0.04 +0.90D-W+0.90H Span # 1 1 11.000 16.00 263.82 0.06 +0.90D+E+0.90 H Span # 1 1 11.000 12.97 263.82 0.05 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr+H 1 0.0030 5.500 0.0000 0.000 0 ---------------------- Concrete Beam LtC.'# : KW 06©11763 .. ..... ..... . ... :.. c:: c::c. x. e::::::::; ? E,'s; 9..:c.:;.E:E;�::',2; J.F e:: s3; :"E cE"E9EE: e;"s �E3 ..... Description : B-7 GONE RE ENC _ _ _ -- Calculations per ACI 318-14, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 fc 1/2 = 4.0 ksi 4b Phi Values Flexure: 0.90 fr = fc 7.50 = 474.342 psi Shear: 0.750 V Density = 145.0 pcf R = 0.850 X LtWt Facto = 1.0 Elastic Modulus 3,605.0 ksi Fy - Stirrups 40.0 ksi fy - Main Reba-- 60.0 ksi E - Stirrups 29,000.0 ksi E - Main Reba= 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 • ! ••• • • • a • • ••• ••• •• • • • Cross Section,8 IReing t forcinDeails Rectangular Section, Width = 8.0 in, Height = 12.0 in Span #1 Reinforcing.... 245 at 2.0 in from Bottom, from 0.0 to 10.0 ft in this span 245 at 2.0 in from Top, from 0.0 to 10.0 ft in this span 245 at 0.0 in from Bottom, from 0.0 to 10.0 ft in this span Applied Loads - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... D = 0.1830 Uniform Load on ALL spans : D = 0.1830 k/ft DESIGN SUMMARY aximum benamg zjtress ratio = Section used for this span Mu: Applied Mn' Phi : Allowable Location of maximum on span Span # where maximum occurs Typical Section 4.894 k-ft 54.227 k-ft 4.991 ft Span # 1 3ximum Detection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio = 0 <360. 0.000 in Ratio = 0 <360. 0.015 in Ratio = 7922 —181 0.000 in Ratio = 999 <180.1 r Vertical Reactions Support notation : Far left is #' Load Combination Support 1 Support 2 Overall imum 1.398 1.398 Overall MlNimum 0.839 0.839 +D+H 1.398 1.398 +D+L+H 1.398 1.398 +D+Lr+H 1.398 1.398 +D+S+H - 1.398 1.398 +D+0.750Lr+0.750L+H 1.398 1.398 +D+0.750L+0.750S+H 1.398 1.398 Rl Beam Vertical; Reactions W Support notation : Far left is #' Load Combination Support 1 Support 2 +D+0.60W+H 1.398 1.398 +D+0.70E+H 1.398 1.398 • • • • +D+0.750Lr+0.750L+0.450W+H 1.398 1.398 : . •. • • • . • • • • • • • +D+0.750L+0.750S+0.450W+H 1.398 1.398 • • ' • • • • • +D+0.750L+0.750S+0.5250E+H 1.398 1.398 • • • • • • • • • • • +0.60D+0.60W+0.60H 0.839 0.839 •••••• •••••• . +0.60D+0.70E+0.60 H 0.839 0.839 • • • • • • . • • . • • • ; D Only 1.398 1.398 • LrOnly L Only .••.•• • • . •.:•.• SOnly �••... �• • • .••.�. W Only . • ; • • •• EOnly . • • ..••.• •.•... H Only • . • • • • • Shear Stirrup Requirements • Entire Beam Span Length : Vu < PhiV&2, Req'd Vs = Not Reqd 9.6.3.1, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 10.000 4.89 54.23 0.09 +1.40D+1.60H Span # 1 1 10.000 4.89 54.23 0.09 +1.20D+0.50Lr+1.60 L+1.60 H Span # 1 1 10.000 4.19 54.23 0.08 +1.20D+1.60L+0.50S+1.60 H Span # 1 1 10.000 4.19 54.23 0.08 +1.20D+1.60Lr+0.50 L+1.60 H Span # 1 1 10.000 4.19 54.23 0.08 +1.20D+1.60Lr+0.50W +1.60 H Span # 1 1 10.000 4.19 54.23 0.08 +1.20D+1.60Lr-0.50W+1.60 H Span # 1 1 10.000 4.19 54.23 0.08 + 1.20 D+0.50L+1.60S+1.60 H Span # 1 1 10.000 4.19 54.23 0.08 +1.20 D+1.60S+0.50W+1.60 H Span # 1 1 10.000 4.19 54.23 0.08 +1.20D+1.60S-0.50 W+1.60 H Span # 1 1 10.000 4.19 54.23 0.08 +1.20D+0.50Lr+0.50L+W +1.60 H Span # 1 1 10.000 4.19 54.23 0.08 +1.20D+0.50Lr+0.50L-W +1.60 H Span # 1 1 10.000 4.19 54.23 0.08 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 10.000 4.19 54.23 0.08 +1.20D+0.50L+0.50S-W +1.60H Span # 1 1 10.000 4.19 54.23 0.08 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 10.000 4.19 54.23 0.08 +0.90D+W+0.90H Span # 1 1 10.000 3.15 54.23 0.06 +0.90D-W+0.90H Span # 1 1 10.000 3.15 54.23 0.06 +0.90D+E+0.90H Span # 1 1 10.000 3.15 54.23 0.06 ! Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D Only 1 0.0151 5.000 0.0000 0.000 10 Beam Description : B-8 OL'JkF�'7NG5 Calculations per ACI 318-14, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties _ • _ • fc = 4.0 ksi Phi Values Flexure: 0.90 1/2 fr = fc 7.50 = 474.342 psi Shear: 0.750 y! Density = 145.0 pcf R f = 0.850 LtWt Facto = 1.0 Elastic Modulus 3,605.0 ksi Fy - Stirrups 40.0 ksi fy - Main Reba- 60.0 ksi E - Stirrups 29,000.0 ksi E - Main Reba= 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Cross, Section_& Reinforcing Details_ Rectangular Section, Width = 8.0 in, Height = 36.0 in Span #1 Reinforcing.... 246 at 2.0 in from Bottom, from 0.0 to 10.0 ft in this span 246 at 2.0 in from Top, from 0.0 to 10.0 ft in this span 245 at 12.0 in from Top, from 0.0 to 10.0 ft in this span 245 at 12.0 in from Bottom, from 0.0 to 10.0 ft in this sl 245 at 12.0 in from Top, from 0.0 to 10.0 ft in this span Span #2 Reinforcing.... 246 at 2.0 in from Bottom, from 0.0 to 10.0 ft in this span 246 at 2.0 in from Top, from 0.0 to 10.0 ft in this 'span 245 at 12.0 in from Top, from 0.0 to 10.0 ft in this span 245 at 12.0 in from Bottom, from 0.0 to 10.0 ft in this sl 245 at 12.0 in from Top, from 0.0 to 10.0 ft in this span Span #3 Reinforcing.... 247 at 2.0 in from Bottom, from 0.0 to 10.0 ft in this span 247 at 2.0 in from Top, from 0.0 to 10.0 ft in this span 245 at 12.0 in from Top, from 0.0 to 10.0 ft in this span 245 at 12.0 in from Bottom, from 0.0 to 10.0 ft in this sl 245 at 12.0 in from Top, from 0.0 to 10.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... D = 0.480, Lr = 0.090, W = -0.20 Uniform Load on ALL spans : D = 0.480, Lr = 0.090, W = -0.20 k/ft DESIGN SUMIVIA�2Y' 3ximum Bending Stress Ratio 0.042 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Mu: Applied -11.690 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Mn ' Phi: Allowable 275.526 k-ft Max Downward Total Deflection 0.000 in Ratio = 999 <180 Max Upward Total Deflection 0.000 in Ratio = 999 <180 Location of maximum on span 0.000 ft Span # where maximum occurs Span # 2 11 Concrete Beam B-8 Vertical Reactions W W V Support notation : Far left is # Load Combination Support 1 Support 2 Support 3 Support 4 Overall imum 3.440 9.460 9.460 3.440 Overall MINimum 0.360 0.990 0.990 0.360 • • • • +D+H 3.080 8.470 8.470 3.080 • . • • • • • • . • • +D+L+H 3.080 8.470 8.470 3.080 • • • • • • +D+Lr+H 3.440 9.460 9.460 3.440 • •';' • • • . • ; • • +D+S+H 3.080 8.470 8.470 3.080 . +D+0.750Lr+0.750L+H 3.350 9.212 9.212 3.350 .' • • • • • • • •.. •; +D+0.750L+0.750S+H 3.080 8.470 8.470 3.080 • • • • • "" • • ' +D+0.60W+H 2.600 7.150 7.150 2.600 • • • • • • •"' +D+0.70E+H 3.080 8.470 8.470 3.080 • • • •. • • "' • • • +D+0.750Lr+0.750L+0.450W+H 2.990 8.223 8.223 2.990 • •. • •. • • ' • • • • • • +D+0.750L+0.750S+0.450W+H 2.720 7.480 7.480 2.720 : • ' • • • +D+0.750L+0.750S+0.5250E+H 3.080 8.470 8.470 3.080 • • . • • :. • • • • • . +0.60D+0.60W+0.60H 1.368 3.762 3.762 1.368 • • ' • +0.60D+0.70E+0.60H 1.848 5.082 5.082 1.848 • • •' • • : • • •'; D Only 3.080 8.470 8.470 3.080 " • Lr Only 0.360 0.990 0.990 0.360 L Only S Only W Only -0.800 -2.200 -2.200 -0.800 E Only H Only Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd 9.6.3.1, use stirrups spaced at 0.000 in Max mum Forces 8 Stresses for LoadCombinations 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 10.000 -11.22 275.53 0.04 Span # 2 2 10.000 -11.69 275.53 0.04 Span # 3 3 10.000 -11.69 321.18 0.04 +1.40D+1.60H Span # 1 1 10.000 -10.35 275.53 0.04 Span # 2 2 10.000 -10.78 275.53 0.04 Span # 3 3 10.000 -10.78 321.18 0.03 + 1.20 D+0.50Lr+1.60 L+1.60 H Span # 1 1 10.000 -9.30 275.53 0.03 Span # 2 2 10.000 -9.69 275.53 0.04 Span # 3 3 10.000 -9.69 321.18 0.03 +1.20D+1.60L+0.50S+1.60 H Span # 1 1 10.000 -8.87 275.53 0.03 Span # 2 2 10.000 -9.24 275.53 0.03 Span # 3 3 10.000 -9.24 321.18 0.03 +1.20D+1.60Lr+0.50 L+1.60 H Span # 1 1 10.000 -10.26 275.53 0.04 Span # 2 2 10.000 -10.68 275.53 0.04 Span # 3 3 10.000 -10.68 321.18 0.03 + 1.20 D+ 1.6 0 L r+0.50 W +1.60 H Span # 1 1 10.000 -9.29 275.53 0.03 Span # 2 2 10.000 -9.68 275.53 0.04 Span # 3 3 10.000 -9.68 321.18 0.03 +1.20 D+1.60Lr-0.50W+1.60 H Span # 1 1 10.000 -11.22 275.53 0.04 Span # 2 2 10.000 -11.68 275.53 0.04 Span # 3 3 10.000 -11.68 321.18 0.04 +1.20D+0.50L+1.60S+1.60 H Span # 1 1 10.000 -8.87 275.53 0.03 Span # 2 2 10.000 -9.24 275.53 0.03 Span # 3 3 10.000 -9.24 321.18 0.03 + 1. 20 D+ 1.60 S+0. 50 W + 1. 60 H Span # 1 1 10.000 -7.91 275.53 0.03 Span # 2 2 10.000 -8.24 275.53 0.03 Span # 3 3 10.000 -8.24 321.18 0.03 12 -------------- Concrete Beam -mu-num... ................. ............... . ....... � a.........�..�.....,...�...x�st�::s::u�:��;�.........,n:•.;,, ,....:c::::::..e Description : B-8 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi*Mnx Stress Ratio +1.20D+1.60S-0.50 W+1.60 H Span # 1 1 10.000 -9.83 275.53 0.04 . • • . Span # 2 2 10.000 -10.24 275.530 • 0.04 • • Span #3 3 10.000 -10.24 321.18'..' -0.03 ��•' •••••• +1.20D+0.50Lr+0.50L+W+1.60H . * * : 0 * . "; • •' Span # 1 1 10.000 -7.38 275.53 • 0.03 • • • .... Span # 2 2 10.000 -7.69 275.51 0 • • • 0.03 . Span #3 3 10.000 -7.69 321.1$•••• 0.02 • ;..��� +1.200+0.50Lr+0.50L-W+1.60H 0000 • • • • • • ' • Span #1 1 10.000 -11.22 275.V•0.04 ' .•.. .•.•. Span # 2 2 10.000 -11.69 275.53 • . 0.04 � •. . 0 0 • Span #3 3 10.000 -11.69 321.A:::0.04 .:•.' +1.20D+0.50L+0.50S+W+1.60H ••* �••��� . Span # 1 1 10.000 -6.95 27543 . 0.03 • Span # 2 2 10.000 -7.24 275.53 0.03:...:. Span # 3 3 10.000 -7.24 321.48 • . 0.02' . +1.20D+0.50L+0.50S-W+1.60H " ' • • • • • • • • i Span # 1 1 10.000 -10.79 275.53 0.04' • • ' • Span # 2 2 10.000 -11.24 275.53 0.04 Span # 3 3 10.000 -11.24 321.18 0.03 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 10.000 -8.87 275.53 0.03 Span # 2 2 10.000 -9.24 275.53 0.03 Span # 3 3 10.000 -9.24 321.18 0.03 +0.90D+W+0.90H Span # 1 1 10.000 -4.73 275.53 0.02 Span # 2 2 10.000 -4.93 275.53 0.02 Span # 3 3 10.000 -4.93 321.18 0.02 +0.90D-W+0.90 H Span # 1 1 10.000 -8.57 275.53 0.03 Span # 2 2 10.000 -8.93 275.53 0.03 Span # 3 3 10.000 -8.93 321.18 0.03 +0.90D+E+0.90H Span # 1 1 10.000 -6.65 275.53 0.02 Span # 2 2 10.000 -6.93 275.53 0.03 Span # 3 3 10.000 -6.93 321.18 0.02 QV@fFii�M�aXItTtUFlI ���Ct1Ei11S Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" DO Location in Span +D+Lr+H 1 0.0009 4.600 +D+Lr+H -0.0000 10.200 +D+Lr+H 2 O.0001 5.000 +D+Lr+H -0.0001 1.000 +D+Lr+H 3 0.0009 5.400 0.0000 1.000 13 � | ' 14 Beam Description : W6x12 Steel Beam � CC11;C?E REFEREN�:ES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Methoa411owable Strength Design F Steel veld • 46 .(i ksi ' • • • • • Y 9 9 Y: ..•• Beam Bracing Beam is Fully Braced against lateral -torsional buckling E: Modulus: 2NWAQ ksi . . • Bending Axis: Major Axis Bending • ..... • • • • • • D(0.163) Lr(0.195) W(-0-63) „. •�♦ • • • • • • • a • ••• y • W6x12 • • • • 4 • • Span = 12.0 ft • • • •'. • : • • Applied Loads v W Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.1630, Lr = 0.1950, W = -0.630 k/ft, Tributary Width = 1.0 ft Maximum Bending Stress Ratio = 0.322 : 1 Maximum Shear Stress Ratio = 0.080 :1 Section used for this span W6X12 Section used for this span W6X12 1 Ma: Applied 6.660 k-ft Va : Applied 2.220 k Mn / Omega: Allowable 20.709 k-ft Vn/Omega : Allowable 27.738 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 6.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection -0.460 in Ratio = 312 > 240 Max Upward Transient Deflection -0.460 in Ratio = 312 > 240 Max Downward Total Deflection 0.271 in Ratio = 532 > 180 Max Upward Total Deflection -0.200 in Ratio = 721 > 180 MaximumDFO- ces 8 Stresses for Load Combinations I Load Combination Segment Length Span # +D+H Dsgn. L = 12.00 ft 1 +D+L+H Dsgn. L = 12.00 ft 1 +D+Lr+H Dsgn. L = 12.00 ft 1 +D+S+H Dsgn. L = 12.00 ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 12.00 ft 1 +D+0.750L+0.750S+H Dsgn. L = 12.00 ft 1 +D+0.60W+H Dsgn. L = 12.00 ft 1 +D+0.70E+H Dsgn. L = 12.00 ft 1 +D+0.750Lr+0.750L+0.450 W+H Dsgn. L = 12.00 ft 1 +D+0.750 L+0.750S+0.450 W +H Dsgn. L = 12.00 ft 1 +D+0.750L+0.750S+0.5250 E+H Dsgn. L = 12.00 ft 1 +0.60D+0.60W+0.60H Dsgn. L = 12.00 ft 1 Max Stress Ratios M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm 0.152 0.038 3.15 3.15 34.58 20.71 1.001.00 0.152 0.038 3.15 3.15 34.58 20.71 1.001.00 0.322 0.080 6.66 6.66 34.58 20.71 1.001.00 0.152 0.038 3.15 3.15 34.58 20.71 1.001.00 0.279 0.069 5.78 5.78 34.58 20.71 1.001.00 0.152 0.038 3.15 3.15 34.58 20.71 1.001.00 0.176 0.044 -3.65 3.65 34.58 20.71 1.001.00 0.152 0.038 3.15 3.15 34.58 20.71 1.001.00 0.033 0.008 0.68 0.68 34.58 20.71 1.001.00 0.094 0.023 -1.95 1.95 34.58 20.71 1.001.00 0.152 0.038 3.15 3.15 34.58 20.71 1.001.00 0.237 0.059 -4.91 4.91 34.58 20.71 1.001.00 Summary of Snearyawes Va Max VnxVnx/Omega 1.05 41.61 27.74 1.05 41.61 27.74 2.22 41.61 27.74 1.05 41.61 27.74 1.93 41.61 27.74 1.05 41.61 27.74 1.22 41.61 27.74 1.05 41.61 27.74 0.23 41.61 27.74 0.65 41.61 27.74 1.05 41.61 27.74 1.64 41.61 27.7415 Steel Beam Lic: # KW-06011763 s z:9 e e : yxainn Description: W6x12 steel Beam 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 VnxVnx/Omega +0.60D+0.70E+0.60H Dsgn. L = 12.00 ft 1 0.091 0.023 1.89 1.89 34.58 20.71 1.00 1.00 0.63 41.¢l 27.74 averail Maximum Deflections •. �.... • . Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+"Uefl LoceYQin Span • 1 0.0000 0.000 W Only *0.4607 ro.034 Vertical RBaCtio s Support notation : Far left is #' V4; 'ineAPS • Load Combination Support 1 Support 2 . • • •.. • Overall imum -3.780 •.���� •.••� Overall MINimum 0.227 0.227 ��•��• ; �••� ••:•.• +D+H 1.050 1.050 •...•• •••• •.•••• +D+L+H 1.050 1.050 � � � • • +D+Lr+H 2.220 2.220 � • +D+S+H 1.050 1.050 • :***go • +D+0.750Lr+0.750L+H 1.928 1.928 �••� ; • • �. +D+0.750L+0.750S+H 1.050 1.050 • •• • • +D+0.60W+H -1.218 -1.218 •• +0+0.70 E+H 1.050 1.050 +D+0.750Lr+0.750L+0.450W+H 0.227 0.227 +0+0.750L+0.750S+0.450W+H -0.651 -0.651 +D+0.750L+0.750S+0.5250E+H 1.050 1.050 +0.60D+0.60W+0.60H -1.638 -1.638 +0.60D+0.70E+0.60H 0.630 0.630 D Only 1.050 1.050 Lr Only 1.170 1.170 L Only S Only W Only -3.780 -3.780 E Only H Only 16