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DGT-18-1908 (3)Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address Issue Date:09/27/2018 Parcel Number 128 NE 94 ST, Miami Shores, FL 33138 1132060132980 Contacts Permit O.: DGT-7-18-1908 Permit Type: Decks/Gazebos/Trellises Work Classification: Deck - Wood Permit Status: Approved Expiration: 03/11/2019 JOSE SBARRA Owner JOSE SBARRA Applicant 6130 NE 4TH CT, MIAMI, FL 33137 6130 NE 4TH CT, MIAMI, FL 33137 (305)778-5961 (305)778-5961 ARQUIGREEN CORP Contractor 7505 NE 113, MEDLEY, FL 33178 (305)778-5961 alsba@bellsouth.net Description: WOOD DECK Valuation: $ 8,800.00 Inspection Requests: 305-762-4949 Total Sq Feet: 1,680.00 Fees Amount CCF $5.40 DBPR Fee $7.50 DCA Fee $5.00 Education Surcharge $1.80 Notary Fee $5.00 P&Z Review Fee $35.00 Permit Fee $500.00 Plan Review Fee (Engineer) $60.00 Plan Review Fee (Engineer) $60.00 Scanning Fee $9.00 Technology Fee $7.20 Total: $695.90 Payments Amt Paid Total Fees $695.90 Credit Card $645.90 Credit Card $50.00 Amount Due: $0.00 Permit Reckiled By 'j D k Inspections: I Foundation Framing Building Final Review Building Review Structural Review Structural Review Building Review Planning I- Z�-- zoo Date Building Department dopy 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 and zoning. Futhermore, I authorize the above named contractor to do the work stated. Authorized Signature: Owner / Applicant / Contractor / Agent Date September 27, 2018 Page 2 of 4 0 Miami Shores Village Building Department ju 16 2018 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 BY: INSPECTION LINE PHONE NUMBER: (305) 762-4949 f FBC 20 n BUILDING Master Permit No. RC-2-18-424 PERMIT APPLICATION Sub Permit No. �8 "[Q08 QBUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL [-]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION FE-1 SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 128 NE 94 ST City: Miami Shores County: Miami Dade Zia: Folio/Parcel#: 11-3206-013-2980 Is the Building Historically Designated: Yes NO X Occupancy Type: residential Load: Construction Type: CBS Flood Zone: X BFE: FFE: OWNER: Name (Fee Simple Titleholder): SALVATORE INVESTMENTS INC Phone#: 305-778-5961 6130 NE 4th Ct City Miami State: FL Zip: 33137 Tenant/Lessee Name: Phone#: Email: alsba@bellsouth.net CONTRACTOR: Company Name: ARQUIGREEN CORP Phone#: 305-778-5961 Address: 6130 NE 4 CT City: MIAMI State: FL Zip: 33137 Qualifier Name: -��'� �' ' sue' Phone#: State Certification or Registration #: CGC1511513 Certificate of Competency #: 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: $8800.00 Square/Linear Footage of Work: 54,M I460 SF Type of Work: ❑ Addition ❑ Alteration FM New Description of Work: W 003) 4 ❑ Repair/Replace ❑ Demolition Specify color of color thru tile: �y� Submittal Fee $ �' � Permit Fee $ _ CCF $ '0 CO/CC $ Scanning Fee $ '�-q , C.AD Radon Fee $�-4 • cio DBPR $ Notary $ ' ;G���y b C1 P Technology Fee $ � ' 7-0 Training/Education Fee $ i Double Fee $ N ! )wfM Structural Reviews $,i4 - �Z (06' 03 Bond $ //�rr /n� C' � O TOTAL FEE NOW DUE $ `C? ' \ 1 (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 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 reh,spection fee will be charged. Signature Signature OWNER or AGENT CO TRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument wa acknowledged before me this 16 day of JULY 20 18 by 16 day of JULY 20 108 by JOSE A. SBARRA who is personally known to JOSE A. SBARRA who is personally known to me or who has produced FDL S160-421-56-444-0 as me or who has produced FDL S160-421-56-444-0 as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Si n: S Print: (`(�c Al i�t: C4!0—r Seal: ,:,r,f Seal: �yY vu Not ?ublic State of Florid;Stateof 1 SindiaANRM7 '1y rasa""�s�^ Notary Public Florida ommiaoien FF 1567504 S is Alvar� oFaire 09r03 APPROVED BY 1 Plans Examiner Zoning Y Structural Review Clerk (Revised02/24/2014) STpUCTURAL REVI Ap4�h^VED CALCULATIONS FOR NEW POOL DECK 128 NE 94 ST, Miami Shores, FL 33138 DA Submitted to: City of Miami Shores Building Department INDEX 0000 00*0 • . • .... ...... 10 ...... ...... .. . ... ...... . yt ♦ IiJi F �V A' DIVAL�� �r�bANM by: Eduardo A. Barreto, PE, FL. Reg. #69677 Phone: 786 239-1808, Email: eabservices@gmail.com ITEM PAGE I Wind loud Design 1-4 II Wood Connectors Design 5-7 III Wood Member Design B-14 IV Footing Design 15-15 MecaWind Std v2.2.7.6 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterarises.com Date 9/5/2018 Project No. Company Name Designed By Address Description New Pool Deck City Customer Name State Proj Location 128 NE 94 ST, Miami •••• File Location: C:\CLAUDIO\Work\Shop Drawing\SD011(128 NE 94 ST,Pool Deck, Aiberto)\�alc\Find Pressures• 128 NE 94 ST(Pool Deck).wnd •••• • •••• Directional Procedure Simplified Diaphragm Building (Ch 27 Part 2) • • •••• • •�••• Basic Wind Speed(V) = 175.00 mph •••••• • Structural Category = II Exposure Category = C Natural Frequency = 4 Y N/A Flexible Structure = No ••••• • • • Importance Factor = 1.00 Kd Directional Factor = 0.85 •••• •••••• • Alpha = 9.50 Zg = 900.00 •ft• • • • At = 0.11 Bt = 1.00 • • • •••• Am = 0.15 Bm = 0.65•• •• ••••• Cc = 0.20 1 = 500.00•f4 • • • • Epsilon = 0.20 Zmin = 15.009ft • Pitch of Roof = 0 : 12 Slope of Roof(Theta) _ .00 Deg • • h: Mean Roof Ht = 2.00 ft Type of Roof = FLAT 0 • RHt: Ridge Ht = 2.00 ft Eht: Eave Height ••• = 2.00 f*• • OH: Roof Overhang at Eave= 2.00 ft Overhead Type = OH w/ soffit •••••• Bldg Length Along Ridge = 116.50 ft Bldg Width Across Ridge= 29.00 ft •• • Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.94 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Topographic Adjustment 0.33*z = 1.00 Kzt (0.33*z): Topographic factor at elevation 0.33*z = 1.00 Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z))^0.5 = 175.00 mph MWFRS Diaphragm Building Wind Pressures per Ch 27 Pt 2 All pressures shown are based upon ASD Design, with a Load Factor of .6 1 See Pig 27.6-2 for Parapet wind Wall Pressures See Table 27.6.1 Zones I or Wind Dimctio Roof Pressures See Table 27.6-2 Flat Roof Wind • • Plan • MWFRS Pressures for Wind Normal to 116.5 ft wall (Normal to Ridge) WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir = 0.25 h: Height to top of Windward Wall = 2.00 ft ph: Net Pressure at top of wall (windward + leeward) = 38.70 psf p0: Net Pressure at bottom of wall (windward + leeward) = 38.70 psf ps: Side wall pressure acting away from wall = .54 * ph = -20.90 psf pl: Leeward wall pressure acting away from wall = .38 * ph = -14.71 psf pwh: Windward wall press @ top acting toward wall = ph-pl = 23.99 psf pw0: Windward wall press @ bot acting toward wall = p0-pl = 23.99 psf ROOF PRESSURES PER TABLE 27.6-2 2 h: Mean Roof Height = 2.000 ft Lambda: Exposure Adjustment Factor = 1.000 Slope: Roof Slope = .00 Deg Any slope less than 9.46 Deg is treated as a 'Flat' roof per Table 27.6-2 Zone Load Casel Load Case2 psf psf ---------- -------------- 1 .00 .00 • • 2 .00 .00 • • • •• 3 -36.05 .00 • 9 -32.18 .00 •••••• 5 -26.37 .00 • •••••• Note: A value of '0' indicates that the zone/load case is not applicable•••••• ROOF OVERHANG LOADS (FIGURE 27.6-3): •••••• •• •• LOAD CASE 1: •••• • • Povhl: Overhang pressure for zone 1 = .00 psf • • • Povh3: Overhang pressure for zone 3 = -27.03 psf • • LOAD CASE 2: • • • •• Povhl: Overhang pressure for zone 1 = .00 psf • Povh3: Overhang pressure for zone 3 = .00 psf Notes - Normal to Ridge MWFRS Pressures for Wind Normal to 29 ft wall (Along Ridge) WALL PRESSURES PER TABLE 27.6-1 L/B: Bldg Dim in Wind Dir / Bldg Dim Normal to Wind Dir = 4.02 h: Height to top of Windward Wall = 2.00 ft ph: Net Pressure at top of wall (windward + leeward) = 33.68 psf p0: Net Pressure at bottom of wall (windward + leeward) = 33.68 psf ps: Side wall pressure acting away from wall = .64 * ph = -21.55 psf pl: Leeward wall pressure acting away from wall = .27 * ph = -9.09 psf pwh: Windward wall press @ top acting toward wall = ph-pl = 24.58 psf pwD: Windward wall press @ bot acting toward wall = p0-pl = 24.58 psf ROOF PRESSURES PER TABLE 27.6-2 h: Mean Roof Height = 2.000 ft Lambda: Exposure Adjustment Factor = 1.000 Slope: Roof Slope = .00 Deg Any slope less than 9.46 Deg is treated as a 'Flat' roof per Table 27.6-2 Zone Load Casel Load Case2 psf psf ---------- ---- ---------- 1 .00 .00 2 .00 .00 3 -36.05 .00 9 -32.18 .00 5 -26.37 .00 Note: A value of '0' indicates that the zone/load case is not applicable. ROOF OVERHANG LOADS (FIGURE 27.6-3): LOAD CASE 1: Povhl: Overhang pressure for zone 1 = .00 psf Povh3: Overhang pressure for zone 3 = -27.03 psf LOAD CASE 2: Povhl: Overhang pressure for zone 1 = .00 psf Povh3: Overhang pressure for zone 3 = .00 psf Notes - Along Ridge Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 3 Width of Pressure Coefficient Zone "a" _ = 3.00 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf ----------------------------------------------------------------------- Roof Zone 1 5.00 2.00 10.0 1 0.30 -1.00 16.29 -40.05 Roof Zone 2 5.00 2.00 10.0 2 0.30 -1.80 16.29 -67.20 Roof Zone 3 5.00 2.00 10.0 3 0.30 -2.80 16.29-101.15 Khcc-Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256*V^2*Khcc*Kht*Kd = 33.94 psf •••• • • • • • • • •••••• •••• • • 4 0 1: Project Title: Engineer: Project ID: Project Descr: Wood Beam Software copyright ENERCALC, INC. 1983-2018, Build:10.18.8.30 Description: 2X6 Wood Joist @ 24" cic.(Worse) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis MethoAllowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasti.. Load CombinatiBC 2018 Fb - 1,000.0 psi 6bend. xx '.tOQC.Oksi ...... Fc - Prll 1,400.0 psi f_'rpitbedd - x . �10.0 ksi . • Wood Species Southern Pine Fc - Perp 565.0 psi • • • • � •. ..• .. .....• . Wood Grade No.2: 2"-4" Thick: 5"-6" Wide Fv Ft 175.0 psi 600.0 psi Derisityy� 3a.320 pcf : ; • • . • Beam Bracing Beam is Fully Braced against lateral -torsional buckling RepeiTive MerJ4Ev. tress InCrea: • D(0.04) L(0.12) W(-0.122) • .... • • ... • • 2x6 Span = 3.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.060, W =-0.0610 ksf, Tributary Width = 2.0 ft Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection •- • _ 0.3091 Maximum Shear Stress Ratio = 0.202 :1 2x6 Section used for this span 2x6 351.91 psi fv : Actual = 35.36 psi 1,150.00 psi Fv : Allowable = 175.00 psi +D+L+H Load Combination +D+L+H 1.665ft Location of maximum on span = 0.000ft Span # 1 Span # where maximum occurs = Span # 1 0.011 in Ratio = 3484>=360 -0.012 in Ratio = 3426>=360 0.015 in Ratio = 2613>=180 -0.005 in Ratio = 8497-180 -... --.......................................... -.........._.._._.._.......__......................................_...... Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN C i Cr Cm C t CL Moment Values M fb F'b V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 3.330 ft 1 0.085 0.056 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.06 87.98 1035.00 0.05 8.84 157.50 +D+L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.330 ft 1 0.306 0.202 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.22 351.91 1150.00 0.19 35.36 175.00 +D+Lr+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.330 ft 1 0.061 0.040 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.06 87.98 1437.50 0.05 8.84 218.75 +D+S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.330 ft 1 0.067 0.044 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.06 87.98 1322.50 0.05 8.84 201.25 +D+0.750Lr+0.750L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.330 ft 1 0.199 0.131 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.18 285.93 1437.50 0.16 28.73 218.75 +D+0.750L+0.750S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.330 ft 1 0.216 0.143 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.18 285.93 1322.50 0.16 28.73 201.25 7 Project Title: Engineer: Project ID: Project Descr: Wood Beam software copyright ENERCALC, INC. 1983-2018, Build: 10.18.8.30 . Description : 2X6 Wood Joist @ 24" c/c.(Worse) Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd CFN C i Cr Cm C t CL M fb F'b Shear Values V fv F'v +U+u.buvv+h 1.uuu 1.uu 1.10 1.uu -1.uu -1.uu u.uu u.uu u.uu u.uu Length = 3.330 ft 1 0.040 0.026 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.05 73.02 1840.00 0.04 7.34 280.00 +D+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.330 ft 1 0.048 0.032 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.06 87.98 1840.00 0.05...8.84 280.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 . O.W O.GQ... 11.00 0.00 Length = 3.330 ft 1 0.090 0.059 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.10 165.18 1 ✓§J0!00• 0.09 16.59 •• A&M • +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 010 • • •4.00 0.06. Length = 3.330 ft 1 0.090 0.059 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.10 165.18 I MC:V 0.09 " 16.59 280266 • • +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.15 1.00 1.00 1.00 '' "TV 0.00 • 0.00 •0.00 • Length = 3.330 ft 1 0.155 0.103 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.18 285.93 1640!00 0.06 E8.73 21a.�b•: +0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 • • •GIGO ON • * • ii.00 . Q,Pp. Length = 3.330 ft 1 0.059 0.039 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.07 108.21 .1S44Q0, 0.0§.. �0.87 2�Q:4• • +0.60D+0.70E+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 ..•Q.QV Otl0 e.00 0.00 Length = 3.330 ft 1 0.029 0.019 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.03 52.79 1840.00 0.0 5.30 Atl0t: • Overall Maximum Deflections . • • Load Combination Span Max. " " Defl Location in Span Load Combination . Max. "+" ...� � • Del teeation in Span +D+L+H 1 0.0153 1.677 .. 0.0000 • . . 0.0CV6 • • • • Vertical Reactions Support notation : Far left is # Values in KIPS• • • • 0 Load Combination Support 1 Support 2 Overall MAXimum 0.266 0.266 Overall MINimum 0.200 0.200 +D+H 0.067 0.067 +D+L+H 0.266 0.266 +D+Lr+H 0.067 0.067 +D+S+H 0.067 0.067 +D+0.750Lr+0.750L+H 0.216 0.216 +D+0.750L+0.750S+H 0.216 0.216 +D+0.60W+H -0.055 -0.055 +D+0.70E+H 0.067 0.067 +D+0.750Lr+0.750L+0.450W+H 0.125 0.125 +D+0.750L+0.750S+0.450W+H 0.125 0.125 +D+0.750L+0.750S+0.5250E+H 0.216 0.216 +0.60D+0.60W+0.60H -0.082 -0.082 +0.60D+0.70E+0.60H 0.040 0.040 D Only 0.067 0.067 Lr Only L Only 0.200 0.200 S Only W Only -0.203 -0.203 E Only H Only 10 Project Title: Engineer: Project ID: Project Descr: Wood Beam Software Description : 2X8 Wood Beam.(Worse) CODE REFERENCES ENERCALC, INC. 1983-2018, Build:10.18.8.30 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis MethoAllowable Stress Design Fb + 925.0 psi E : Modulus of Elaa6 •. Load CombinatilBC 2018 Fb - 925.0 psi Sbend• xx 0.1,4911.0ksi • • •. • • Fc - Prll 1,350.0 psi E'raiotead - x . 510.0 ksi • Wood Species Southern Pine Fc - Perp 565.0 psi • • • �.. ' �; • Wood Grade No.2: 2"-4" Thick: 8" Wide Fv Ft 175.0 psi 550.0 psi Der sty 20pcf •... Beam Bracing Beam is Fully Braced against lateral -torsional buckling : •:: _ _ _....... ............ .__.............................................. D(0.0666) L(0.1998) W(-0.20313) • • • • • • • • .. • • • • • • 2x8 Span = 4.20 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.060, W =-0.0610 ksf, Tributary Width = 3.330 ft Maximum Bending Stress Ratio = 0.580 1 Maximum Shear Stress Ratio = 0.315 : 1 Section used for this span 2x8 Section used for this span 2x8 fb : Actual = 536.42 psi fv : Actual = 55.20 psi FB : Allowable = 925.00psi Fv : Allowable = 175.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.100ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio = 2388> 360 Max Upward Transient Deflection -0.021 in Ratio = 2349> 360 Max Downward Total Deflection 0.028 in Ratio = 1791 > 180 Max Upward Total Deflection -0.009 in Ratio = 5826 -180 .... _ _.._._..--........ Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr ............._........................................................... Cm C t CL .................................................................. - Moment Values M fb ................ .. F'b V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 4.20 ft 1 0.161 0.088 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.15 134.11 832.50 0.10 13.80 157.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.20 ft 1 0.580 0.315 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.59 536.42 925.00 0.40 55.20 175.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.20 ft 1 0.116 0.063 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.15 134.11 1156.25 0.10 13.80 218.75 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.20 ft 1 0.126 0.069 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.15 134.11 1063.75 0.10 13.80 201.25 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.20 ft 1 0.377 0.205 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.48 435.84 1156.25 0.33 44.85 218.75 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.20 ft 1 0.410 0.223 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.48 435.84 1063.75 0.33 44.85 201.25 • • 11 Wood Beam Description : 2X8 Wood Beam.(Worse) Project Title: Engineer: Project ID: Project Descr: Software Load Combination Max Stress Ratios Segment Length Span # M V Cd CFIV C i Cr Cm C t CL ENERCALC, INC. 1983-2018, Build:10.18.8.30 Moment Values M fb F'b Shear Values V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.20 ft 1 0.075 0.041 1.60 1,000 1.00 1.00 1.00 1.00 1.00 0.12 111.31 1480.00 0.08 11.45 280.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.20 ft 1 0.091 0.049 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.15 134.11 1480.00 0.10 • • 4 3.80 280.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 . 0.90 0U9...6.00 .ppp. Length = 4.20 ft 1 0.170 0.093 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.28 251.78 '1a$0.01 0.19 0 �5.91 280.00• +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 A20 04000 0.00 0.0b. Length = 4.20 ft 1 0.170 0.093 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.28 251.78 1480.00 0A 15.91 +D+0.750L+0.750S+0.5250E+H 1,000 1.00 1.00 1.00 1.00 1.00 0 0 06.6c 0.00 ' 0.00 ; p.Op. Length = 4.20 ft 1 0.294 0.160 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.48 435.84 .1148e.6Q 0';3p. :$J.85 280.00 • +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 • •e.e0 0400 0.00 • v.o0. Length = 4.20 ft 1 0.111 0.061 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.18 164.95 •1"Q.OQ 0. V. • .16.97 4WU.' +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 ..' Q.9Q 0'.i�... 0.00 " O"Op� � Length = 4.20 ft 1 0.054 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.09 80.46 .1.4�Q.pQ 0.06 8.28 280.00• • Overall Maximum Deflections ...::. Load Combination Span Max. "" Defl Location in Span Load Combination . Mix. °+° DeO 6CWt}bn in SQan +D+L+H 1 0.0281 2.115 • • • 0.00000 • . 0.0 ; Vertical Reactions Support notation : Far left is 91 Values in KIPS' • - Load Combination Support 1 Support 2 Overall MAXimum 0.559 0.559 Overall MINimum 0.420 0.420 +D+H 0.140 0.140 +D+L+H 0.559 0.559 +D+Lr+H 0.140 0.140 +D+S+H 0.140 0.140 +D+0.750Lr+0.750L+H 0.455 0.455 +D+0.750L+0.750S+H 0.455 0.455 +D+0.60W+H -0.116 -0.116 +D+0.70E+H 0.140 0.140 +D+0.750Lr+0.750L+0.450W+H 0.263 0.263 +D+0.750L+0.750S+0.450W+H 0.263 0.263 +D+0.750L+0.750S+0.5250E+H 0.455 0.455 +0.60D+0.60W+0.60H -0.172 -0.172 +0.60D+0.70E+0.60H 0.084 0.084 D Only 0.140 0.140 Lr Only L Only 0.420 0.420 S Only W Only -0.427 -0.427 E Only H Only iiV Project Title: Engineer: Project ID: Project Descr: Wood Ledger Software copyright ENERCALC, INC. 1983-2018, Build:10.18.8.30 . Description : 2x6 Wood Ledger Code Reference. - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2018 -General Information Ledger Width 1.50 in Design Method: ASD (using Service Load Combinations • • • • Ledger Depth 5.50 in Wood Stress Gradaufhern Pine, No.2: 2"-4" .lhicl�. 6�- • 0000 • ...... Ledger Wood Spe, Southern Pine Fb Allow 1000 psi • • • • .. .' G : Specific Gravity 0.55 Fv Allow 175 psi • • • : • • • • • • ...... Bolt Diameter 5/8" in Fyb : Bolt Bending Yie 45,000 psi • • •' .... ' ; .... ; Bolt Spacing 24.0 in Concrete as Main Supporting Member '.... . . • • • • . . Cm -Wet Service Fa( 1.0 Using 6" anchor embedment length in equaiiora... .... 00000 •,,;• •. Using dowel bearing strength fixed at 7.5 ksi Qes abS Tablr,, Ct - Temperature Fac 1.0 .. • * • • Cg - Group Action Fa( 1.0 . . • • • C A - Geometry Facto 1.0 • • • • .... ...... Analytical model actually uses 100 spans to ensure that all possible combinations of bolt location and point load location are evaluated. Final results are an envelope solution. Uniform Load... 45.0 plf 0.0 plf 135.0 plf 0.0 plf -0.820 plf 0.0 plf 0.0 plf Point Load... 0.0 Ibs 0.0 Ibs 0.0 Ibs 0.0 Ibs 0.0 Ibs 0.0 Ibs 0.0 Ibs Spacing 0.0 in Offset 0.0 in Horizontal She; 0.0 Ibs 0.0 Ibs 0.0 Ibs 0.0 Ibs 0.0lbs 0.0 Ibs 0.0 Ibs 13 Project Title: Engineer: Project ID: Project Descr: Wood Ledger Software copyright ENERCALC, INC. 1983-2018, Build:10.18.8.30 . Description : 2x6 Wood Ledger DESIGN SUMMARY • 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 7,500.0 ksi Moment 60.0 ft-lb Max. Vertical Load 360.0 Ibs Ledger, Parallel to Grair 7,500.0 ksi fb : Actual StresE 95.207 psi Bolt Allow Vertical Loa( Ibs Supporting Merrlber, Perp Go 6 to • ,�60.0 ksi Fb : Allowable Stre psi Supporting Mertft;et!Porallel • • • • • • % 9,.150.0 ksi • Stress Ratio 0.09621 :1 Max. Horizontal Load 0.0 lbs ...+�. • ••;, • •• Bolt Allow Horizontal L( 971.86 Ibs •..:.. . + + Maximum Ledger Shear *fee + Load Combination ... Angle of Resultant 90.0 deg • • • • + • : •' • +++++ +D+L+H Diagonal ComponE 360.0 lbs ++++++ ..+. ++:+•• Shear 180.0 Ibs Allow Diagonal Bolt For 579.60 lbs 098006 ' 0009 + • + • • fv : Actual Stress 65.455 psi Stress Ratio, Wood @ Bo 0.6211 :1 *++0+0 + +' Fv : Allowable Stress psi • • + • .+..+. Stress Ratio 0.3740 :1 ; +' . • ; Note ! • • • Refer to NDS Section 11.3 for Bolt Capacity calculat�ori rnetho(% ' Allowable Bolt Capacity Governing Load CombinatieD+L+H Resutant Load Angle: Theta: 90.0 deg Ktheta = 1.250 Fe theta = 579.60 Bolt Capacity - Load Perpendicular to Grain Bolt Capacity - Load Parallel to Grain Fern 7,500.0 Fes 3,250.0 Fyb 45,000.0 Fern 7,500.0 Fes 6,150.0 Fyb 45,000.0 Re 2.308 Rt 4.0 Re 1.220 Rt 4.0 k1 2.727 k2 1.619 k3 1.420 k1 1.591 k2 1.142 k3 1.424 Im : Eq 11.3-1 Rd = 5.0 Z = 0.0 Ibs Im : Eq 11.3-1 Rd = 4.0 Z = 0.0 Ibs Is : Eq 11.3-2 Rd = 5.0 Z = 609.38 Ibs Is : Eq 11.3-2 Rd = 4.0 Z = 1,441.41 Ibs II : Eq 11.3-3 Rd = 4.50 Z = 1,846.18 Ibs II : Eq 11.3-3 Rd = 3.60 Z = 2,547.61 Ibs Illm : Eq 11.3-4 Rd = 4.0 Z = 2,027.20 Ibs Illm : Eq 11.3-4 Rd = 3.20 Z = 2,918.67 Ibs Ills : Eq 11.3-5 Rd = 4.0 Z = 579.60 Ibs Ills : Eq 11.3-5 Rd = 3.20 Z = 971.86 Ibs IV : Eq 11.3-6 Rd = 4.0 Z = 805.43 Ibs IV : Eq 11.3-6 Rd = 3.20 Z = 1,229.06 Ibs min: Basic Design Value = 579.60 Ibs Zmin : Basic Design Value = 971.86 Ibs Reference design value - Perpendicular to Reference design value - Parallel to Grain Z * CM * CD* Ct * Cg * Cdelta = 579.60 Ibs Z * CM * CD* Ct * Cg * Cdelta = 971.86 Ibs 14 .... ... ...... .... .... . .......... .. ........ ....... ....... ...... ............... . ....... ... ..... .... - ........ . . ............ . ........... . .. ........ . . . . . . . . . ..... - ......... . . . . . . . - . . .......... . . . . . . . . . . . . .... .......... .... . ....... . . ...... . . . .. ..... ... .... ... . .. . ....... . . ......... . ........... .. . . ..... . - - -- - -- . . . . . . . . . . . 15