Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
RC-18-585
k { o 41-71 - Co ✓. 4Pt,e- 1141Atetaff C*4-1(filt br Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Project Address Permit Permit NO. RC-3-18-585 Permit Type: Residential Construction Work Classification: Alteration Permit Status: APPROVED Issue Date:4125/2018 Expiration: 10/22/2018 Parcel Number Applicant 474 NE 95 Street Miami Shores, FL 33138- 1132060140440 Block: Lot: ANNE & NESTOR MORALES Owner Information Address Phone Cell ANNE & NESTOR MORALES 474 NE 95 Street MIAMI SHORES FL 33138- (305)283-7233 (305)733-6534 Contractor(s) Phone CeII Phone REGOSA ENGINEERING SERVICES II (786)262-2964 (786)344-8720 Valuation: Total Sq Feet: $ 11,800.00 220 Approved: In Review Comments: Date Approved: : In Review Date Denied: Type of Construction: KITCHEN Stories: Front Setback: Left Setback: Bedrooms: Plans Submitted: Certificate Date: Bond Return : & BATHROOM REMODEL Occupancy: Exterior: Rear Setback: Right Setback: Bathrooms: Certificate Status: Additional Info: KITCHEN & BATHROOM REMODEL Classification: Residential Fees Due Bond Type - Contractors Bond CCF CO/CC Fee DBPR Fee DCA Fee Education Surcharge P&Z Review Fee Permit Fee Plan Review Fee (Engineer) Plan Review Fee (Engineer) Scanning Fee Technology Fee Amount $500.00 $7.20 $15.00 $5.31 $3.54 $2.40 $35.00 $354.00 $90.00 $90.00 $57.00 $9.60 Total: $1,169.05 Pay Date Pay Type Invoice # RC-3-18-66702 04/25/2018 .Credit Card 03/07/2018 Credit Card Bond #: 3724 Amt Paid Amt Due $ 969.05 $ 200.00 $ 200.00 $ 0.00 Available Inspections: Inspection Type: Final PE Certification Window Door Attachment Framing Insulation Drywall Screw Window and Door Buck Fill Cells Columns Review Electrical Review Electrical Review Planning Review Building Review Building Review Structural Review Structural Review Mechanical Review Planning Review Plumbing 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 certi that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zonino(6u . I authorize the above -named contractor to do the work stated. Author:Owner / Applicant / Contractor / Agent April 25, 2018 Date Building Department Copy April 25, 2018 1 1-i >✓t'Il i \\ Miami Shores Village �-�`- 1".1%A 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 MAR 0 201 FBC 20 I (d+h Master Permit No. k, 1 R - s?,s Sub Permit No. ®BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 4 9.1 fG 9 5 City: Miami Shores County: Miami Dade Zip: 3 3 / 38 Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): %I/VC_ CAAA.J f N's%bd.,J) (, (e9hone#: 3 DS-- 73 . (p S 3 Y. Address: 4 7 1 AA,_,,- 01 s S `,\ \ City: 1_t l 7'�1�-�l Si/kec4'e State: � ( Zip: -2) 3 Tenant/Lessee Name: -, - Phone#: Email: CONTRACTOR: Company Name: (ZQ, SOL f- 4/N•e V vt Phone#: 6 80 pt l� 6 gN0 t/1 v Address: L 6 � � �Q 61i ?� City: vtAk State: Zip: i1,J 6 y �JS� Qualifier Name: '• t {) 6 VL . Z - Phone#: 18 (, ,z76 2 %-16 State Certification or Registration #: C66 /cD 8 7s-2 Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ A� if°'45' Type of Work: IX1 Addition ❑ Alteration Square/Linear Footage of Work: /ZU ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: x/T(,VE,V A2/9 /'B6¢ST�/r DPc j 'f PA-70,41.71j/Y ♦ ala ylt:cl", �j , o J tts " >3 nlis�tlrnmo; ,Sp(ecifyrco/or.,of color,thru tile: 3 S 174 Submittal Fee $ 20 PO; Permit Fee $ �r c a •ma x. CC $ ls3 • Scanning Fee $ 5-a' 00 Radon Fee $ -s DBPR $5 • 31 Notary Technology Fee $9• Training/Education Fee $ 2 " 4-'i0 Structural Reviews Flo • do 90, Gb f: �✓S•Tc12.: ,3.5•1 (Revised02/24/2014) tam 15. Go Double Fee $ Bond $ (:;Cl • CA TOTAL FEE NOW DUE $ e-fGR • oS �t6�?. 05 ; •J Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance 'of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. • "WARNING TO'OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issue In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Z,, Signature N 0 OWNER or AGENT T e foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this' day oyf, 20 O by �2 'day o'fr,\ i�(�� , 20 t , by 1 , who is person l,y nown to �� i,� V u ho is pers known to i � i �� me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign Print Seal: iiil ail e i .► • �• . . _ �rrrw4�ll\� ************s**.*** ** APPROVED BY CONTRACTOR identification and who did take an oath. NOTARY PUBLIC: Sign: Plans Examiner Structural Review MIGUEL OE PAZ Notary Public - State of Florida Commission $ GG 135943 My Comm. Expires Aug 20, 2021 Bonded through National Notary Assn. a (Revised02/24/2014) rt. Property Search Application - Miami -Dade County Page 1 of 1 Summary Report Property Information Folio: 11-3206-014-0440 Property Address: 474 NE 95 ST Miami Shores, FL 33138-2730 Owner NESTOR MORALES ANNE MORALES Mailing Address 474 NE 95 ST MIAMI SHORES, FL 33138 USA PA Primary Zone 1100 SGL FAMILY - 2301-2500 SQ Primary Land Use 0101 RESIDENTIAL - SINGLE FAMILY : 1 UNIT Beds / Baths / Half 3/2/0 Floors 1 Living Units 1 Actual Area 1,991 Sq.Ft Living Area 1,703 Sq.Ft Adjusted Area 1,847 Sq.Ft Lot Size 9,675 Sq.Ft Year Built 1940 Assessment Information Year 2017 2016 2015 Land Value $290,008 $241,5471 $232,460 Building Value $158,546 $160,689 $162,832 XF Value $3,887 $3,923 $3,750 Market Value $452,441 $406,159 $399,042 Assessed Value $399,872 $391,6481 $388,926 Benefits Information Benefit Type 2017 2016 2015 Save Our Homes Cap Assessment Reduction $52,569 $14,511 Portability Assessment Reduction $10,116 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 MIAMI SHORES SEC 2 PB 10-37 LOT 3 & W1/2 LOT 2 BLK 52 LOT SIZE 75.000 X 129 OR 20038-3757 11 2001 1 Generated On : 3/7/2018 Taxable Value Information 2017i 2016 2015 County Exemption Value I $50,000 $50,000 $50,000 Taxable Value $349,872 $341,648 $338,926 School Board Exemption Value $25,000 $25,000 $366,648 $25,000 $363,926 Taxable Value $374,872 City Exemption Value $50,000 $50,000 $50,000 Taxable Value Regional $349,872 $341,648 $338,926 Exemption Value $50,000 $50,0001 $50,000 $341,648, $338,926 Taxable Value $349,872 Sales Information Previous Sale Price OR Book -Page Qualification Description 08/01/2014 $524,500 29271-0173 Qual by exam of deed 11/01/2001 $262,000 20038-3757 Sales which are qualified 12/01/1996 $134,500 17454-0469 Sales which are qualified 12/01/1984 $95,000 12348-2221 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 Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer.asp http://www.miamidade.gov/propertysearch/ 3/7/2018 Rock:„Engineering, Inc www.skyrockeng.com STRUCTURAL REVISION #1 NARRATIVE ,April 10, 2018 TO: Building Department • • • •• • • • • • 0 • • •••• • • • • • • 10050 NE 2 Ave • • • • Miami Shores Village FL 3313> • •• • • • • • •• • •••• • • • • • ••a• • • • • • • • • • • •.• • • • •• •• • • • • •. • • •• • • • • •. • Re: MORALES RESIDENCE -GARAGE CONV. & INT: RENOVATION (REVISION # 2) 474 NE 95th Street, Miami Shores, Florida 33138 Dear Building Official: Please, find attached structural revision #1 for the submitted permit drawings in order to address structural existing conditions. Please, also find attached structural calculations including wind Toad calculations. Please, kindly review attached construction documents of structural revision #1. If you have any questions or need additional information, do not hesitate to contact me at your convenience. Thanks for your attention. Sincerely, /�' Aimee Rodrig ez, - 69701 • Phone: 786.285. 7157 Fax: 305.258.3345 Email: aimee@skyrockeng.com =.SkyRock:::Engineering,_In_c www.skyrockeng.com STRUCTURAL CALCULATIONS REVISION #1 MORALES RESIDENCE- . .. • .. • ... • 111 • GARAGE CONV. & INT. RENOVATION '" AT 474 NE 95th Street, Miami Shores, Florida 33138 PREPARED BY: AIMEE RODRIGUEZ, PE. LICENSE No. 69701 CA No. 29652 . • • 1• • .. • • • • • •• •• • •• • • • • • •• • • Phone: 786.285.7157 Fax: 305.258.3345 Email: aimee@skyrockeng.com STRUCTURAL CALCULATIONS INDEX WIND LOAD CALCULATIONS INTERIOR NEW OPENING CALCULATIONS EXTERIOR WALL DESIGN . .. .. . . •... . .... . • • .• .. •••• •• • • • •••••• . • ... PAGES.. . • •• • .• •• • •• • • • • • • . •1-6 • • • •• •• • ••• • • •.• .•• • • • 7-15 16 -17 WIND LOAD CALCULATIONS • • • • •••• • • • • •• • •••• • • • .... . • • • . . .• • . • •• • ••• •• • • •• • • • • • • • • • • • • • • • • •• • •• • • • • • MECAWind Version 2.1.0.6 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2017 www.mecaenterorises.com Date : 10/20/2017 Company Name : Address City State Project No. . Designed By . Description . Customer Name : Proj Location : File Location: C:\WORK\MY PROJECTS\2017\(17014) MORALES RESIDENCE\calc\wind.wnd Directional All pressures shown Basic Wind Speed(V) Structural Category Natural Frequency Importance Factor Damping Ratio (beta) Alpha At Am Cc Epsilon Slope of Roof Ht: Mean Roof Ht RHt: Ridge Ht OH: Roof Overhang 2 Bldg Length Along at Procedure Simplified Diaphragrm are based upon ASD Design, = 175.00 mph = II • N/A - 1.00 0.01 • 9.50 0.11 • 0.15 - 0.20 = 0.20 = 3 : 12 - 15.00 ft 11.00 ft 1.00 ft Eave= Ridge = 50.00 ft Building (Ch 27 Part 2) with a Load Factor of .6 Exposure Category: •'•= Flexible Structure" '= Kd Directional Fa8tbr" = Zg Bt Bm 1 Zmin Slope ••.. _ • .••. - .• •. _ of Roof (Theta) • • _ Type of Roof • • = Eht: Eave Height •••• • = Roof Area = .•.. • • •..•c :•! to "1:00 • • • • • • 9OD.W0 ft • • 1.00 .= :'D•G� 5008.90 ft • • • 15800 ft •14.4 0 Deg Hipped • ib.60 ft. !bB'.& ft^ Bldg Width Across Ridge= 55.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht lzm: Cc*(33/Zm)^0.167 Lzm: 1*(Zm/33)^Epsilon Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) Gust Factor Summary = 0.85 = 15.00 ft • 0.23 = 427.06 ft • 0.91 - 0.88 Not a Flexible Structure use the Lessor of Gustl or Gust2 = Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient Topographic Adjustment 0.33*z Kzt (0.33*z): Topographic factor at elevation 0.33*z Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z))^0.5 Net Wind Pressures on Walls (Table 27.6-1) Wall Pressures do not include effect of internal pressure MWFRS-Wall Pressures for Wind Normal to 55 ft wall L/B ph: Net Pressure at top of wall (windward + leeward) p0: Net Pressure at bottom of wall (windward + leeward) ps: pl: pwh: pw0: Side wall pressure acting uniformly outward = .54 * ph = Leeward wall pressure acting uniformly outward = .38 * ph= Windward wall pressure acting uniformly outward = ph-pl = Windward wall pressure acting uniformly outward = p0-pl = 0.91 38.70 38.70 20.90 14.71 23.99 23.99 0.85 = +/-0.18 = 4.95 • 1.00 = 175.00 mph psf psf psf psf psf psf • • • • • MWFRS-Wall Pressures for Wind Normal to 50 ft wall LAB = 1.10 ph: Net Pressure at top of wall (windward + leeward) = 38.20 psf p0: Net Pressure at bottom of wall (windward + leeward) = 38.20 psf ps: Side wall pressure acting uniformly outward = .55 * ph = 21.01 psf pl: Leeward wall pressure acting uniformly outward = .37 * ph= 14.09 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 24.10 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 24.10 psf See Fig 27.6-2 for Parapet wind Roof Pressures pressures tj� See Table 27.6-2 Ph r'--+ i---� Wail Pressures See Table 27.6-1 Po i Elevation Mean roof ht. Wind Plan .•. • • • .... . . . • .. . •••• . . • • •• ••• .F3 �.. • •. • .. •• . • • . • • . •. . • • •• . • • . . • .•• • . • • • • • •• • • • • •. • • • • • . •. • Net Wind Pressures on Roof (Table 27.6-2): Exposure Adjustment Factor = 1.000 Zone 1 2 3 4 5 Load Casel Load Case2 psf psf -35.37 - 24.35 -36.05 - 32.18 -26.37 5.12 -7.17 .00 .00 .00 Note: A value of '0' indicates that the zone/load case is not applicable. hp r Hipped Roof Parapet Wind Loads (Figure 27.6-2): ph Wall pressure from 'liable 27.6-1 at height Additional toad on MWFRS from all parapets and parapet surfaces mean roof ht. pr, =. 2.25 tines the pressure determined from Table 27.6-1 for a height measured to the top of the parapet (hp) Roof Overhang Loads (Figure 27.6-3): Load Case 1: Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 Load Case 2: Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 Roof edge press'. rr from table l or 3 as app Witt.Wituj Dirlcli. i .• •• .... • ,. • « •• • ....• ...v.. . • • •••• • • . . • . • • • . • . • . • • • .. • • .. . . . • .. • • .. • • • . • • .. • • -26.53 psf • -27.03 psf - 3.84 psf .00 psf Parapet: hp: Height to Top of Parapet php: Wall Pressure for L/B = 1 at hp (Fig 27.6-1) psf pp: Parapet total pressure (Leeward + windward) - 2.25*php osf • • • • • •• • •••• • ••S. • • = 18.1 ft = 39.39 = 88.62 •••• • • .• •• • • • • • • • • • •• •• • •• • • • •• • • • • • • • •• • •• • • • • • • Company Name : Address City State MECAWind Version 2.1.0.6 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2017 www.mecaenterpr_ses.com Date : 10/20/2017 Project No. . Designed By . Description . Customer Name : Pro) Location : File Location: C:\WORK\MY PROJECTS\2017\(17014) MORALES RESIDENCE\calc\wind.wnd Roof not 2 <,, shomi 5 "` z ,„e` '..,,,,.4 1 , .� Walls • • • • -1 tray f •. • h• J • •j • 1•• 1000 • • • •. .• • • • • • .• •• • HipRoof7 _8 =:=27 Wind Pressure on Components and Cladding (Ch 30 Part 1) A11 pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 5 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft"2 GCp GCp psf psf 10SF 2.00 5.00 10.0 1 0.50 -0.90 27.15 -43.13 10SF 2.00 5.00 10.0 2 0.50 -1.70 27.15 -75.07 10SF 2.00 5.00 10.0 3 0.50 -1.70 27.15 -75.07 10SF 2.00 5.00 10.0 2H 0.50 -2.20 19.97 -87.85 10SF 2.00 5.00 10.0 3H 0.50 -3.70 19.97 -147.75 25SF 5.00 5.00 25.0 1 0.42 -0.86 23.98 -41.54 25SF 5.00 5.00 25.0 2 0.42 -1.50 23.98 -67.13 25SF 5.00 5.00 25.0 3 0.42 -1.50 23.98 -67.13 25SF 5.00 5.00 25.0 2H 0.42 -2.20 16.79 -87.85 25SF 5.00 5.00 25.0 3H 0.42 -3.22 16.79 -128.68 50SF 5.00 10.00 50.0 1 0.36 -0.83 21.57 -40.33 50SF 5.00 10.00 50.0 2 0.36 -1.35 21.57 -61.12 50SF 5.00 10.00 50.0 3 0.36 -1.35 21.57 -61.12 50SF 5.00 10.00 50.0 2H 0.36 -2.20 16.00 -87.85 50SF 5.00 10.00 50.0 3H 0.36 -2.86 16.00 -114.25 100SF 10.00 10.00 100.0 1 0.30 -0.80 19.17 -39.13 100SF 10.00 10.00 100.0 2 0.30 -1.20 19.17 -55.11 100SF 10.00 10.00 100.0 3 0.30 -1.20 19.17 -55.11 100SF 10.00 10.00 100.0 2H 0.30 -2.20 16.00 -87.85 100SF 10.00 10.00 100.0 3H 0.30 -2.50 16.00 -99.83 WINDOW 3.00 3.00 9.0 4 1.00 -1.10 47.12 -51.11 WINDOW 3.00 3.00 9.0 5 1.00 -1.40 47.12 -63.09 DOOR 6.67 2.67 17.8 4 0.96 -1.06 45.35 -49.34 DOOR 6.67 2.67 17.8 5 0.96 -1.31 45.35 -59.56 WALL 2.00 11.00 40.3 4 0.89 -0.99 42.85 -46.84 • • • • WALL 2.00 11.00 40.3 5 0.89 -1.19 42.85 -54.55 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256*V^2*Khcc*Kht*Kd = 39.93 psf Parapets Components & Cladding (Ch 30 Part 4, Para 30.7.1.2) Pressures taken from Table 30.7-2 at top of Parapet and multiplied by Exposure Adjustment Factor (EAF=0.000), Topographic Factor (Kzt = 1.00) and Reduction Factor (RF = 1.0). The effective area for the parapet is 10 sq ft (0.929 sq m] to be conservative, which makes the Reduction Factor 1. •" • Pi )'` Windward parapet Load Case A ---4'4 —4 Leeward parapet Load Case B Top of pan • • • . • . • • • •..• • •••. • • • • . .... --i P2 PI -- 0 t I 1 t itttfr --+ P4 —► --► —► --► —► .•••••, PG —, —No Load Case A - Apply Positive Wall Pressure to Front and negative back. pl: Positive pl: Positive p2: Negative p2: Negative Wall Pressure Wall Pressure Roof Pressure Roof Pressure on Front of Parapet (Zone 4) on Front of Parapet (Zone 5) on Back of Parapet (Zone 2) on Back of Parapet (Zone 3) j.• . • • • • • • hP .. *4100 •. •• • •. • •. • • . • • .• .. . • • . ..• . roof pressure to 52.52 psf = 48.09 psf = -83.68 psf =-123.78 psf Load Case B - Apply Positive Wa11 Pressure to Back and Negative Wall Pressure to the front. p3: Positive Wall Pressure on Back of Parapet (Zone 4) = 48.09 psf p3: Positive Wall Pressure on Back of Parapet (Zone 5) = 48.09 psf p4: Negative Wall Pressure on Back of Parapet (Zone 4) = -56.98 psf p4: Negative Wall Pressure on Back of Parapet (Zone 5) = -88.14 psf • • • • • 0090, 0 • • • • • • • • • ••.• • • •• • •••. • • INTERIOR NEW OPENING CALCULATIONS••. •••• • • • • • • • • •• • • • •• • ••• •• • • • • • . • • • 1 • • • • • • e� •••• • • • • • • • • •• • •• • • • • • • • • • SkyRock;.Engineering Inc JOB- / , CA No. 29652 EMAIL: aimee@skyrockeng.com Phone: 786 285 7157 www.skyrockeng.com Fax: 305.258 3345 SHEET No ' 7 CALCULATED BY: ' OF DATE ( 2'/ A L /r� �� • • ,Z ) 3000 •• ••• • .• • • • • • • • (4, •• • . • •• • •••• •••• • • • • • •• • • • •• • • • •• • • • • 6410),—;) 2 — S5, /PsP X &. , Ar A f20.61�iL; 2_ YZ30 740K-- 2_5 (74, 3/,//, cz2,74. 4-6 ---- ciL; (//. 5/z) (_-3) 7 IP 4-, 0,(taz 4,0 ) • • • • • • • • • • —(5D, l z-orx? 0.c 5 () ".�= 7/37- /741, M2- 4( - -4 46 i 7,,0,,,_ a L. = 2.5 fib 33%)15 - Fh=-` - 0_(1i5)45`/lCoie, / 0(0,33 z)bIs„= 3,5e4 a/ ie Title Bloc( Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam Lic. # : KW-06011019 Description : 4x12 wood beam ,CODE REFERENCES Project Title: Engineer: Project Descx: Project ID: Printed: 10 APR 2018, 5:45PM Fde = o%Wow0M PRQQ-112017g17014-1+caicrcac ec6 .ENERCALC INC.1983=2017: Bulld:6.17.3.29, Ver.6.17.6.30' Licensee : Sk::P..c,ck Engineering . . . .. . • .... .... .• . Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method : Load Resistance Factor D Load Combination IBC 2015 Wood Species : Southern Pine Wood Grade : Select Structural: 2" - 4" Thick : 12" Beam Bracing : Completely Unbraced Fb - Tension 1,600.0 psi Fb - Compr 1,600.0 psi Fc - Pr1I 1,650.0 psi Fc - Perp 565.0 psi Fv 175.0 psi Ft 1,100.0 psi . . • E: odr�fis'of Elasttcitf .. • Egbend-xxc 1,800.0ksi •mmiiend - xx 660.0 ksi • . • • • . • Dcn%ity • • • • • . •34.320pcf' • .. . D(3) Lr(2.4) W(-5.62) 4x12 Span =11.0 ft Applied Loads Beam self weight calculated and added to loads Point Load : D = 3.0, Lr = 2.40, W = -5.620 k 5 3.0 ft DESIGN SUMMARY Service Toads entered. Load Factors will be applied for calculations. 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 0.982 1 4x12 = 2,656.87psi 2,704.96psi +1.20D+1.60Lr+0.50L+1.60H 3.011 ft Span # 1 0.116 in -0.271 in 0.265 in -0.073 in Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 1139 >=360 486>=360 498 >=180 1798 >=180 NUR Design:OK 0.688 : 1 4x12 208.09 psi 302.40 psi +1.20D+1.60Lr+0.50L+1.60H 0.000ft Span # 1 Maximum Forces & Stresses for load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CFN Ci Cr Moment Values Cm C t CL Mu Shear Values fb Fb Vu fv Fv +1.40D+1.60H Length = 11.0 ft 1 +1.20Da0.50Lr+1.60L+1.60H Length =11.0 ft 1 +1.20D+1.601+0.505+1.60H Length =11.0 ft 1 +1.20D+1.60Lr+0.50L+1.60H Length =11.0 ft 1 +1.20D+1.60Lr+0.50W+1.60H Length =11.0 ft 1 +1.20D+0.50L+1.60S+1.60H 0.746 0.523 0.637 0.446 0.479 0.336 0.982 0.688 0.614 0.431 1.000 1.00 1.00 1.00 0.60 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.80 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.80 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.80 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.80 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 9.31 1,513.10 10.59 1,721.92 7.98 1,296.94 16.35 2,656.87 10.22 1,661.71 0.00 2028.72 0.00 2704.96 0.00 2704.96 0.00 2704.96 0.00 2704.96 0.00 0.00 0.00 0.00 3.11 118.65 226.80 0.00 0.00 0.00 3.54 134.95 302.40 0.00 0.00 0.00 2.67 101.70 302.40 0.00 0.00 0.00 5.46 208.09 302.40 0.00 0.00 0.00 3.42 130.24 302.40 0.00 0.00 0.00 Title Block Une 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Une 6 OOcI B@8111;_ Lic. # : KW-06011019 Description : Load Combination 4x12 wood beam Max Stress Ratios Segment Length Span # M V %1. C FN Project Title: Engineer. Project Descr. Project ID: Printed: 10 APR 2018, 5:45PM File -C:IWORl0 YPROJ-1120171(17014-1lc*lcalc.ec6... ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver.6.17.6.30' Licensee : SkyPcck Engineering' . . . .. . Moment Values Ci Cr Cm C t CL Mu Ib Fb • • .... .... • • Spear Values .• Vu • fv • Fv . Length = 11.0 ft 1 0.479 0.336 +1.20D+1.605+0.50W+1.60H Length =11.0 ft 1 0.112 0.079 +1.20D+0.50Lr+0.50L+W+1.60H Length=11.0 ft 1 0.079 0.057 +1.20D+0.50L+0.50S+W+1.60H Length =11.0 ft 1 0.205 0.145 +1.20D+0.50L+0.70S+E+1.60H Length =11.0 ft 1 0.384 0.269 40.90D4W40.90H Length =11.0 ft 1 0.301 0.212 +0.90D+E+0.90H Length = 11.0 ft 1 0.288 0.202 Overall Maximum Detections 0.80 1.000 1.000 0.80 1.000 1.000 1.00 1.000 1.000 1.00 1.000 1.000 1.00 1.000 1.000 1.00 1.000 1.000 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 7.98 1,296.94 .?JQ4.96 • 0ti 1.86 301.79 2704.96 .0.01) 1.65 268.39. 3311:20 .•• rct 4.27 693.36. 3381.20 7.98 1,296.94 • a3a1111.2 0.00 6.26 1,017.60 3381.20 0.00 5.98 972.71 3381.20 .2.67 101.70 b1$0• • • 1100 •.ao0. PP Pm 3Q440.' 4.08 4.00 b.57 • •21.63• 378 0000• • 0.00 • 0.00 O.ob. 114 U•88 378't e.00 o.00 : •q qp• 2.6"A 101.70 878.00 • b.00 • b.00 0.00 2.10 80.09 378.00 0.00 0.00 0.00 2.00 76.28 378.00 Load Combination Span Max. Dell Location in Span Load Combination Max.'+ Dell Location in Span 1 Vertical Reactions 0.0000 0.000 W Only Support notation : Far left is #1 -0.2712 Values in KIPS 4.898 Load Combination Support 1 Support 2 Overall MAXimum Overall MlNimum +D+H +D+L+H +D+Lr+H +O+S+H +040.750Lr+0.750L+H +0+0.750L+0.750S+H +0+0.60W4H +0+0.70E+H +0+0.750Lr+0.750L+0.450W+H +0+0.750L+0.750S40.450W+H 4040.750L40.750S40.5250E41 40.60D40.60W40.60H +0.60D+0.70E40.60H D Only Lr Only L Only S Only W Only E Only H Only -4.087 -1.533 -0.219 -0.050 2.233 0.870 2.233 0.870 3.979 1.524 2.233 0.870 3.543 1.361 2.233 0.870 -0.219 -0.050 2.233 0.870 1.703 0.671 0.394 0.180 2.233 0.870 -1.112 -0.398 1.340 0.522 2.233 0.870 1.745 0.655 -4.087 -1.533 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 Wood Column n Lic. # : KW-06011019 escription : WOOD POST Code References Project Title: Engineer. Project Desc Project ID: irOD • Printed. 10 APR 2018, 5:43PM File = C:IWORKIMYPRQ1-1120171(17014-11raldcalc ec6 ENERCALC, INC. 1963-2017, Bui d:6.17.3.29, Veri6.17.6.30 Licensee : Sk;'EcckEngineering • • • • • •• • Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 Generallnformation • • • • • • • • • • • • • • .• • • • • • • • • • • • • • • •• • • • • • • Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 9.50 ft ( Used for non -slender calculations ) Wood Species Southern Pine Wood Grade No.1: 2" - 4" Thick : 2" - 4" Wi, Fb + 1500 psi Fv 175 psi Fb - 1500 psi Ft 1000 psi Fc - Prll 1650 psi Density 34.32 pcf Fc - Perp 565 psi E : Modulus of Elasticity ... x-x Bending Basic 1600 Minimum 580 Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix y-y Bending Axial 1600 1600 ksi 580 'Applied Loads Column self weight included : 27.736 lbs * Dead Load Factor AXIAL LOADS .. Axial Load at 9.50 ft, D = 2.40, Lr = 2.0 k DESIGN SUMMARY iy 4x4• • Southem Piles • • • • •Sawn • . • • • •. • • 3.50 in Allow Stress?Aodification Factors 3.50 in Cf erty forBending..• •' • 1.0 12.250 inA2 Cf or Cv for Compression ' 12.505 in"4 12.505 in"4 • • • • • Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built-up columns Use Cr : Repetitive ? • 1.0 1.0 1.0 1.0 1.0 1.0 NDS 15.3.2 No Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis budding = 9.5 ft, K =1.0 Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 4.0 ft, K =1.0 Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Forumla Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load: Combination Results. 0.8463 :1 +O+Lr+H Comp Only, fcFc' 0.0 ft 4.428 k 0.0 k-ft 0.0 k-ft 427.086 psi 0.0:1 +0.60D+0.70E+0.60H 9.50 ft 0.0 psi 280.0 psi Maximum SERVICE Lateral Load Reactions . . Top along Y Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination : nla Along X-X 0.0 in at 0.0 ft above base for load combination : Na Other Factors used to calculate allowable stresses ... Bending Compression Tension 1 Load Combination +D+H +D+L+f i +D+Lr+H +D+S+H +0+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750 L+0.750 5+0.450 W+H +0+0.750L+0.750S+0.5250E+41 +0.60D+0.60W+0.60H Maximum Axial + Bending Stress Ratios CD C p Stress Ratio Status Location 0.900 0.281 1.000 0.255 1.250 0.207 1.150 0.224 1.250 0.207 1.150 0.224 1.600 0.164 1.600 0.164 1.600 0.164 1.600 0.164 1.600 0.164 1.600 0.164 0.4754 PASS 0.4712 PASS 0.8463 PASS 0.4664 PASS 0.7507 PASS 0.4664 PASS 0.4583 PASS 0.4583 PASS 0.7414 PASS 0.4583 PASS 0.4583 PASS 0.2750 PASS Maximum Shear Ratios Stress Ratio Status Location 0.0 ft 0.0 PASS 9.50 ft 0.0 ft 0.0 PASS 9.50 ft 0.0 ft 0.0 PASS 9.50 ft 0.0 ft 0.0 PASS 9.50 ft 0.0 ft 0.0 PASS 9.50 ft 0.0 ft 0.0 PASS 9.50 ft 0.0 ft 0.0 PASS 9.50 ft 0.0 ft 0.0 PASS 9.50 ft 0.0ft 0.0 PASS 9.50ft 0.0 ft 0.0 PASS 9.50 ft 0.0 ft 0.0 PASS 9.50 ft 0.0 ft 0.0 PASS 9.50 ft 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 Wood4Column Lic. # : KW-06011019 Description : WOOD POST Load Combination.Results Project Title: Engineer. Project Descc Protect ID: </ Printed:10 APR 2018. 5:43PM •Fite = C•.1WORKIMYPRQl7n201ry17014-11calcicalc.es6 ENERCALC, INb:1983-2017 Build:6.17.3.29; Ver:6.17.6.30 Licensee : SK,Inc.ckEngineering • • • • • •• • • • • • • • • • • •... •• • Load Combination +0.60D+0.70E+0.60H Maximum Reactions CD Cp 1.600 0.164 Maximum Axial +Bending Stress Ratios Stress Ratio Status Location 0.2750 PASS 0.0ft Load Combination +D+H +O+L+H +D+Lr+H +0+S+H +0+0.750Lr+0.750L+H +0+0.750L+0.750S+H +D+0.60W+H +0+0.70E+H +0+0.750Lr+0.750L+0.450W+H +0+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Ony L Only S Only W Only EOny HOny Maximum Deflections for Load Combinations X-X Axis Reaction k Y-Y Axis Reaction @ Base @ Top @ Base @ Top Axial Reaction @ Base 2.428 2.428 4.428 2.428 3.928 2.428 2.428 2.428 3.928 2.428 2.428 1.457 1.457 2.428 2.000 • • •• Vazimum Shearitatios SOS Ratio Status. :.Location 'CZ PAASS•• 9.5QJ•,• Note: Orly n-zero jeattitA are IistQd... My - End Q' gi j s. k-ft fact - End Moments • @Base: @VP . @ @ AP. •:. • • • • • . • • • • •, . .. . • • • .• . Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance 404H +0+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +0+0.70E+H +D+0.750Lr+0.750L+0.450W+H +0+0.750L+0.750S+0.450W+H +0+0.750L+0.750S+0.5250E41 40.60040.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft • 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 Wood_Column Lic. # : KW-06011019 Description : WOOD POST Sketches Project Title: Engineer: Protect Descr: Project ID: Printed: 10 APR 2018, 5:43PM Flle=C:1wQRK{MYPRk 1120171t1701a-11catcicalc.ec6 ENERCALC, INC.1983-2017, Bu0d:617.3:29, Ver6.17.6.30 Licensee : Skyk&ck.Engineering • • •• •• • •••• •••• • •••• •••• • • • 8 of Y 3.501fi x 4 •••Ji• • • •••• • • •• •• • • • • • • • • • • •• • • • • • • • • • •• • • • • • •• • • • • •• • • • • •• • Loads are total entered value. Arrows do not reflect absolute direction. • • • • • • • • • SkyRock.Engineering, Inc JOB' CA No. 29652 EMAIL: aimee©skyrockeng.com Phone: 786 285 7157 www.skyrodceng.com Fax: 305.258 3345 SHEET No• /3 OF /7 CALCULATED BY: DATE: //J/�A/ /% alictitecv 12P')..e.7 • • • ••• • • •ii%J • • • • • • •• • •••• V • • -7* 6. a s .r 14// --- c. 70 1///: • •••• • • • •••• • • • • • • •••• • • • •• • • •••••••. 4214• • • • 4--•_ • • • • • f• •cam • • • • •• ••• 1.14eL s • •• •• • • .••• • /Aa 10-0 los t67/ 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- Lic. # : KW-06011019 Description : TIE BEAM REINFORCING CODE REFERENCES Project Title: Engineer. Project Descr. Project ID: Pnnted:10 APR 2018, 5:54PM ' File=C:\WORKIMYPRQ1-1120171(17014-11calcicalc.ec6 ENERCALC, INC.-1983-2017, Bulld:6.17.329, Ver6,17.6.30", Licensee : SkyRock Engineering Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2015 Material'Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : •••• • • •••• • • • • .36.0 ksi.•. ksi . • • • • • • D(0.25)I1t0.18) Span = 8.670 fl L4x4x3/8 • • • • � • • • • 1141..0111.9 • •• • • • • • • Sr • • • • • • • • • •• • • •• • • • • •• • • ••• •f • • • I• -Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.250, Lr = 0.180 k/ft, Tributary Width = 1.0 ft DESIGN'SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : 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 0.767 : 1 L4x4x3/8 2.446 k-ft 3.189k-ft +D+{,r+H 3.335ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.064 in Ratio = 1,245 >=360 0.000 in Ratio = 0 <360 0.157 in Ratio = 510 >=240. 0.000 in Ratio = 0 <240.0 REM Des ignTOK 0.076 : 1 L4x4x3/8 1.467 k 19.401 k +D+Lr+H 0.000 ft Span # 1 Maximum -Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Summary of Moment Values Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Summary of Shear Values Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 6.67 ft +O+L+H Dsgn.L= 6.67ft +D+Lr+H Dsgn.L= 6.67ft +D+S+H Dsgn. L = 6.67 ft +D+0.750Lr40.750L+H Dsgn. L = 6.67 ft +D+0.750L+0.750S41 Dsgn. L = 6.67 ft +0+0.60W+H Dsgn. L = 6.67 ft +D+0.70E+H Dsgn.L= 6.67ft +0+0.750Lr+0.750L+0.450W+H Dsgn. L = 6.67 ft +D+0.750L+0.750S+0.450W+H Dsgn. L = 6.67 ft +0+0.750L+0:7505+0.5250E+H Dsgn.L= 6.67ft +0.60D+0.60W+0.60H Dsgn. L = 6.67 ft +0.60D+0.70E+0.60H 1 0.453 0.045 1.44 1 0.453 0.045 1.44 1 0.767 0.076 2.45 1 0.453 0.045 1.44 1 0.688 0.068 2.20 1 0.453 0.045 1.44 1 0.453 0.045 1.44 1 0.453 0.045 1.44 1 0.688 0.068 2.20 1 0.453 0.045 1.44 1 0.453 0.045 1.44 1 0.272 0.027 0.87 1.44 5.33 3.19 1.14 1.00 1.44 5.33 3.19 1.14 1.00 2.45 5.33 3.19 1.14 1.00 1.44 5.33 3.19 1.14 1.00 2.20 5.33 3.19 1.14 1.00 1.44 5.33 3.19 1.14 1.00 1.44 5.33 3.19 1.14 1.00 1.44 5.33 3.19 1.14 1.00 2.20 5.33 3.19 1.14 1.00 1.44 5.33 3.19 1.14 1.00 1.44 5.33 3.19 1.14 1.00 0.87 5.33 3.19 1.14 1.00 0.87 0.87 1.47 0.87 1.32 0.87 0.87 0.87 1.32 0.87 0.87 0.52 32,40 32.40 32.40 32.40 32.40 32.40 32.40 32.40 32.40 32.40 32.40 32.40 19.40 19.40 19.40 19.40 19.40 19.40 19.40 19.40 19.40 19.40 19.40 19.40 Title Block Line 1 You can change this area using the' Settings' menu item and then using the 'Printing & Title Blccle selection. Title Block Line 6 ',Steel Beam Lic. # : KW-06011019 Description : TIE BEAM REINFORCING Load Combination Segment Length Span # Max Stress Ratios Project Title: Engineer. Project Desc r. Summary of Moment Values Project ID: Printed: 10 APR 2018, 5:54PM •FNB = CIWORKIMYPROJ-112017W17014-11 atcicalc ec6 ; ENERCAI.C, INC:1983-2017, Build:6.17.3.29, Ver.6.17.&30y Licensee : SkyRock Engineering Summary of Shear Values M V Mmax + Mmax - Ma Max Mnx Mnx!Omega Cb Rm Va Max Vnx Vnx!Omega Dsgn. L = 6.67 ft 1 0.272 0.027 Overall - Deflections= ~ w Load Combination Span Max. - Dell Location in Span Load Combination 0.87 0.87 5.33 3.19 1.14 1.00 0.52• • • 82.40 19.40 ...• • • • • +D+t.r+H Vertical Reactions Load Combination Overall MAXimum 1 0.1571 3.354 Support notation : Far left is #1 Support 1 Support 2 ' Mat .'+' Deft : Location in Span .. • 0.0000 . 0.000 . Nuain KIPS • • • • • •.. OveraN MINimum +D+H +D+L+H +D+Lr+H +D+S+H +0+0.750Lr+0.750L+H +0+0.750L+0.750S+H +D+0.60W+H +0+0.70E+H +0+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 1.467 0.520 0.866 0.866 1.467 0.866 1.317 0.866 0.866 0.866 1.317 0.866 0.866 0.520 0.520 0.866 0.600 1.467 0.520 0.866 0.866 1.467 0.866 1.317 0.866 0.866 0.866 1.317 0.866 0.866 0.520 0.520 0.866 0.600 • • •• •• • • • • • • • • •• • •. • • . • • •• • • • •• • •• . • • . .. . • • EXTERIOR WALL DESIGN i ...• • • • .... • • • • •• • •••• • •••• • • • • •••• • •. .... • • • •• • • • • •• •• • •• • • • • • • • • •• . •• • • • • .. SkyRockEngineering, Inc JOB• ,'iB'7 /t-ee,. CA No. 29652 EMAIL: aimee©skyrockeng.com Phone: 786 285 7157 www.skyrockeng.com Fax: 305. 258 3345 SHEET No • 1,6 OF /7 CALCULATED BY: DATE /D/2p!/l 2--"etr,S0 a)) • ..�•� C•• • •••• • • �►� -- 0/ 9 (;4-si -- Pc)CSC 741s. fi /s7? Ar- = -----; ,_ 3 ?Z1.7L,-.3 I- 1°pG"3 _5)Az �(//r1—/Isi-----ci-C-7,4;2-*e 1 ; 4 e,5/ yt- ©, o53� o, / 11 5p_'--4-fe E,-v) c .0 d, o 7 4 . • • •. • • •• •• • • • •• • r SkyRock Engineering, Inc JOB. CA No. 29652 EMAIL: aimee@skyrodceng.com Phone: 786 285 7157 www.skyrockeng.com Fax: 305.258 3345 SHEET No • / 7 OF 17 CALCULATED BY: DATE- A©/-2-PJ`/% ,k(Z 1Y Ere) ®lmr2_ 7:- A sA -- ?4/2 .,- o, z t-'11Z'....• ... 1• 11' •. • . . •• • •••• w • • • • • • g 3 P/Z.. • ' 4 ,l 1,06(4• 1,1.. • • • • • • • •• • • • •• kE , /z,71 3• 3(4 oo dg l 1)//2 (eke e), 10050 N.E. 2nd Ave, Miami Shores, Florida 33138 Tel: 305-795-2204 Fax: 305-756-8972 Description: KITCHEN & BATHROOM REMODELING REINFORCEMENT OF BEAM. If the building is located in a special flood hazard area documentation of the as -built lowest floor elevation or lowest horizontal structural member has been provided and is retained in the records of Miami Shores Village. This certificate issued pursuant to the requirements of the Florida Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. Not Transferable POST IN A CONSPICUOUS PLACE ;!4 POST ON SITE INSPECTION RECORD Miami Shares Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax: (305)756-8972 Permit NO. RC-3-18-585 Permit Type: Residential Construction Work Classification: Alteration Issue Date: 4/25/2018 Expires:10/22/2018 INSPECTION REQUESTS: (305)76,2-4949 or Log on at https://bidg.miamishoresvillage.comlcap REQUESTS ARE ACCEPTED•DURING 8:30AM - 3:3OPM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Owner's Name: ANNE & NESTOR .MORAI�i~ t t\r Miami Shores; :FL 33138= IS Job Address: 474 NE 95 Street Bond Number: 3724 r 4 t Contractors) Phone 61 ' ,jk i?,rjr r�,`Contradtor REGOSA ENGINEERING SERVICE (7..86)262-29fi4; } `Yes' Parcel #:1132060140440 Owner's Phone: (305)283-7233 Total Square Feet: 220 Total Job Valuation: $ 11,800.00 K IS ALLOWED: DAY THROUGH FRIDAY, 8:OOAM - 7:OOPM. SATURDAY 8:OOAM - 6:00PM. NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANTS RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. STRUCTURAL INSPECTION Foundation Stemwall Slab Columns (lst Lift) Columns (2nd Lift) Tie Beam Truss/Rafters INSPECTION RECORD-0lg6qkz5318 DATE Roof Sheathing Bucks Interior Framing" Insulation tion Ceiling_Grid._ Drywall Firewall Wire Lath PVVI Jteel Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap Roof in Progress Mop,in Progress Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA compliance Soil Bearing Cert Soil Treatment Cert Floor ElevationnSurvey Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS WINDOWS & DOORS INSPECTION TE INS' Attachment FINAL fjl�jp PUBLIC WORKS INSPECTION DATE INSP Excavation FINAL ELECTRICAL INSPECTION DATE INSP Temporary Pole — ` --- 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground Slab Wall Rough Ceiling Ro Roug Z2 446-4 _ Telephone Rough Telephone Final TV Rough • TV Final Cable Rough Cable Final 0 Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough � Fire Alarm Final ! /"— Service Work With l r: ELECTRICAL 0wm AO COMMENTS . . INSPECTION DATE Final Sp:inkier Final Alarm FINAL INSP INSPECTION PLUMBING DATE INSP Rough (5y04"- Water Service 2nd Rough 6JI&II Ifc Top=Out _ Fire Sprinklers Septic Tank 01 HRS Final. PLUMBING COMMENTS 30.-S skQC o.. Q il°L i...JL6 I1Al(r Sewer Hook-up Roof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains INSPECTION MECHANICAL DATE INSP Underground Pipe Rough Ventilation Rough 17 I Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum ZMINIIME 8 MECHANICAL COMMENTS Y Cry\ -c)9