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DGT-19-1444Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address Permit NO.: DGT-06-19-1444 a ►^ �� Permit Type: Decks/Gazebos/Trellises Work Classification: Pergola Permit Status: Approved Issue Date:10/29/2019 1 Expiration: 04/27/2020 Parcel Number 304 NE 105TH ST, Miami Shores, FL 33138 1121360130070 Contacts ROCCO MARANDO Owner HOME OWNER Contractor 304 NE 105 ST, MIAMI SHORES, FL 331382022 HOME OWNER roccoml3@aol.com Description: WOOD PERGOLA 16 X 24 AND 1500 SC!FT Valuation: $ 11,000.00 Inspection Requests: 1305-762-4949 TRAVERTINE DECK TotalSq Feet: 384.00 �j Fees Amount Application Fee - Other $50.00 CCF $6.60 DBPR Fee $9.82 DCA Fee $6.55 Education Surcharge $2.20 Gazebos, Trellises and Pergolas Fee $275.00 Planning and Zoning Review Fee $35.00 Scanning Fee $9.00 Structural Review ($45) $45.00 Technology Fee $16.38 Tota I : $455.55 Payments Date Paid Amt Paid Total Fees $455.55 Credit Card 10/29/2019 $455.55 Amount Due: $0.00 Building Department Copy 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 AFFIDMAT: I certify that all t regoing information is accurate and that all work will be done in compliance with all applicable laws regu l isfg construction a zo ing. Fut rm fe, I authorize the above named contractor to do the work stated. Authorized Signature: Owner / Applicant / Contractor / Agent Date October 29, 2019 Page 2 of 2 BUILDING PERMIT APPLICATION 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 FBC 20(�� u Master Permit No.1)6-Fb(('"-Iq-1 I I 1Uy Sub Permit No. ('BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS City: Miami Shores County: Miami Dade Zip: 1331 Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): /9,0C'C© 1Aez'7r✓ h,7 Phone#: ZOO Sht 3 Address: -3 014 AIC / OS 5, -)- City: ' 1t 411-1 i S 4)0'-'-S State: jr�'( Zip: 33 131P Tenant/Lessee Name: Phone#: Email: _ CONTRACTOR: Company Name: N hone#: Address: City: State: Zip: Qualifier Name: hone#: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: 4•00fiI S e'ucll,j ee6&;L)o `. - c, Phone : 9Sy) 609- g ; %7?' Address: City: State: Zip: Value of Work for this Permit: $ ) 1 1 O a O Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration New ❑ Repair/Replace ❑ Demolition Description of Work: Cie, C, l o" (0-300h �(' X a L, 1119 nJ Q� / S O a Sg u en, ! r r f- e C./C Specify color of color thru tile: Submittal Fee $ Scanning Fee $ Technology Fee $ Structural Reviews $ Permit Fee $ Radon Fee $ Training/Education Fee $ CCF $, DBPR $ CO/CC $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ 4S5 (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 Zip 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 issued. in the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. SignatSignature urAOWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this day of me or who has produced 20, by who is personally known to identification and who did take an oath. NOTARY PUBLIC: as The foregoing instrument was acknowledged before me this day of me or who has produced 20 by who is personally known to identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Print: Seal: Seal: as APPROVED BY G� Plans Examiner 3d S Zoning Structural Review Clerk (Revised02/24/2014) Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 OWNER BUILDER DISCLOSURE STATEMENT NAME: ' '1 OCC p I", A r---\ '0 p ,] DATE: C, 1 'Z l ADDRESS: , -A N C 10 S Sf Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor. You have applied for a permit under an exception to the law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one -family or two-family residence. You may also build or improve a commercial building at a cost of $25,000.00 or less (The new form states 75,000). The building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as a contractor. It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances. Any person working on your building who is not licensed must work under your supervision and must be employed by you, which means that you must deduct F.I.C.A and with -holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. 1 understand that state law requires construction to be done by a licensed contractor and have applied for an owner -builder permit under an exemption from the law. The exemption specifies that 1, as the owner of the property listed, may act my wn contractor with certain restrictions even though I do not have a license. Initia 2. 1 understand that building permits are not required to be signed by a property owner unless Zorshe'esponsible for the construction and is not hiring a licensed contractor to assume responsibility. Initial 3. 1 understand that, as an owner builder, I am the responsible party of record on a permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my wn name. I also understand that the contractor is required by law to be licensed in Florida and to list his or license numbers on permits 7ad, tracts. t7c Initial lo 4. 1 understand that I may build or improve a one family or two-family residence or a farm outbuilding. I may also build or improve a commercial building if the costs do not exceed $75,000. The building or residence must be for my use or occupancy. It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is Aold or leased within 1 year after the construction is complete, the law will presume that I built or substantially improved it for sale or lease, is violates the exemption. Initial 5. 1 understand that, as the owner -builder, I must provide direct, onsite supervision of the construction. Initial 6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence. It is my responsibility to ensure that the persons whom I employ have the license required by law and by unty r municipal ordinance. Initial r 7. 1 understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner -builder permit that erroneously implies that the property owner is providing his or her own labor and materials. I, as an owner -builder, may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner -builder and a are of the limits of my insurance coverage for injuries to workers on my property. Initia 8. 1 understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not licenses to perform the work being done. Any person working on my building who is not licensed must work under my direct supervision and must be employed by me, which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act (FICA) and must provide workers compensation for the employe nderstand that my failure to follow these may subject to serious financial risk. Initi 9. 1 agree that, as the party legally and financially responsible for this proposed Construction activity, I will abide by all applicable laws and requirement that govern owner -builders as well as employers. I also understand that the Construction must comply with all applicable laws, ordinances, building codes, and zoning regulations. Initial 10. 1 understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service, the United States Small Business Administration, and the Florida Department of Revenues. I also understand that I may con tac he Florida Construction Industry Licensing Board at 850.487.1395 or http://www.myfloridalicense.com/dbpr/r)ro/cilb/index.htm) Initial 11. I am ofinally consent to; an owner -builder building permit applied for in my name and understands that I am the party legally nsponsible r the proposed ru 'on activity at the following address: Initial 12. 1 agree to notify Miami Shores viiiage immediately of any additions, deletions, or changes to any of the information that I have provided on this disclosure. Initial Licensed contractors are regulated by laws designed to protect the public. If you contract with a person who does not have a license, the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court. It is also important for you to understand that, if an unlicensed contractor or employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner -builder permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is properly licensed and the status of the contractor's workers compensation coverage. Before a building permit can be issued, this disclosure statement must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit. A copy of the property owner's driver license, the notarized signature of the property owner, or other type of verification acceptable to the local permitting agency is required when the permit is issued. Was acknowledged before me this day of 20 By. who was personally known to me or who has \\\\\��1pt11111111/ NS,<� •PIKES •••b��6�'i Produced there License orL--�V �Z` as ides'. •. o E.E. O_ a !. ur; s •• o OWNER NOTARYl�iiiP��;dUTAFe��ti'`4~~ ill 91tt 4 DO —bc LOOMIS ENGINEERING, INC. STRUCTURAL DESIGN AND FORENSIC INVESTIGATIONS Structural Calculations for the Marando Pergola 304 NE 105th Street Miami Shores, Florida Index Pages Wind 1-2 Wood Framing 3-8 Footings 9 Prepared by: Gregory D! Loomis, P.E. #56148 President G--i z - 2c J g M ....... . .. .. . ......... . .. ... .. . .... ..... . ... . . . . . . . . . . .. . . .. .. ... ... phone: (954)609-8897 office: 893b S:R..'8i : 246 ppij, FL 33324 000 0 0 0 000 0 0 MecaWind Std v2.2.7.2 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date 6/12/2019 Project No. Company Name Loomis Engineering, Inc. Designed By Address 8930 S.R. 84, #246 Description Marando Residence City Davie Customer Name State Florida Proj Location Miami Shores, FL File Location: C:\Users\gdl\Desktop\00 Work\Ken DeArmas\Marando Pergola\Marando Wind.wnd Input Parameters: Directional Procedure open Building (Ch 27 Part 1) Basic wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = 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 ft Epsilon = 0.20 Zmin = 15.00 ft Pitch of Roof = 0.25 : 12 Slope of Roof(Theta) = 1.19 Deg D: Roof Len along Ridge = 24.00 ft L: Horizontal Width = 16.00 ft h: Mean Roof Ht = 9.00 ft Type of Roof = MONOSLOPE 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 = 0.95 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 open Building-Monoslope Roof per Figure 27.4-4: Normal to Ridge - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 0 degrees, Clear Wind Flow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres. Case psf psf --------------------------------------------------------------- A 1.200 0.300 34.621 8.655 B -1.100 -0.100-31.736 -2.885 Notes - Normal to Ridge Normal to Eave - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 180 degrees, Clear Wind Flow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres. Case psf psf --------------------------------------------------------------- A 1.200 0.300 34.621 8.655 B -1.100 -0.100-31.736 -2.885 Notes - Normal to Eave Along Ridge - Open Building - Monoslope Roof per Figure 27.4�!• ••e 0 0 ••• 0 0 ••• • •• • • • • ••• • Gamma = 90 degrees, Clear Wind Flow • • • • • • • • • •• ••• •• • • • •• Length Along Roof Angle Load Cn Wind Press Along Ridge Ridge of Roof (Theta) Case psf psf --------------------------------------------------- a};•a------- ••• • • • • <= 9.0 Theta<=95 deg A -0.800 -23. QO • ••• •• • • • • • • • • B 0.800 23.E80 • • • • • • •• • • •• • >9.0&<=2*9.0 Theta<=95 deg A -0.600 -17. id • • • •• • • • B 0.500 14.425 •• • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • • • • 0 • Notes - Along Ridge Wind Pressure on Components and Cladding (Ch 30 Part 5) A11 pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = = 3.00 ft Description Width Span Area Zone Cn Cn Max P Min P ft ft ft^2 Max Min psf psf ----------------------------------------------------------------------- Zone 1 (1 to 19) 2.00 5.00 10.0 1 1.26 -1.15 36.46 -33.11 Zone 1 (20 to 49) 4.00 5.00 20.0 1 1.26 -1.15 36.46 -33.11 Zone 1 (50 to 99) 5.00 10.00 50.0 1 1.26 -1.15 36.46 -33.11 Zone 1 (100+) 10.00 10.00 100.0 1 1.26 -1.15 36.46 -33.11 Zone 2 (1 to 19) 2.00 5.00 10.0 2 1.90 -1.76 54.69 -50.88 Zone 2 (20 to 49) 4.00 5.00 20.0 2 1.90 -1.76 54.69 -50.88 Zone 2 (50 to 99) 5.00 10.00 50.0 2 1.26 -1.15 36.46 -33.11 Zone 2 (100+) 10.00 10.00 100.0 2 1.26 -1.15 36.46 -33.11 Zone 3 (1 to 19) 2.00 5.00 10.0 3 1.90 -1.76 54.69 -50.88 Zone 3 (20 to 49) 4.00 5.00 20.0 3 1.90 -1.76 54.69 -50.88 Zone 3 (50 to 99) 5.00 10.00 50.0 3 1.26 -1.15 36.46 -33.11 Zone 3 (100+) 10.00 10.00 100.0 3 1.26 -1.15 36.46 -33.11 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• •• ••• • ••• • • •• • ••• • • • • • • • • • • • • • •• • • • • •• • • • • • • ••• • • • • ••• • • • • • ••• • • • • • • • • 000 0 0 0 000 0 0 Loomis Engineering, Inc. Tamarac, FL r Title: Marando Residence Job # Dsgnr: GDL Project Desc.: Wood Pergola Project Notes : Wood Beam Design ENERCALC, INC.1983-2010, Ver:6.1.03 Description : Main Beam (max. load) Material P Analysis Method: Allowable Stress Design Fb - Tension Load Combination 2006 IBC & ASCE 7-05 Fb - Compr Fc - Prll Wood Species : Southern Pine FV - Perp Wood Grade : No.2: 2" - 4" Thick : 12" Wide Ft Beam Bracing Beam is Fully Braced against lateral -torsion buckling F- - 4x12 Span = 10.0 ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.060, L = 0.080 k/ft, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load : D = 0.060, L = 0.080 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY _ Maximum Bending Stress Ratio = 0.3191 Section used for this span 4x12 fb : Actual = 280.28psi FB : Allowable = 877.50psi Load Combination +D+L+H Location of maximum on span = 4.769ft Span # where maximum occurs = Span # 1 Maximum Deflection Calculations per 2005 NDS 975.0 psi E : Modulus of Elasticity 975.0 psi Ebend- xx 1,600.Oksi 1,450.0 psi Eminbend - xx 580.Oksi 565.0 psi 175.0 psi 550.0 psi Density 35.440pcf 4x12 Span = 2.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward L+Lr+S Deflection 0.025 in Ratio = 4838 Max Upward L+Lr+S Deflection -0.014 in Ratio = 3392 Max Downward Total Deflection 0.046 in Ratio = 2585 Max Upward Total Deflection -0.026 in Ratio = 1812 0.169 : 1 4x12 = 29.65 psi 175.00 psi +D+L+H 10.000 ft = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d Mactual fb-desigp. . 1 4-allow. Vactual fv-design Fv-allow +D • • • • • • • • • Length =10.0 ft 1 0.149 0.079 1.000 0.80 13T.49 • 8i77.60 : : :.: %6 13.81 175.00 Length = 2.0 ft 2 0.026 0.079 1.000 -0.14 Q2.65 • .: r Z.30 '.' ; Q.08 13.81 175.00 +D+L+H Length =10.0 ft 1 0.319 0.169 1.000 1.72 280.28 877.50 0.78 29.65 175.00 Length = 2.0 ft 2 0.055 0.169 1.000 -0.30 •08.66� • 477.50 ... 0.16 29.65 175.00 +D+Lr+H Length =10.0 ft 1 0.149 0.079 1.000 0.80 .. . • ; :30.4 • see • . • • • • '. p.33 ; 13.81 175.00 Length =2.0ft 2 0.026 0.079 1.000 -0.14 • 22.6 877:50'.' 40.08�• 13.81 175.00 +D.+0.750Lr+0.750L+H Length =10.0 ft 1 0.277 0.147 1.000 1.49 242.83 877.50 0.67 25.69 175.00 Length = 2.0 ft 2 0.048 0,147 1.000 -0.26 •42916. J77.50. ... 0.14 25.69 175.00 Loomis Engineering, Inc. Title: Marando Residence Job # Dsgnr: GDL Tamarac, FL Project Desc.: Wood Pergola ` Project Notes Wood Beam Design Description : Main Beam (max. load) Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl D+L+Lr 1 0.0464 2 0.0000 Location in Span Load Combination 5.000 5.000 D+L+Lr INC.1983-2010, Ver: 6.1.03 Max. "+" Defl Location in Span 0.0000 0.000 -0.0265 2.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.719 1.078 D Only 0.335 0.502 L Only 0.384 0.576 D+L+S 0.719 1.078 D+L+Lr 0.719 1.078 . • • • • • • . . • • . • . .. • • . . . •. • . • • •.. . • . • •• •.. .. .. . . •• .• ... . ... . . • •.. o . . . . • . • . . . . .. • • . • • • . . . • • • ... . • . . . • . . . Loomis Engineering, Inc. Tamarac, FL Title: Marando Residence Job # Dsgnr: GDL Project Desc.: Wood Pergola Project Notes : Wood Beam Design ENERCALC, INC. 1983-2010,Ver:6.1.03 ' Description : Typical Rafter Material Properties Calculations per 2005 NDS Analysis Method: Allowable Stress Design Fib - Tension 1,200.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb - Compr 1,200.0 psi Ebend- xx 1,600.Oksi Fc - Prll 1,550.0 psi Eminbend - xx 580.Oksi Wood Species : Southern Pine Fc - Perp 565.0 psi Wood Grade : No.2: 2" - 4" Thick : 8" Wide Fv 175.0 psi Ft 650.0 psi Density 35.440pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling Repetitive Member Stress Increase 3x8 A 3x8 A 3x8 Span = 2.0 ft Span = 12.0 ft Span = 2.0 ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.030, L = 0.040 k/ft, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load : D = 0.030, L = 0.040 k/ft, Tributary Width =1.0 ft Load for Span Number 3 Uniform Load : D = 0,030, L = 0.040 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY _ Maximum Bending Stress Ratio = 0.4731 Section used for this span 3x8 fib : Actual = 652.66psi FB : Allowable = 1,380.00psi Load Combination +D+L+H Location of maximum on span = 6.076ft Span # where maximum occurs = Span # 2 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.195 : 1 Section used for this span 3x8 fv : Actual = 34.17 psi Fv : Allowable = 175.00 psi Load Combination +D+L+H Location of maximum on span = 2.000ft Span # where maximum occurs = Span # 1 Max Downward L+Lr+S Deflection 0.130 in Ratio = 1109 Max Upward L+Lr+S Deflection -0.064 in Ratio = 746 Max Downward Total Deflection 0.242 in Ratio = 595 Max Upward Total Deflection -0.120 in Ratio = 400 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d Summary of Momen V lua''I • • .'. Mactual fb-design FY►a b : : ; ;_; ,%Fnmary of Shear Values ; yactAL fv-design Fv-allow • • ... • Length = 2.0 ft 1 0.027 0.090 1.000 -0.07 37.76 1,380.00 0.19 15.81 175.00 Length =12.0 ft 2 0.219 0.090 1.000 0.55 302.05 1,380.00 0.19 15.81 175.00 Length = 2.0 ft 3 0.027 0.090 1.000 -0.07 • S7.T?. • 1,360.00 • • • 0.05 . 15.81 175.00 +D+L+H • • 11.61 • • • • '1,380:0 • • • • 8.4; : Length = 2.0 ft 1 0.059 0.195 1.000 -0.15 • • ; • • 34.17 175.00 Length =12.0 It 2 0,473 0.195 1.000 1.19 *652.601 1,380�0 • • • NT. 34.17 175.00 Length = 2.0 ft 3 0.059 0.195 1.000 -0.15 81.60 1,380.00 0.11 34.17 175.00 +D+Lr+H Length = 2.0 ft 1 0.027 0.090 1.000 -0.07 •4.76 1,6809009 . • . . 0.19 15.81 175.00 Loomis Engineering, Inc. Title: Marando Residence Job # Dsgnr: GDL Tamarac, FL Project Desc.: Wood Pergola Project Notes Wood Beam Design ENERCALC, INC. 1983-2010,Ver:6.1.03 Description : Typical Rafter Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V C d Mactual fb-design Fb-allow Length = 12.0 ft 2 0.219 0.090 1.000 0.55 302.05 1,380.00 Length = 2.0 ft 3 0.027 0.090 1.000 -0.07 37.76 1,380.00 +D+0.750Lr+0.750L+H Length = 2.0 ft 1 0.051 0.169 1.000 -0.13 70.64 1,380.00 Length =12.0 ft 2 0.409 0.169 1.000 1.03 565.01 1,380.00 Length = 2.0 ft 3 0.051 0.169 1.000 -0.13 70.64 1,380.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination 1 0.0000 0.000 D+L+Lr D+L+Lr 2 0.2417 6.076 3 0.0000 6.076 D+L+Lr Summary of Shear Values Vactual tv-design Fv-allow 0.19 15.81 175.00 0.05 15.81 175.00 0.36 29.58 175.00 0.36 29.58 175.00 0.09 29.58 175.00 Max. "+" Deft Location in Span -0.1195 0.000 0.0000 0.000 -0.1195 2.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.596 0.596 D Only 0.276 0.276 L Only 0.320 0.320 D+L+S 0.596 0.596 D+L+Lr 0.596 0.596 Soo *00 V. • ... . • • Loomis Engineering, Inc. Title: Marando Residence Job # Dsgnr. GDL Tamarac, FL Project Desc.: Wood Pergola Project Notes : Wood Beam Design ENERCALC, INC. 1983-2010, Ver: 6.1.03 ' Description : Post (max. wind) Material Properties Calculations per 2005 NDS Analysis Method: Allowable Stress Design Fb - Tension 1350 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb - Compr 1350 psi Ebend- xx 1500ksi Fc - Prll 825 psi Eminbend - xx 550ksi Wood Species : Southern Pine Fc - Perp Fv 375 psi 165 psi Wood Grade : No.1 SR Ft 900 psi Density 35.44pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling W(1.63) A 8x8 t Span = 3.0 ft Applied Loads Load for Span Number 2 Point Load: W = 0.630 k @ 8.50 ft DESIGN SUMMARY 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 L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.615 1 8x8 913.92 psi = 1,485.00 psi +D+W+H = 3.000ft = Span # 1 8x8 Span = 8.50 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.288 : 1 Section used for this span 8x8 fv : Actual = 47.60 psi Fv : Allowable = 165.00 psi Load Combination +D+W+H Location of maximum on span = 0,000ft Span # where maximum occurs = Span # 1 0.000 in Ratio = 0 <240 0.000 in Ratio = 0 <240 0.759 in Ratio = 268 -0.014 in Ratio = 2638 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V +D+L+H Length = 3.0 ft 1 Length = 8.50 ft 2 +D+Lr+H Length = 3.0 ft 1 Length = 8.50 ft 2 +D+W+H Summary of Moment Values Crl Mactual fb-design Fb-allow 1.000 1.000 1.000 1.000 Length = 3.0 ft 1 0.615 0.288 1.000 -5.36 Length = 8.50 ft 2 0.615 0.288 1.000 -5.36 +D+0.750Lr+0.750L+0.750W+H Length = 3.0 ft 1 0.462 0.216 1.000 -4.02 Length = 8.50 ft 2 0.462 0.216 1.000 -4.02 +D+0.750L+0.750S+0.750W+H Length = 3.0 ft 1 0.462 0.216 1.000 402 Length = 8.50 ft 2 0.462 0.216 1.000 4.02 +0.60D+W+H Summary of Shear Values Vactual fv-design Fv-allow 1,485.00 -0.00 1,485.00 -0.00 •• ••• • • • • • 9'� : : • •• : 400 • • .: • • • .•• •1, 5. • . -0.00• •• ••• •• • • • •• 913.92 1,485.00 1.79 :13.92 1,485.00 0.63 • • • • V5.4,t �1, SAO • � • : 3.3� • • • 1,485 Z0 . • ' ' PAZ � e65.4* • • •. 685.44 1,485.00 1.34 685.44 1,485.00 0.47 165.00 165.00 165.00 165.00 47.60 165.00 47.60 165.00 35.70 165.00 35.70 165.00 35.70 165.00 35.70 165.00 Loomis Engineering, Inc. Tamarac, FL Title: Marando Residence Dsgnr: GDL Project Desc.: Wood Pergola Project Notes: Job # Wood Beam Design ENERCALC, INC. 1983-2010, Ver: 6.1.03 Description : Post (max. wind) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length = 3.0 ft 1 0.615 0.288 1.000 -5.36 913.92 1,485.00 1.79 47.60 165.00 Length = 8.50 ft 2 0.615 0.288 1.000 -5.36 913.92 1,485.00 0.63 47.60 165.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "' Dell Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 W Only -0.0136 1.754 W Only 2 0.7591 8.500 0.0000 1.754 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -1.785 2.415 W Only -1.785 2.415 •• ••• • • • • • •• •• ••• •• • • • •• •• ••• • ••• • • •• • ••• • • • • • ••• • • • • ••• • • • • • • • • • • • • ••• • • • ••• • • Loomis Engineering, Inc. Tamarac, FL Title: Marando Residence Job # Dsgnr: GDL Project Desc.: Wood Pergola Project Notes : Pole Footing Embedded in Soil ENERCALC,INC. 1983-2010.Ver:6.1.03 Description : Post Footing General Information Pole Footing Shape Rectangular Footing Width ............... 36.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive .................. 250.0 pcf Max Passive ................... 1,500.0 psf Controlling Values Governing Load Combination: +D+W+H Lateral Load 0.040 k Moment 0.340 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 116.51 psf Allowable 118.74 psf Minimum Required Depth 1.50 ft Footing Base Area 9.0 ft^2 Maximum Soil Pressure As3umrYWIng 0.007778 ksf Is square Applied Loads Lateral Concentrated Load Lateral Distributed Load D : Dead Load k Lr : Roof Live k L : Live k S : Snow k W : Wind 0.040 k E : Earthquake k H : Lateral Earth k Load distance above Base 8.50 ft k/ft k/ft k/ft k/ft k/ft k/ft k/ft TOP of Load above ground ft BOTTOM of Load above ground ft Applied Moment k-ft k-ft k-ft k-ft k-ft k-ft k-ft Footing Width = T-0" Vertical Load 0.030 k k 0.040 k k k k k Forces @ Ground Surface Required Pressure at1/3 Depth .oad Combination Loads - (k) Moments - (ft-k) Depth - (ft) Actual - (psf) Allow - (psf) +D 0.0 0.0 0.13 0.0 0.0 +D+L+H 0.0 0.0 0.13 0.0 0.0 +D+Lr+H 0.0 0.0 0.13 0.0 0.0 +D+0.750Lr+0.750L+H 0.0 0.0 0.13 0.0 0.0 +D+W+H 0.0 0.3 000 00:.51 . • ; 11" 118.7 +D+0.750Lr+0.750L+0.750W+H 0.0 0.3 • • f.35 •: : : : •: U.3 107.0 +D+0.750L+0.750S+0.750W+H 0.0 0.3 " • • • t.38 • • • • : $V3 107.0 +0.60D+W+H 0.0 0.3 1.50 116.5 118.7 • • • • • • • • • • •