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DGT-04-19-931, 10090 N Miami Ave (2)BUILDING PERMIT APPLICATION ❑BUILDING ❑ ELECTRIC 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 20ZZ Master Permit No. � (40 Sub Permit No. ❑ ROOFING ❑ REVISION P EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: /40 15�0 d/ Azwm'l R City: Miami Shores County: Miami Dade Zip: Folio/Parcel#:/!211010211,,1002 3 Is the Building Historically Designated: Yes NO _ Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder)�� Phone#��1 �4vc' Address:/z>f1/ City:!/Pi/ l.✓�� `�i� State: Tenant/LesseeNamee,: L Phone#: Le CONTRACTOR: Company Name: Phone#: Address: r City: State: Qualifier Name: Phone#: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition r rJ Description of Work: f z1A7(_ __ T (�`w CMG �T 04 o) -1 Specify color of color thru tile: Submittal Fee $_ Scanning Fee $ _ Technology Fee $_ Structural Reviews Permit Fee $ Radon Fee $ Training/Education Fee $ CCF $ CO/CC $ DBPR $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ r (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 PROPERT-Y.Fb',I'YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR JN.0TICE 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 subjett 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 rginspectiop fee will be charges(.. , 2 Signature Signature .11 OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this ii � day of �A A 20 2-1 , by L_.._o 1 Sa LU kAc) ,who is personally known to me or who has produced y as identification and who did take an oath. NOTARY PUBLIC: Sign: + Print: Seal: The foregoing instrument was acknowledged before me this day of , 20 by , who is personally known to me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign:_ Print: Seal: as APPROVED BY f�✓�-�Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address Parcel Number 10090 N MIAMI AVE, Miami Shores, FL 33150 1131010210090 Contacts LUISA FERNANDA LUNA Owner HOME OWNER Contractor 10090 N MIAMI AVE, MIAMI SHORES, FL 331501216 HOME OWNER Other: 3057573133 lunamoon7556@gmail.com ._ _._.._....-.... �...-........ a......._.... - Description: BACKYARD PERGOLA Valuation: $ 5Ins ection Re uests ,000.00 30S•7 j TotalSq Feet: 297.00 Fees Amount Application Fee - Other $50.00 CCF $3.00 DBPR Fee $6.75 DCA Fee $4.50 Education Surcharge $1.00 Gazebos, Trellises and Pergolas Fee $250.00 Planning and Zoning Review Fee $35.00 Scanning Fee $9.00 Structural Review ($90) $90.00 Technology Fee $11.25 Total $460.50 Payments Date Paid Amt Paid Total Fees $460.50 Credit Card 04/26/2019 $50.00 Credit Card 11/25/2019 $410.50 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 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%ind zoning. Futhermore, I authorize the above named contractor to do the work stated. A 7 - -Authorized Signature: Owner / Applicant / Contractor / Agent Date November/25, 2019 Page 2 of 2 BUILDING PERMIT APPLICATION Miami Shores Village APR 26 2019 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 � F BBC, 201: 2 Master Permit No. L�'�.. 1TD�"�� Sub Permit No. ❑ BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑ RENEWAL ❑ PLUMBING ❑ MECHANICAL ❑ PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP MM ff�� /� a CONTRACTOR DRAWINGS JOB ADDRESS: 1®V 90 lv I Y lI a I (1 y°�_ y City: Miami Shores County: Miami Dade Zip: �Sy Folio/Parcel#: Is the Building Historically Designated: Yes NO 1� Occupancy Type: Load: I Construction Type: Flood Zone: BFE: FFE: i 2 OWNER: Name (Fee Simple Titleholder): LLA, S `� LLI 1 1n l 61 Phone#: 00 - 213 3 1 J-3 Address: � 0090 Nj Gt1M1 6-\Po-)• /� City: Y1j1� j\ � VA ( / 5 State: F L_ Zip: 3 -36 - V Tenant/Lessee Name: Phone#: Email: lUnWYA000_155 t ^9M01!11,CQYYl CONTRACTOR: Company Name: 1,11/ �1� Phone#: Address: City: State: Qualifier Name: Phone#: State Certification or Registration #: DESIGNER: Architect/Engineer: Certificate of Competency #: Phone#: p: Address: City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑/;Alteration \}} ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: \o/c ty o r e NJ Specify color of color thru tile: Submittal Fee $ Scanning Fee $ Technology Fee $_ Structural Reviews $ (Revised02/24/2014) Permit Fee $ Radon Fee $ Training/Education Fee $ CCF $ DBPR $ CO/CC $ Notary $. Double Fee $ Bond $ _ TOTAL FEE NOW DUE $ 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 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with on estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The f regoing instrument was acknowledged before m this ZIAU day of i 20 , by IV S 1 0, who is personally known to me or who has produced 0 1 v on<r � as identification and who did take an oath. NOTARY P 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 Sig . Sign: Print: ;otp'°'�: MAHARAIK.GONZALEZ print: Seal: ;rAa EXPIRES: November 2, 2020 Seal: F,.• Bonded Th. Notary Public Underwriters r APPROVED BY Plans Examiner 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:41(j,P3 a0 S3� -Q DATE: ADDRESS: 5�Ox,-- 232 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 I, as the owner of the property listed, may act as my own contractor with certain restrictions even though I do not have a license. Initial e- �-- 2. 1 understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and is not hiring a licensed contractor to assume responsibility. Initial 3 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 own 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 and contracts. Initial J�- 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 sold 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, which violates the exemption. Initial � S. I understand that, as the owner -builder, I must provide direct, onsite supervision of the construction. .r> Initial L 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 county or municipal ordinance. Initial �� 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. 1, 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 am aware of the limits of my insurance coverage for injuries to workers on my property. Initial'�- 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 employee. I understand that my failure to follow these may subject to serious financial risk. Initial_L. 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 4�. 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 contact the Florida Construction Industry Licensing Board at 850.487.1395 or http://www.myfloridalicense.com/dbpr/pro/cilb/index.html Initial 2- 11. 1 am aware of, and consent to; an owner -builder building permit applied for in my name and understands that I am the party legally and financially responsible for the proposed construction activity at the following address: Initial 12. 1 agree to notify Miami Shores Village immediately of any additions, deletions, or changes to any of the information that I have provided on this disclosure. tt Initial 1t_�!� 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 _W day o20 �9 - By � \) � �S Q JOn G who was personally known to me or who has Produced the a License r X9111N E R as identification 'Q 2 Mg v z�� .Z N CD z� 3 fv cN0� N m N O O N 4/26/2019 Property Search Application - Miami -Dade Countv Ar OFFICE OF THE PROPERTY APPRAISER .. Summary Report Property Information Folio: 11-3101-021-0090 Property Address: 10090 N MIAMI AVE Miami Shores, FL 33150-1216 Owner LUISA LUNA Mailing Address 10090 NORTH MIAMI AVE MIAMI SHORES, FL 33150 USA PA Primary Zone 1000 SGL FAMILY - 2101-2300 SQ Primary Land Use 0101 RESIDENTIAL - SINGLE FAMILY: 1 UNIT Beds / Baths / Half 3/2/0 Floors 1 Living Units 1 Actual Area 2,074 Sq.Ft Living Area 1,876 Sq.Ft Adjusted Area 1,869 Sq.Ft Lot Size 8,064 Sq.Ft Year Built 1965 Assessment Information Year 2018 2017 2016 Land Value $168,810 $168,810 $168,810 Building Value $133,166 $123,578 $123,578 XF Value $1,880 $1,908 $1,936 Market Value 1 $303,856 $294,296 $294,324 Assessed Value $114,830 $112,469 $110,156 Benefits Information Benefit Type 2018 2017 2016 Save Our Homes Cap Assessment Reduction $189,026 $181,827 $184,168 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 HAMILTON TERR A SUBIDV PB 15-75 LOT 1 BLK 2 LOT SIZE 56.000 X 144 OR 16381-3527 0494 4 Generated On : 4/26/2019 Taxable Value Information 2018 2017 2016 County Exemption Value $50,000 $50,000 $50,000 Taxable Value $64,830 $62,469 $60,156 School Board Exemption Value 1 $25,000 $25,000 $25,000 Taxable Value $89,830 $87,469 $85,156 City Exemption Value $50,000 $50,000 $50,000 Taxable Value $64,830 $62,469 $60,156 Regional Exemption Value $50,000 $50,000 $50,000 Taxable Value 1 $64,830 $62,469 $60,156 Sales Information Previous ORBook- Price Qualification Description Sale Page e 02/05/2013 $0 28506- Corrective, tax or QCD; min consideration 1089 04/01/1994 $0 16381- Sales which are disqualified as a result of 3527 examination of the deed 08/01/1983 $92,000 11889 Sales which are qualified 3092 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/disciaimer.asp Version Mission: To proleM promote &irrpr-methe hearts of all people in Aorida #Yw ji integrated state, county &comnrrtyefforts. Owner 10090 N Miami Avenue Miami, FL 33150 E Vision: To I fhe HeaMhlest State in fhe Nation July 09, 2019 RE: Modification to a Single Family Residence - No Bedroom Addition Application Document Number: AP1412694 Centrax Permit Number: 13-SC-1947146 10090 N Miami Miami, FL 33150 Dear Applicant, Ron DeSantis Governor saofe A. anima, ■D State Surgeon General This will acknowledge receipt of a floor plan and site plan on 05/07/2019 for the use of the existing onsite sewage treatment and disposal system located on the above referenced property. New Trellis on back yard. No Objection Letter issued by Loanis Gonzalez on 07/09/2019 This office has reviewed and verified the floor plan and site plan you submitted, for the proposed remodeling addition or modification to your single-family home. Based on the information you provided, the Health Department concludes that the proposed remodeling addition or modification is not adding a bedroom and that it does not appear to cover any part of the existing system or encroach on the required setback or unobstructed area. No existing system inspection or evaluation and assessment, or modification, replacement, or upgrade authorization is required. Because an inspection or evaluation of the existing septic system was not conducted, the Department cannot attest to the existing system's current condition, size, or adequacy to serve the proposed use. You may request a voluntary inspection and assessment of your system from a licensed septic tank contractor or plumber, or a person certified under section 381.0101, Florida Statutes. If you have any questions, please call our office at (305) 623-3500. Sincer Loani on lez Engineer Specialist II Department of Health in Dade County MoAa. Daparta t of NaNlh www.fi0Adah6@fth4 mr in Dade County • • , Florida TWITTER:HealthyFLA PHONE: (305) 623-3500 FACEBOOK:FLDepartmentofHealth YOUTUBE: fldoh TERRE%Eo"" • DESIGN AND C0NSTRtlC7°1ON ... •••••• . • • PROPOSAL FOR SERVICES • • • • • • • • • . .... ..•... . ... ..... November4, 2019 •' ••••;• Ms. Luisa Luna • � � � � • 10090 N. Miami Avenue, Miami Shores, FL •• •• • 33150 Scope of services: We propose to furnish all materials and labor to construct wood trellis in the drawings prepared by Terrecon Design & Construction as follows: 1. All 6" x 6" X 12' pressure treated wood posts. 2. All 2" x 10" x 16' pressure treated wood beams. 3. All 2" x 8" x 12' pressure treated wood joists 4. All wood connectors 5. All bolts and fasteners 6. All concrete 7. No electrical work or plumbing work is included We propose to complete the outlined scope of services for the lump sum of Five Thousand dollars. ($5,000.00). Please return a signed copy of this proposal along with a deposit in the amount of Two Thousand Five Hundred dollars ($2,500.00) by check payable to Terrecon Design & Construction Inc, or cash, for us to begin work. Final balance will be due in full on approval of final inspection by the Village of Miami Shores building department. Schedule: We propose to complete the construction within four weeks of starting. This is contingent on having a building permit for the work from the Village of Miami Shores. Proposed By : Date: 11/ 4/19 Donovan Terrelonge, President Accepted: Date: 7515 SW 168 STREET . PALMETTO BAY . FLORIDA 33157 . 305 256 9005 PLF STRUCTURAL ENGINEERS, INC. JOB TITLE LUISA LUNA RESIDENCE (WOOD TRELLIS) --- _.. CA # 30768 4960 SW 52nd ST, Suite #401, Davie, FL 33314 JOB NO. 190102 SHEET NO. O: (954) 533-3237 Fax: (954) 533-2117 CALCULATED BY B.CA DATE 1/9/19 email:pfiallo@plfengineers.com CHECKED BY PF DATE CS12 Ver 2013.07.01 www.struware.com STRUCTURAL CALCULATIONS FOR LUISA LUNA RESIDENCE (WOOD TRELLIS) 10090 N. MIAMI AVE, MIAMI SHORES,FL 33150 To the best of my knowledge and professional judgement all calculations contained herein have been reviewed, and conform to the recommendation of ASCE 7-10, ACI 318-14, AISC 360-10 13th Edition, and the 2017 Florida Building Code, 6th Edition �� •••��CENSF��Q � ` Q o. 00 ;r221F GN ZONAL E�.�`• Pedro L. Fiallo, P.E FL Lic.: 76100 PLF STRUCTURAL ENGINEERS, INC. Project Name: LUISA LUNA RESIDENCE (WOOD TRELLIS) Project No.: 190102 Sheet No.: CA # 30758 Calculated By: BCR Date: 4960 SW 52nd ST, Suite #401, Davie, FL 33314 Checked By: P.F. Ph: (954) 533-3237 Fax: (954) 533-2117 email: pfiallo@plfengineers.com . . .... ...... INDEX ...... .... ...... 1. WIND LOAD CALCULATIONS............................................................................... •.ry.•...... F#1S: elor• •.. • 2. WOOD CONNECTOR AND CONNECTION DESIGN...............................................................................................:..:.;..:';...PAGES: Cg % ..:.. .. .. . ...... 3. WOOD MEMBERS DESIGN....................................................................................................................................:.,..:.•......PAGE;.04-22 :.,..:.......PAGE;. . . . •. 4. FOOTING DESIGN ............ ............................................. ............ 0.... PAGE9:Q884 . ....: ........... .............................................................................. : . . ...... 000. PEDRO L. FIALLO, P.E. FL License No. 76100 PLF STRUCTURAL ENGINEERS, INC. CA # 30758 4960 SW 52nd ST, Suite #401, Davie, FL 33314 0: (954) 533-3237 Fax: (954) 533-2117 email:pfiallo@plfengineers.com JOB TITLE LUISA LUNA RESIDENCE (WOOD TRELLI JOB NO. 190102 SHEET NO. CALCULATED BY B.C.R DATE 1/9/19 CHECKED BY PF DATE www.struware.com Cade Search Code: ASCE 7 - 10 Occupancy: Occupancy Group = R Residential • • • Risk Category & Importance Factors: ...... ..;. •.�.;• Risk Category = 11 • • • • • • Wind factor = 1.00 use 0.60 NOTE: Output will be nomihaT,9vind preSsu&t • •; • • • Snow factor = 1.00 ...... .... ..... Seismic factor = 1.00 .. .. .. . ...... • Type of Construction: . . . . • • • • • • ...... Fire Rating: " ' : 0* ' Roof= 0.0hr ��•� Floor = 0.0 hr Building Geometry: Roof angle (0) 0.25 / 12 1.2 deg Building length (L) 20.0 ft Least width (B) 11.8 ft Mean Roof Ht (h) 10.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf use 20.0 psf 200 to 600 sf: 20 psf over 600 sf: 20 psf PLF STRUCTURAL ENGINEERS, INC. CA # 30758 4960 SW 52nd ST, Suite #401, Davie, FL 33314 0:(954)533-3237 Fax: (954) 533-2117 email-.pfiallo@plfengineers.com JOB TITLE LUISA LUNA RESIDENCE (WOOD TREL --------- - -- - - JOB NO. 190102 SHEET NO. CALCULATED BY B.C.R. DATE 1/9/19 CHECKED BY PF DATE Wind Loads: ASCE 7- 10 Ultimate Wind Speed 175 mph Nominal Wind Speed 135.6 mph Risk Category II Exposure Category C ... • Enclosure Classif. Enclosed Building � • � • Internal pressure +/-0.18 • � • • • • .. . . • � • Directionality (Kd) 0.85 ...... .... � • � , • • Kh case 1 0.849 ...:•. Kh ease 2 0.849 .... .. . .. .... Type of roof Monoslope t,,y • Topographic Factor (Kzt) if • �� Klgdl Topography Flat Hill Height (H) 80.0 ft • • • hi++tZ • Half Hill Length (Lh) 100.0 ft • • H12 Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft ESCARPMENT From top of crest: x = 50.0 ft I Bldg up/down wind? upwind V(Z) Z46 HILh= 0.50 K, = 0.000 ? Speed-up x/Lh = 0.31 Kz = 0.792 V(Z) x(u* md) x(tlawnwind) z/Lh = 0.09 K3 = 1.000 i F/2 H At Mean Roof Ht: Lh Hf2 Kzt = (1+KjK2K3)^2 = 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h = 10.0 ft However, if building h/B < 4 then probably rigid structure (rule of thumb). B = 11.8 ft h/B = 0.85 Rigid structure /z (0.6h) = 15.0 ft G = 0.85 Using rigid structure default PLF STRUCTURAL ENGINEERS, INC. CA # 30758 4960 SW 52nd ST, Suite #401, Davie, FL 33314 0: (954) 533-3237 Fax: (954) 533-2117 email: pfiallo@plfengineers.com Wind Loads - Open Buildings: 0.25 <_ h/L <_ 1.0 JOB TITLE LUISA LUNA RESIDENCE (WOOD TRELLIS) JOB No. 190102 CALCULATED BY B.C.R CHECKED BY PF Type of roof = Monoslope Free Roofs G = 0.85 Wind Flow = Clear Roof Angle = 1.2 deg SHEET NO. DATE 1/9/19 DATE Nominal Wind Pressures NOTE: The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 10 psf. Kz = Kh (case 2) = 0.85 Base pressure (qh) = 33.9 psf : • • • • 0 0 0 0 • ...... .. • •••• Roof pressures - Wind Normal to Ridge • • • • • • • • • • • • • • • • Wind Direction • •' • • • • • • Wind Load ••�••• Y=0&180deg Flow Case �••••0 '••' Cnw n ••••• Cn= 1.20 0.30 '••••• •••• ••*••• Clear Wind p = 34.6 psf 8.7 psf • • • • • • • .... •. Flow Cn = ---- 1_10---- ----0.10 p = -31.7 psf -2.9 psf . • . . ....:. NOTE: 1). Cnw and Cni denote combined pressures from top and bottom roof surfaces. •.. • : . .. ; • • �' ; 2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. ' • ; 3). Positive pressures act toward the roof. Negative pressures act away from the roof. • • • Roof pressures - Wind Parallel to Ridge. Y = 90 dea Wind Load Horizontal Distance from Windward Flow Case Edge 5 h >h 5 2h > 2h n = --- --__ 0.80 ---- 70.60 -------------- - . 0 -------------- Clear Wind _ p -23.1 psf -17.3 psf -8.7 psf Cn = ___ B---------- -_-_ 0.80 _ ____ 0_50 _ 0.30 ------------- Flow p = 23.1 ps 14.4 ps 8.7 psf Fascia Panels -Horizontal pressures qp = 33.9 psf Components & Cladding - roof pressures Kz = Kh (case 1) = 0.85 Base pressure (qh) = 33.9 psf G = 0.85 Windward fascia: Leeward fascia: a = 3.0 ft h = 10.0 ft 2h = 20.0 ft 50.9 psf (GCpn = +1.5) -33.9 psf (GCpn = -1.0) a = 9.0 sf 4a2 = 36.0 sf Clear In low Effective Wind Area zone 3 zone 2 zone 1 positive negative positive negative positive negative <_ 9 sf 2.53 -3.44 1.90 -1.76 1.26 -1.15 CN ---------------------------- >9, 5 36 sf ------------- 1.90 -------------- -1.76 ------------- 1.90 ------------- -1.76 -------------- 1.26 ------------ -1.15 ---------------------------- > 36 sf -------------- 1.26 ------------- -1.15 -------------- 1.26 ------------- -1.15 -------------- 1.26 -------------- -1.15 <_ 9 sf psf_- _ 99.3psf 54.7 sf__ _ 50.9�sf 36.5psf-- -33.1 Wind ---------------------------- >9, <_ 36 sf _72.9 - ----- 54.7 psf - _ ---- - 50.9.7 ----p ps-50.9 --i6l - ------_ psf ------- 36.5 psf --------- -33.1 psf pressure 36 sf -------------- 36.5 psf ---- -33.1 psf .5 psf 36.5 psf ---------> -33.1 psf -33.1 psf _P i�'.1071x t ll'31 PLF STRUCTURAL ENGINEERS, INC. joB TITLE LUISA LUNA RESIDENCE (WOOD TRELLIS) __. _ ._._._ _ CA # 30758 4960 SW 52nd ST, Suite #401, Davie, FL 33314 JOB NO. 190102 SHEET NO. 0: (954) 533-3237 Fax: (954) 533-2117 CALCULATED BY B.0 R DATE 1/9/19-- email.pfiallo@plfengineers.com CHECKED BY PF DATE Mm DI i2EC TI ON C=:� WIND DIRECTION 'ND M=aoN4�p Location of Wind Pressure Zones I .c WDID DnCTION y- 0•,IW 1 WIND DIRECTION v = 0°. 180° warp DM=TWN MIND DIRECTION v = 900 MAIN WIND FORCE RESISTING SYSTEM 6 < 100 • •• wum DII?ir =011 Y. IW 3 3 3 3 2 7 1 1 MONOSLOPE PITCHED ORTROUGHED ROOF A> too COMPONENTS AND CLADDING PLF STRUCTURAL ENGINEERS, INC. Project Name: CA # 30758 Project No.: Sheet No.: 4960 SW 52nd ST, Suite #401, Davie, FL 33314 Calculated By: B,C.R Date: Ph: (954) 533-3237 Fax: (954) 533-2117 Che&ed By: P f Date: email: pfiallo@plfengineers,com A 00 � A, too gg • • 1 A. • too* 'rtw' 7 ate-.' j • • • • n /4 1/9/2019 d ` I , , , "bor BCIS Home i Log In i User Registration riot Topics �� Product Approval USER: Public User Florida Building Code Online & Submit Surcharge Slats & Facts i Publications Contact Us i SCIS Site Map Links i Search ProoucY Approval Menu > Pronuct or ARolication Search > BRRlication List > Application Detail FL # FL10860-R3 Application Type Revision 0000 Code Version 2014 0*00 • • • Application Status Approved •• • ••••• • ••••s• •ss• • •• ••• *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by Commission if • the POC and/or the ne'cesstv.. �,+•• • • • • • Comments • • Archived • • • • • +s •• +• • •••••• • Product Manufacturer Simpson Strong -Tie Co. • • • • • • s • • s Address/Phone/Email 2221 Country Lane • • • • • McKinney, TX 75070 • • • • . • • • 0 • • • • 0 (800) 999-5099 Ext3027 0 • + kcullum@strongtie.com Go** Authorized Signature Randall Shackelford rshackelford@strongtie.com Technical Representative Randall Shackelford (new) Address/Phone/Email 2221 Country Lane McKinney, TX 75069 (972) 439-3029 rshackelford@strongtie.com Quality Assurance Representative Shelby Troth Address/Phone/Email 5956 W. Las Positas Blvd Pleasanton, CA 94588 (925) 560-9000 Ext 9049 stroth@strongtie.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity [CC Evaluation Service, LLC Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2019 Validated By Jeffrey P. Arneson, P.E. a Validation Checklist - Hardcopy Received Certificate of Independence F t 0860 R3 COI ICC Certificate of Ind l2endence2012.12d Referenced Standard and Year (of Standard) Standard Year AF&PA NDS 2012 AISI S100 S1, S2 2007 ASTM D1761 2000 ASTM D7147 2005 Equivalence of Product Standards Certified By Approved Testing Lab Florida Licensed Professional Engineer or Architect https://www.floddabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDgtwudLxnkwGmRGi6k7e°/n2fD5T2fH7iDHsXdsGjulkvA4axA%3d%a3d 1/4 1 /912019 Florida Building Code Online FL10860 R3 Eauiv D1761 and D7147 Eaub alence.odf FL10860 R3 Eauiv FL 10860 Florida Code Certification V2.odf Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Go to Page 0 Method 1 Option C 06/05/2015 • • • " • •' •' • • 06/15/2015 • • • "" ' •••••• •••• •••••• • 06/21/2015 """ • :. • • • • • • • • •••• • •• ••••• • • •••••• •••• ••••• 0�9'P*e i/�• •••••• FL # Model, Number or Name Description • • • • 10860.1 AB44, AB44R, AB46, AB46R, AB66, Post Base • • • • AB66R ' ' • ••••• i Limits of Use Installation Instructions • • • • I Approved for use in HVHZ: Yes FL10860 R3 II ESR-1622 Bases.pX j Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 P3 A SR-16 Bas r.pdf 10860.2 w ABA44, ABA44R, ABA46, ABA46R, Post Base ABA66, ABA66R Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10860 R3 II FSR-1622 Bases.wff Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R3 AE ESR-1622 Bases.odf 10860.3 ABE44, ABE46, ABE66 Post Cap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR-1622 Bases.p&f Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R3 AE ESR-1622 Bases.12d 10860.4 ABU44, ABU46, ABU66, ABU88 Post Base Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR-1622 Bases.pjdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports j Other: ,FL10860 R3 AE ESR-1622 Bases.odf 10860.5 AC4, AC4R, ACE4, AC6, AC6R, ACE6 Post Cap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR-2604 Caps,,pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R3 AE ESR-2604 Caos.pif 1086fl.6 CB44, CB46, CB48, CB66, CB68 Column Base, Embedded Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR-3050 Column Bases.12df Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: ( Design Pressure: N/A Evaluation Reports Other: FL10860 R3 AE ESR-3050 Column Bases.odf 10860.7 44-SDS CBSQ46-SDS2, Column Bases, Embedded CSB 66-SDS2, CBSQ86-SDS2, CBSQ88-SDS2 https://www.floridabuildi.)g.org/pripr app_dti.aspx?param=wGEVXQwtDgtwudLxnkwGmRGi6k7e%2fD5T2fH7iDHsXdsGjulkvA4axA%3d°/a3d 2/4 PLF STRUCTURAL ENGINEERS, INC. Project Name: CA # 30758 Project No.: Sheet No.: 4960 SW 52nd ST, Suite #401, Davie, FL 33314 Calculated By: B.C.R Date: Ph: (954) 533-3237 Fax: (954) 533-2117 Checked By: P.F Date: email: pfiallo@plfengineers.com 0 0 c--0 U c,00 C,'q •••••• •••• ••••• JL rT • •••••• • • {./� "�' , ( 1 � }'ice-',,,��C./1�-Q. .�'_ �'--�' .�.. • • • • (Fal) a�� S o d c c do s f r 0-)A, 7 4 0C.) 1/9/2019 Florida Building Code Online Iri BCIS Home Log Tri User Registration i Hot Topics � Submit Surcharge I Stats & Facts 1 Publications } Contact Us } BCIs Site Map i Links `_. Search RON bProduct F. d E�1:111111` Approval H6 USER: Public User .)r 0*00 ✓Loot,<t AARorovai Menu > Product or Apoiiation Search > ARnllcation List > Application Detail • • 0000 • • • • " * FL # FL10446-RS •••••• ••�• •••�i• • 3;.t Application Type Revision • • • • • • • • • Cove Version 2017 • • • • • • • • • • • • • a Application Status Approved 0000 • • • •"' • a • *Approved by DBPR. Approvals by DIAQ%Rjl be re419A find ratified by the POC and/or the Commission if n&%s99fy. • • • • • • • • • • • • �••••• Comments ia•�i• • Archived : ••• �••••� Product Manufacturer Simpson Strong -Tie Co. Address/Phone/Email 2221 Country Lane McKinney, TX 75070 (800)999-5099 Ext3027 kcullum@strongtie.com Authorized Signature Keith Cullum kcullum@strongtie.com Technical Representative Keith Cullum Address/Phone/Email 2221 Country Lane McKinney, TX 75069 (800) 999-5099 Ext3027 kcullum@strongtie.com Quality Assurance Representative Shelby Short Address/Phone/Email 5956 W. Las Positas Boulevard Pleasanton, CA 94588 (800) 999-5099 sshort@strongtie.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity IAPMO Uniform Evaluation Services LLC. Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2019 Validated By IAPMO Uniform ES Certificate of Independence FL10446 R5 COI IAPMO UES Certificate of Indenendence.PDF Referenced Standard and Year (of Standard) Standard Year AISI S100 2012 ANSI/AWC NDS 2015 ASTM D7147 2005 Equivalence of Product Standards Certified By Sections from the Code http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqudsDrIH61487bAmTOOafx%2f5vS8p2l2yUiRhs%2bU29dw4w%3d%3d 1/4 1/9/2019 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products } Method 1 Option C 12/06/2017 12/08/2017 12/13/2017 • • •••• •••••• FL # Model, Number or Name Description • • • • • • • • • • • • • • • • 10446.1 A21, A23, A33, A34, A35, A44 Angles """ ' ; • �; Limits of Use Installation Instructions • • • • Approved for use in HVHZ: Yes FL10446 RS II ER-112.p,8{ • • �; • • Approved for use outside HVHZ: Yes Verified By: IAPMO Unif&R,0"lVation %" S�LLC. • • • • • Impact Resistant: N/A Created by Independenti bird Party: • • • • • • • • Resign Pressure: N/A Evaluation Reports ' Other: In HVHZ, if used to resist roof uplift provide FL10446 R5 AE ER-11412d • • supplemental connection to achieve minimum 700 lbs. uplift ' ; • • •; • ' �� 10446.2 FC4, FC6 • • • •' • • Framing Clipseggs Limits of use Installation Instructions Approved for use in HVHZ: Yes FL10446 R5 IT ER-112.p.df Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10446 RS AE ER-112.12d 10446.3 FWANZ Foundation Wall Angles Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R5 II ER-112j2d Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10446 R5 AE ER-112.Rd 10446.4 GA1, GA2 Gusset Angles Limits of Use Installation Instructions Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes FL10446 R5 II ER-112.gd Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: In HVHZ, if used to resist roof uplift provide FL10446 R5 AE ER-112,ad supplemental connection to achieve minimum 700 lbs. uplift 10-:46.5 H1OA-2, HIOS, H14 Hurricane Ties Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 RS II ER-112.pd Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10446 RS AE ER-112,12d 10446.6 H H2.5T, H8, HGA10 Hurricane Ties Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R5 II ER-112.pdf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant., N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: In HVHZ, if H2A, H2.5T, or HGA10 is used to resist roof FL1944§ 95 AE ER-112.12df upiift provide supplemental connection to achieve minimum 700 j lbs. uplift __.--- __________- 10-46.7 HH4, HH6 Header Hangers Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R5 1I ER-112.Q Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: In HVHZ, if HH4 is installed on single 2x post and used FL10446 RS AE ER-112.pd to resist roof uplift provide supplemental connection to achieve minimum 700 lbs. http://www.floridabuilding.org/prlpr_app_dti.aspx?param=wGEVXOwtDqudsDrIH61487bAmTOOafx°/a2f5vS8p2l2yUiRhs%2bU29dw4w%3d%3d 2/4 PLF STRUCTURAL ENGINEERS, INC. Project Name: CA# 30758 Project No.: 4960 SW 52nd ST Suite #401, Davie, FL 33314 C&ulated By: Ph: (954) 533-3237 Fax: (954) 533-2117 Checked By: email: pfiallo@plfengineers.com Pf Sheet No.: Date: Date: oe-�kr "N • 0 0 Vi7 71 2-31 t'�C'J"" 1 iJ - UI-v '->- 24S-7t�' Q he /2 PLF STRUCTURAL ENGINEERS, INC. Project Name CA # 30758 Project No.: 4960 SW 52nd ST, Suite #401, Davie, FL 33314 Calculated By: Ph: (954) 533-3237 Fax: (954) 533-2117 Checked By: email: pfiallo@plfengineers.com P. F Sheet No.: Date: Date: �'t„��4�� -... W V � r`' tJ '" �� "�' • • r".,.1 i`J L...�.✓\ Yam.. •••• • •• ••••Y 00 to •• • • •• • • n PLF STRUCTURAL ENGINEERS, INC. Project Name: CA # 30758 Project No.: Sheet No.: 4960 SW 52nd ST, Suite #401, Davie, FL 33314 Calculated By: B.C.R Date: Ph: (954) 533-3237 Fax: (954) 533-2117 Checked By: P f Date: email: pfiallo@pifengineers.com erC C-O—% ••�•:• � :., �,,: � � v 1 � ter:-�,..,, � � �,�=c:�,r..' '.. • : _ ; •.. • :.... 4A 2b UO CS, t ,n•,'i %i ='-')L'O) Tf- 51� u�d m Table 12F L ),,01!S,,. Pefetence Lateral Design Values, Z, for Douffle, Shear i ajnbey) CASSeebORS,142 for sm'umber or SCL with a11n*n*-)ers rjf,4env'ca! swific, gravity Q 0 A; map&, G=O-W G4.49 ;k-dOak SvjL�-�, Pne Daugim Fw--Lnrj* D Z. ZIL Z16 4 ZL ZIA 4 4L Z-A Z- Z,,L Z4! Z: Z-A in, 'n. n. bs- tw- lbs, b& t& Mw ram. bg,,* 4W, ba? -U. M 1410 9W 730 1160 800 560 IffiG ?W -170 1030 720 • OWD 660 0 420 se 17W 1310 BIO 1440 1,130 610 1310 100 SM 1290 1030 01210 9" 670 I-V2 1730 1330 OW SIM 1170 SW 1550 MO "a • I2 1"0 1030 OW 136o aw 640 1230 77O VA 12M 750 • T130 71C •40) -:�G 2111 1310 W 1680 1100 710 1 &V 1070 sic 15W low :WO 1000 *550 • i-Y11 1441 A 24W 1810 1,040 2020 -,UW -"C 18W 1370 WC 1800 1310JW 140 1240 Im • Rf � I r-, 1 �33 9W 1120 1-320 800 910 12,30 7W 7% 1210 73 RR 11560 M•7QD ag 1310 tZ 19M 1130 1020 176C. 11W em 1740 1030 BW IOW 94(? ?8D 2-Ir'211-1,1770 It 1 V4 2W Ir 25W 'K330 1110 2400 1170 9WI -13M 1139 9401 2280 1,040 OW sk I 1,ts0 1:n 3A 2090 1 TM Se 2110 1370 39 3CW IWO 'A I :15W, 1770 34 3rZ 2W IBM '130 129D 1760 1,04C 1*90 174fj IMO 25W fWC 1560 2400 1170 1370 ZW 1130 Nil 1430 650 1030 13 770 940 *10 760 1990 1160 =3 1W, IDTO 1M tw low 267D IS50 15W 2510 1370 13M 24W 1310 2W *Sm 14201 2240 1410 123 2220 13W -33W 1910 t6W WO ITSO 1370 3190 1700 17W low 1090 23710 V-10 VIO 2150 1290 1090 3090 1910 1210 1-14 2eq--) 1770 1131310 11 21"r 113310 EiRICI 2-1400 4170 1 2380 1130 INO 14M IN y SA, 23113 MO I= 19% 1190 13M 18 -MITO 1270 1W IMD 12 17,60 1" 1180 5,14 I 10, il 1^ 2670 i 550 i 7% I 1370 1 24M 1310 1930 23M T210 16W —9D 1770 1770 2340 1W tWO 224C 1410 14W 22M 1390 IW 2150 1290 1390 3T- -nW 24K -A -10 - 33W 1,910 21W 322,1- ITSO 2060 3190 17W 19n 3090 1610 1810 3 2 1W, 1310 t5T IM 130 12901 TOO 1040 1190 1740 1030 119 IWO W WO 14114 2M IM. 2 25W 1330 16W, 24M 1170 15W 2380 1130 15U 22W TW 14W 5_102 ,7W' 2380 244M [d, _ M 1910 2180 3= IT-Yf 2C60 3190 ITW 3W Ilia 1900 — '310 WO 18717 t M 1290 I 104C 1190 IM 1030 11 16W 940 1110 34 2690 1770 TWO --15EO 13M IM 2400 11-170 15W 2380 1130 1 ZM UMG 1480 25 W 1770 1 7W 1560 ISW 2ZW 1410 1ili91 2=1 2150 12W 139D 213W, 2 3,380 1910 2100 3M 17M 10,151! 1 319C OM �M I= J� 1. Z, fm behed cocnamms sMH be mkiphed by all applicable Ausimxem twtom tsee Tabik 11.3,1). 2 Ubtlzrk '., i mn! d--s-alp imhe�, 7 are fm -fta&bodv tameveC behi (iee Appeadix Table L 1) wift teh ire yi6d smmgth. F, of 4 5 z n. E —a PLF STRJ"'..'TURAL ENGINEERS, INC. Project Name CA# 30758 Project No.: 4960 SW 52nd ST Suite #401, Davie, FL 33314 Calculated By: Ph: (954) 533-3237 Fax: (954) 533-2117 Checked By: email: pfialloCapifengilneers.com --� J 14 '6 4: H -a F—i t it 101 B.C.R P.F Sheet No.: Date: Date: 00 0 so 0 0 •... % 0 0 0 0000 1(p Wood Beam File: Z:1@ENGINEERINGV@ DESING\190102 Donovan Terrelonge-Luisa TrellisiS-CALCSis�celcs.ec6 ill ENERCALC, INC. 19ti3.2011; Build:6.11.6.23, Ver:6.11.6.23 Description : WOOD JOIST Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 925.0 psi E : Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb - Compr 925.0 psi Ebend- xx 1,400.Oksi Fc - Pdl 1,350.0 psi Eminbend - xx • • • • 1610.0 ksi Wood Species Fc - Perp 565.0 psi : .0. 0000 • • • • • Wood Grade Fv 175.0 psi • • • • • • • • Ft 550.0 psi 09%gity. 0 0:0 34.0 pcf ...:. Beam Bracing : Completely Unbraced .W:t ive Member Stress Increase D(O.0067) Lr(0.027) VV(0.0046) D(0.0067) Lr(0.027) VV(0.0046) •D(0!0067) Lr(0.827) VV(0.0046� • •: • v ...... 2x8 Span =2.Oft Span = 11.830 ft 2x8 .. • Span -2.Oft Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.00670, Lr = 0.0270, W = 0.00460 , Tributary Width =1.0 ft Load for Span Number 2 Uniform Load: D = 0.00670, Lr = 0.0270, W = 0.00460 , Tributary Width =1.0 ft Load for Span Number 3 Uniform Load: D = 0.00670, Lr = 0.0270. W = 0.00460 , Tributary Width =1.0 ft DESIGN SUMMARY B Maximum Bending Stress Ratio - 0.541: 1 Maximum Shear Stress Ratio = 0.169 : 1 Section used for this span 2x8 Section used for this span 2x8 fb : Actual = 513.05psi fv : Actual = 29.59 psi FB : Allowable 949.05 psi Fv : Allowable 175.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 5.840ft Location of maximum on span = 11.830ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 2 Maximum Deflection Max Downward L+Lr+S Deflection 0.157 in Ratio = 904 Max Upward L+Lr+S Deflection -0.079 in Ratio = 610 Max Downward Total Deflection 0.238 in Ratio = 597 Max Upward Total Deflection -0.119 in Ratio = 402 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN +D 1.000 Length = 2.0 It 1.000 Length = 11.830 ft 1.000 Length = 2.0 ft 1.000 +D+Lr+H 1.000 Length = 2.0 ft 1,000 Length=11.830 ft 1.000 Length = 2.0 ft 1.000 +D+0.750Lr+0.750L+H 1.000 1 2 1 2 3 0.016 0.039 1.000 4.138 4.043 1.000 0.016 0.043 1.000 0.063 0.152 1.000 D.541 0.169 1.000 0.063 0.169 1.000 Cr 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Cm 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Ct 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vacival fv-design Fv-allow -0.02 16.93 1,055.65 0.14 131.10 949.05 -0.02 16.93 1,055.65 -0.07 66.24 1,055.65 0.56 513.05 949.05 -0.07 66.24 1,055.65 0.05 6.80 175.00 0.05 7.56 175.00 0.01 7.56 175.00 0.19 26.59 175.00 0.21 29.59 175.00 0.05 29.59 175.00 !4 Wood Beam File: Z1@ENGINEERING1@@ DESING1190102 Donovan Teaebnge_Luisa T�IGsiS-GALCS%-calcs.ee6 j ENERCALC, INC. 1983.2011, 8uHd:6.11. 23, Ver;611.6.23 Description : WOOD JOIST Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C r Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length = 2.0 ft 1 0.051 0.124 1.000 1.000 1.150 1.000 1.000 -0.06 53.91 1,055.65 0.16 21.64 175.00 Length=11.830 ft 2 0.440 0.138 1.000 1,000 1.150 1.000 1.000 0.46 417.56 949.05 0.11 • • • .24.08 175.00 Length = 2.0 ft 3 0.051 0.138 1.000 1.000 1.150 1.000 1.000 -0.06 53.91 1,:55.6� .. 0.04 • • • 24.08 • +75t)@ • +D+W+H 1.000 1.150 1.000 1.000 • • • 0000 • Length =2.0ft 1 0.024 0.068 1,000 1.000 1.150 1.000 1,000 -0.03 25.33 10iWAo. 0.W:. 10.17 .17.5A:. Length=11.830 it 2 0.207 0.065 1.000 1,000 1.150 1.000 1.000 0.21 196,18 Wei 0.08 . 11.31 0175,000 Length = 2.0 ft 3 0.024 0.065 1.000 1,000 1.150 1,000 1.000 -0.03 25.33 1,0P.5jg. 0.0a . 11.31 T?590 +D+0.750Lr+0.750L+0.750W+H 1.000 1.150 1.000 1.000 • • • • • Length = ZO ft 1 0.057 0.138 1.000 1.000 1.150 1,000 1.000 -0.07 60.21 1,055 65 0.18 24.17 • TAM • Length=11.830 ft 2 0.491 0.154 1.000 1.000 1.150 1.000 1.000 0.51 466.37 §T&t * : 0.2t * .26.90 ' M'015 Length = 2.0 ft 3 0.057 0.154 1.000 1.000 1.150 1.000 1.000 -0.07 60.21 1,1tio.6t' O.G5' -26.90 • t7-510: • Overall Maximum Deflections - Unfactored Loads : 0 •: 0: •. Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" DafI- . •L+ueation in pan� 1 0.0000 5.990 D+Lr+W • .. • -0.118$ .. 0.0:(f .. • D+Lr+W 2 0.2376 5.990 0.0009 0 0,000 3 0.0000 5.990 D+Lr+W -0.11890" 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 0.323 0.323 D Only 0.073 0.073 Lr Only 0.214 0.214 W Only 0.036 0.036 D+Lr 0,287 0.287 D+NI 0.110 0.110 D+Lr+W 0.323 0.323 t6 PLF STRUCTURAL ENGINEERS, INC. Project Name: CA# 30758 Project No.: Sheet No.: 4960 SW 52nd ST Suite #401, Davie, FL 33314 Calculated By: B.C.R Date: Ph: (954) 533-3237 Fax: (954) 533-2117 Checked By: Pf Date: email: pfiailo@plfengineers,com &) -T WA 1�1i13Qd file: Z:1_ENGINEERINGI@@ DESING1190102 Donovan TermlwngeJuisa Trellis!$-GALCS1s-s�cs.ec6 ENERCALC, INC. 1%3.2011, f ld:6.11.e23, Ver.6.11.6.23 Description: WOOD BEAM GRAVITY+POSITIVE WIND Material Properties Analysis Method: Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species : Wood Grade Beam Bracing : Completely Unbraced D(0.056) Lr(0 15,',PJ(0 Span = 2.50 ft Applied Loads 0.15 Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb - Tension 800.0 psi E : Modulus of Elasticity Fb - Compr 800.0 psi Ebend- xx 1,400.Oksi Fc - Prll 1,300.0 psi Eminbend - xx • • • • •5.10.O ksi Fc -Perp 565.0psi •••• ••••�• ; Fv 175.0 psi ••• • • • + • • • • Ft 475.0 psi 09W8ity • • . • 34.0 poi • • • + • •1iepat3ive Member Stress increarie • D(0.056) Lr(0.15) W(0.036.5$J•1"(356) Lr(0.15�W 0.03658) .' V. YY (2)2x10 b (2)2x10� .. . (2)2x'Lt3 . • Span = 10.0 ft Span = 10.0 ft Span wLVft Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0560, Lr = 0.150, W = 0.03658 , Tributary Width =1.0 ft Load for Span Number 2 Uniform Load : D = 0.0560, Lr = 0.150, W = 0.03658 , Tributary Width =1.0 ft Load for Span Number 3 Uniform Load: D = 0.0560, Lr = 0.150, W = 0.03658 , Tributary Width =1.0 ft Load for Span Number 4 Uniform Load : D = 0.0560, Lr = 0.150, W = 0.03658 , Tributary Width = 1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.8231 Maximum Shear Stress Ratio = 0.380 : 1 Section used for this span (2)2x10 Section used for this span (2)2xi 0 fb : Actual = 652.10psi fv : Actual = 66.42 psi FB : Allowable 792.49psi Fv : Allowable 175.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 10,000ft Location of maximum on span = 10.000ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 2 Maximum Deflection Max Downward L+Lr+S Deflection 0.042 in Ratio = 2873 Max Upward L+Lr-S Deflection -0.026 in Ratio = 2310 Max Downward Total Deflection 0.069 in Ratio = 1730 Max Upward Total Deflection -0,043 in Ratio = 1390 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 C F/V C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D 1.000 1.000 1.000 1.000 Length = 2.50 ft 1 0.069 0.070 1.00o 1.000 1.000 1.000 1.000 -0.20 54.83 798.33 0.23 12.19 175.00 Length =10.0 ft 2 0.242 0.112 1.000 1.000 1.000 1,000 1.000 -0.68 191.91 792.49 0.36 19.55 175.00 Length =10.0 ft 3 0.242 0.112 1.000 1.000 1.000 1,000 1,000 -0.68 191.91 792.49 0.32 19.55 175.00 Length = 2.50 ft 4 0.069 0.112 1.000 1.000 1.000 1.000 1.000 -0.20 54.83 798.33 0.11 19.55 175.00 +D+Lr+H 1.000 1.000 1.000 1.000 Length = 2.50 ft 1 0.233 0.237 1.000 1.000 1,000 1.000 1.000 -0,66 186.31 798.33 0.77 41.44 175.00 M ( ®tl �� File: Z:i@ENGINEERINGI@@ DESING1190102 Donovan Terrelonge_Luisa TreIIis1S-CALCS1s-calcs.ec6 I ENERCALC. INC.19n2011, Build:6.11.6,23. Ver.6.11.6.23 Description : WOOD REAM GRAVITY+POSITIVE WIND Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # - M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length =10.0 ft 2 0.823 0.380 1.000 1.000 1.000 1.000 1.000 -2.32 652.10 792.49 1.23 66.42 175.00 Length =10.0 ft 3 0.823 0.380 1,000 1,000 1.000 1.000 1,000 -2.32 652,10 792.49 • 1.0 • 66.42 175.00 Length = 2.50 ft 4 0.233 0.380 1.000 1,000 1.000 1.000 1.000 -0.66 186.31 7;8.33' . 0.3f 66.42 '1'I6'.11C:' +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1,000 " ' "" ' Length = 2.50 ft 1 0.192 0.195 1.000 1.000 1.000 1.000 1.000 -0.55 153.44 At." • • 043 � • 34.13 011.4 - Length =10.0 ft 2 0.678 0.313 1.000 1.000 1.000 1.000 1.000 -1.91 537.05 761,K)s •. 1.01 • 54.70 •175.00 0 Length =10,0 ft 3 0.678 0,313 1.000 1.000 1.000 1.000 1.000 -1.91 537.05 793." • 0." • 54.70 *VVV : Length = 2,50 ft 4 0.192 0.313 1.000 1A00 1.000 1.000 1.000 -0.55 153.44 ft".' 0-:0 14.70 .1Z54p. +D+W+H 1.000 1.000 1.000 1.000 ' ' Length = 2.50 ft 1 0.109 0.110 1.000 1.000 1.000 1.000 1.000 -0.31 86.89 • 7� O.rJ6 • t9.33 : �0� • Length =10.0 ft 2 0,384 0.177 1.000 1.000 1.000 1.000 1 A00 -1.08 304.13 .X 7 49 * 0.57• �0.98 7: 1 5.00• Length =10.0 ft 3 0.384 0.177 1,000 1.000 1.000 1,000 1.000 -1.08 304.13 7ZI..4% ; 0.51 ' 30.98 1751. Length = 2.50 ft 4 0.109 0.177 1,000 1.000 1.000 1.000 1.000 -0.31 86.89 718.33 ' 0.:7. . • ; 30.98 'I l5"- +D+0,750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 • • • • • Length = 2.50 ft 0.222 0.226 1.000 1.000 1.000 1.000 1.000 -0.63 177.49 79&33 : 0.z3 • • 39.47 175.00 Length =10.0 ft 2 0.784 0,362 1.000 1.000 1.000 1.000 1.000 -2.21 621.22 792.49 1.%: o.93.28 175.00 Length =10.0 ft 3 0,784 0.362 1.000 1.000 1,000 1.000 1.000 -2.21 621.22 792,49 1,05 63.28 175.00 Length = 2.50 ft 4 0.222 0,362 1.000 1.000 1.000 1.000 1.000 -0.63 177.49 798.33 0.35 63.28 175.00 Overall Maximum Deflections - Unfactored loads Load Combination Span Max. " = Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 5.714 D+Lr+W -0.0429 0.000 D+Lr+W 2 0.0693 4.490 0,0000 0.000 D+Lr+W 3 0.0673 5.714 0,0000 0.000 4 0.0000 5,714 D+Lr+W -0.0431 2.500 Reactions - isnfactored Support notation : Far left is #1 Values in KIPS _Vertical Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 1.674 2,881 1.674 D Only 0.420 0,723 0,420 Lr Only 1.008 1.734 1.008 W Only 0.246 0.423 0.246 D+Lr 1.428 2,458 1.428 D+W 0.666 1.146 0,666 D+Lr+W 1.674 2.881 1.674 21 File: Z1§ENGINEERINGI@@ DESINGl190102 Donovan Terreionge tuisa Trellis\S-CALCS\s-caIm.ec6 i ®d3ti B@at11 ENERCALC. INC. 1%3-2011. Btfdd:6.11.6.23. Ver.6.11.6.23 Description: NEGATIVE WIND _Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 800.0 psi E : Modulus of Elasticf j• • • Load Combination 2009 IBC & ASCE 7-05 Fb - Compr 800.0 psi Ebend• xx • • *,400.0 ksi• • • • ; • Fc - Pdl 1,300.0 psi twO54:1- xx •5,4 G0.0 ksi • 0 Wood Species Fc - Perp 565.0 psi 9 0 a: • • . • : • 000000 Wood Grade Fv Ft 175.0 psi 475.0psi • • • ; 0 • 0 • Dl;Vs y. ,34.0pcfe • Beam Bracing : Completely Unbraced Rs pelitive MembCr,31rpSS'Increasj,.. •. .. .. r• . ....0 ...... W(-0.0332) W(-0.0332) W(-0.0332) :. :0.0332� 60699 (2)2x", C �- (2)2x10 Span = 2.50 ft Span = 10.0 ft Span = 10.0 ft Span = 2.50 ft Applied Loads_ _ Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: W =-0.03320 , Tributary Width =1.0 ft Load for Span Number 2 Uniform Load: W =-0.03320 , Tributary Width =1.0 ft Load for Span Number 3 Uniform Load: W = -0.03320 , Tributary Width =1.0 ft Load for Span Number 4 Uniform Load: W = -0.03320 , Tributary Width =1.0 ft DESIGN SUMMARY � • Maximum Bending Stress Ratio = 0,1291 Maximum Shear Stress Ratio = 0.059 : 1 Section used for this span (2)2x10 Section used for this span (2)2x10 fb . Actual = 101.86psi fv : Actual = 10.37 psi FE : Allowable = 792.49psi Fv : Allowable = 175.00 psi Load Combination +D+W+H Load Combination +D-+W+H Location of maximum on span = 10.000ft Location of maximum on span = 10.000ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 2 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.006 in Ratio = 10444 Max Upward Total Deflection -0.009 in Ratio = 12984 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Sloan # M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D+V%4H 1.000 1.000 1.000 1.000 Length = 2.50 ft 1 0.036 0.037 1.000 1.000 1.000 1.000 1,000 0.10 29.10 798.33 0.12 6.47 175,00 Length =10.0 It 2 0.129 0.059 1.000 1.000 1,000 1.000 1.000 0.36 101.86 792.49 0.19 10.37 175.00 Length =10.0 ft 0.129 0.059 1,000 1,000 1.000 1.000 1.000 0.36 101.86 792.49 0.17 10.37 175.00 Length = 2.50 ft 4 0,036 0.059 1.000 1.000 1.000 1.000 1.000 0.10 29.10 798.33 0.06 10.37 175.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 Length = 2.50 ft 1 0,027 0.028 1,000 1.000 1.000 1.000 1.000 0.08 21.83 798.33 0.09 4.85 175.00 Length =10.0 It 2 0.096 0.044 1.000 1.000 1.000 1.000 1.000 0.27 7639 792.49 0.14 7.78 175.00 Cyr File: Description : NEGATIVE WIND ENERCALC, INC. 1983.2011, Suiid:6.1 L6.23, Ver:6.11.6.23 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C F(V C r C m C t Mactual fb-design Fb-allow Vactual • "-design Fv-allow Length =10.0 ft 3 0.096 0.044 1.000 1.000 1.000 1.000 1.000 0.27 76.39 7.92.49 , 0.13 ... • 7.78 •17y.90. • L2 ,gth = 2.50 ft 4 0.027 0.044 1.000 1.000 1.000 1.000 1,000 0.08 21.83 A9 .p- 0.04 ....7.78 175.0 Overall Maximum Deflections - Unfactored Loads ...... ..: • • • • • • Load Combination Span Max. " " Defl Location in Span Load Combination ... "+" Defl 4ocabon in S:an • • • • • • W Only 1 0.0057 0.000 • • • • 0.0000: • • . 5.71 2 0.0000 0.000 W Only . • • • • -0.0092 • • • 4,490 • : • • . 3 0.0000 0.000 WOnly 000000-0.0090 .••• 5.7149•9• W Only 4 0.0057 2.500 • • 0.0000 • 0 • • 5.714 .... • 06%in Vertical Reactions - Unfactored Support notation : Far left is #1 .:\4a KIPS 0• _ Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 : : • • • • • • •' OveraBMAkmum -0.223 -0.384 -0.223 • • • ;....; W Only -0.223 -0.384 -0.223 ' .. : • • • • • PLF STRUCTURAL ENGINEERS, INC. Project Name: CA # 3075$ Project No.: 4960 SW 52nd ST, Suite #401, Davie, FL 33314 Calculated By: Ph: (954) 533-3237 Fax: (954) 533-2117 Checked By: email: pfjallo@plfengineers.com r 3 16CAC c� �� 7-'�U� T—sC��t"Irt.2� Z, Sheet No.: B.C.R Date: P. F Date: . . .... ...... .... . .. ..... •••••• •••• ••••• •• •• •• • •••••• • • • • • •••••• Zly General Footing File: Zi@ENGINEERING1@@DESiNGF190102Donavan Tenlonp—Luis3TralUs1S-CALCStsc6 -calcs.e ENERCALC, INC. 1983.2011, BWld.6.11,6.23, Vec6.11.6.23 Description : INTERIOR FOOTING (GRAVITY) General Information Calculations per ACI 318.08, IBC 2009, CBC 2010, ASCE 7.05 Material Proper-fies 3.0 Soil Design Values to • • fc : Concrete 28 day strength = ksi Allowable Soil Bearing . ksf f R = y : ebar Yield 60.0 ksi Increase Bearing By Footing Weight • • _ • •RLI • . ' . Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) ...... Q60,0 pcf 000000 Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. , •.: 0.30 0 ; a Values Flexure = 0.90 .... •. • • Shear = 0.750 Increases based on footing Depth • • • • • • • • • ""' Analysis Settings Footing base depth below soil surface....,. • 2,"ft 09000 Mir, Steel % Bending Reinf. = 0.00180 Allowable pressure increase per foot of jepj : • • ..' Csf 000060 Min Allow % Temp Reinf. = 0.00180 when footing base is below ' _ ft .' Min. Overturning Safety Factor = 1.50 :1 • • • • " • • Min. Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimensiop, • ' *ksf ""' Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot ofdepl . : • •..; Use flg wt for sta^ility, moments & shears Yes when maximum length or width is gRpte,f# ; . •.ft • Include Pedesta 'leicht as DL No • • • • Dimensions Width parallel to X-X Axis - 2.0 ft z Length parallel to Z-Z Axis = 2.0 ft Footing Thicknes = 12.0 in .. Pedesta! dimensions px : parallel to X-X Axis = 4.0 in pz : parallel to Z-Z Axis = 4.0 in Height - 5.0 in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in s Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Siz( _ # 4 Bandwidth Distribution Check (ACt 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a kDoliecl Loads D Lr L S W E H P : Column Load = 0.7230 1,734 0.4230 k OB : Overburden = 0.1460 ksf _---------- _.. M-xx = k-ft M-zz = k-ft ..... ___.... _ ..---.... . V-x k V-z = k 22 5 General Ft30'�ll� I:-IIG.L.11,Wi1Y4l11YG41 VIYVII��4UGVifY4T\IJUIVG.tJVItVYRtI. ItA1CitV11yV_iillJ� WIIJ\V'Lr 4LV )LQILJ.pLV ■■G ■Y■Y g ENERCALC, INC.1983-2011, Bwfd:6.11.623, Ver:6.11.623 Description : INTERIOR FOOTING (GRAVITY) DESIGN SUMMARY � - • Min. Ratio Item Applied Capacity Goveminr Coad•Gombination PASS 0.= rJ1 Soil Bearing 0.9062 ksf 2.0 ksf {fly r• { I � • • • • . • PASS a Overturning - X-X 0.0 k-ft 0.0 k-ft No O•vgr�L�ning • �;. ....:. PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft i.O.v:g4ning . • PASS Ja Sliding X-X 0.0 k 0.0 k No;4jrW• • • • • • PASS n/a Sliding - Z-Z 0.0 k 0.0 k ND r j4rEi • .. • • • • • • PASS n1a Uplift 0.0 k 0.0 k Nq VJ "• • • • • • • • • • PASS 0.32219 Z Flexure (+X) 0.3438 k-ft 15.494 k-ft +� J0U.+J S0Lr+0.9" • » • • • • • • PASS 0.02219 Z Flexure (-X) 0.3438 k-ft 15.494 k-ft +tiZ0j4-1.60Lr+0.80W • • s PASS 0.02219 X Flexure (+Z) 0.3438 k-ft 15.494 k-ft +V0DA-1.:0Lr+0.80W • • • • • • ?ASS 0.02219 X Flexure (-Z) 0,3438 k-ft 15.494 k-ft +1.20D,j.60Lr-4V4 PASS 0.008928 1-way Shear (+X) 0.7335 psi 82.158 psi +?VP'4-1.a0Lr+0,8DW .. • • • • • 'ASS 0.008928 1-way Shear (-X) 0.7335 psi 82.158 psi +1.20D+1.60Lr+0.8a1t: • PASS 0.008928 1-way Shear (+Z) 0.7335 psi 82.158 psi +1.20D+1.60Lr+0.80W ?ASS 0.00j8928 i-way Shear (-Z) 0,7335 psi 82.158 psi +1.20D+1.60Lr+0.80W PASS 0:036,;2 2-way Punching 5.934 psi 164.32 psi +1.20D+1.60Lr+0.80W Detailed Results Soil Searing RotM-ion Axis & Actual Soil Bearing Stress Actual 1 Allowable Load Combinatior... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio _ X-X. +D 2.0 n/a 0.0 0.4727 0.4727 n/a n/a 0.236 X-X, +D+Lr+H 2.0 n/a 0.0 0.9062 0.9062 n/a n/a 0,453 X-X. +D-t0.750Lr+0.?50L-H 2.0 n/a 0.0 0.7978 0.7978 n/a n/a 0,399 X-X. +D+W+H 2.0 n/a 0.0 0.5784 0,5784 n/a n/a 0.289 X-X. +D+0.750Lr+0'S01_+0.750W+H 2.0 n/a 0.0 0.8771 0,8771 n/a n/a 0.439 Z-Z, +D 2.0 0.0 n/a n/a n/a 0.4727 0.4727 0.236 Z-Z. +D+Lr+H 2.0 0.0 n/a n/a n/a 0,9062 0,9062 0,453 Z-Z. +D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 0.7978 0.7978 0.399 Z-Z. +D+W+H 2.0 0.0 n/a n/a n/a 0.5784 0,5784 0,289 Z-Z. +D+0.750Lr+0.7;OL-r0.750W+H 2.0 0.0 n/a n/a n/a 0.8771 0.8771 0,439 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Oveturning Sliding Stability All units k Force Application Axis Load Combinaton... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure FlezLe , ;is Loads Combination Mu k-ft Which Side ? Tension @ Bot. As Req'd or Top ? inA2 Gvrn. As inA2 Actual As inA2 Phi*Mn k-ft Status X-X, +1.40D 0.08589 +Z Bottom 0.26 Bendina 0.4 15.494 OK X-X, +1.40D 0.08589 -Z Bottom 0,26 Bendino 0.4 15.494 OK X-X. +1.20D+0.501-r--1.60L+1.60H 0.1489 +Z Bottom 0.26 Bendina 0.4 15,494 OK X-X. +1.20D+0.50Lr+1.60L+1.60H 0.1489 -Z Bottom 0.26 Bendina 0.4 15,494 OK X-X, +1.20D+1.60Lr-�0.50L 0.3144 +Z Bottom 0.26 Bendina 0A 15.494 OK X-X. +1.20D+1.60Lr'.50L 0.3144 -Z Bottom 0.26 Bendina 0.4 15.494 OK X-X. +1.20D+1.60Lr-0.80W 0.3438 +Z Bottom 0.26 Bendina 0.4 15.494 OK X-X, +1.2C,D+1.60LrY-0.80W 0.3438 -Z Bottom 0.26 Bendina 0.4 15.494 OK X_ X. +1.20D+1.60S+00 80W 0.103 +Z Bottom 0.26 Bendina 0.4 15.494 OK X-X. +1.20D+1.60S--CC.80W 0.103 -Z Bottom 0.26 Bendina 0.4 15.494 OK X-X. +1.20D+0.50Lr-10.50L+1.60W 0,2076 +Z Bottom 0.26 Bendina 0.4 15.494 OK X-X. +1.20D+0.50Lr-0.50L+1.60W 0.2076 -Z Bottom 0.26 Bendina 0.4 15.494 OK X-X. +1.20D+0.50L+0.50S+1.60W 0.1324 +Z Bottom 0.26 Bendina 0.4 15,494 OK X-X. +1.20D+0.50L-,,j'.50S+1.60W 0,1324 -Z Bottom 0.26 Bendina 0.4 15,494 OK X-X. +0.S0D+1.60VV1+1.60H 0.114 +Z Bottom 0.26 Bendina 0.4 15.494 OK rw General � Footing File: Zt@ENGINEERINGIM DESING1190102 Donovan Terrelonge Luisa TrellislS-GALGSIs calCS.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Description : IN'_RIOR FOOTING (GRAVITY) X-X. +0.90D+1.60W+1.60H 0,114 -Z Bottom 0.26 Bendina 0.4 15.494 OK Z-Z, +1.40D 0.08589 -X Bottom 0.26 Bendina 0.4 15.494 OK Z-Z. +'.40D 0.08589 +X Bottom 0.26 Bendino 0.4 . . 15,494 .... OK 6099V .. . ..00 • . .... .. .. . . . . . .. . .. .. . . . .. ..... ...... ...... ...... Z T He: Li@ENGINEERINGIDESING1190102DamvanTeniongeLuisaTrelliska-CALCSlsGeeeral Footing ENERCALC, INC. 1%&2011,Buik:6.11.6.23,Ver.(as.6.ec263 Description : INTERIOR FOOTING (GRAVITY) Footing Flexure Flexure Axis t Loa-' Combination Mu Which Tension @ Bot. As Req'd Gvm. As Actual As Phi*Mn Status k-ft Side ? or Top ? inA2 inA2 inA2 k-ft Z-Z, 0.1489 -X Bottom 0.26 Bendina . 0.4 . 15¢i4 • • • J)i. • Z-Z, +1.20D+0.50Lrr1.60L+1.60H 0.1489 +X Bottom 0.26 Bendina A • 15,494 Ot* Z-Z. +1.20D+1.601-r�.501- 0.3144 -X Bottom 0.26 Bendina .4 15.4 V 0% Z-Z. +1.20D+1.60Lr+9.501- 0,3144 +X Bottom 0.26 Bendina ' 0.% •' 15.E+14 • • 4c" • Z-Z. +1.20D+1.60Lr+0.80W 0.3438 -X Bottom 0.26 Bendina • 0.40 • • 15.494" OK • Z-Z.-i.20D+1,60Lr--0.80W 0,3438 +X Bottom 0.26 Bendina 1i4.0 15494 . :" v Z-Z. +1.20D+1.60S+0.80','J 0.103 -X Bottom 0,26 Bendina • q.4• . • 1 .41 a Z-Z. +1.20D+1.50S+0.80'�JV 0.103 +X Bottom 0.26 Bendina 0A 1 49 w . Z-Z. +1.20D+0.50Lr�-0,50L+1.60W 0.2076 -X Bottom 0.26 Bendina ' W a: 15,%14'. "� Z-Z, +1.20D+0.50Lr- 0.50L+1.60W 0.2076 +X Bottom 0.26 Bendina • 0.4• • 15.E+14 • • • • Z-Z. +1.20D+0.501-+0.50S+1.60W 0,1324 -X Bottom 0.26 Bendina • 4@44000 15,494 GK Z-Z, +1.20D+0.50L+0.505+1.60W 0.1324 +X Bottom 0.26 Bendina : 0.4' 1�.494 . .. OOA. 9NP • • OK Z-Z. +0.90D+1.60W-�-1,60H 0.114 +X Bottom 0.26 Bendina : 0.4. 1 .494 :. One Warr Shear • • • • • Load Combination... Vu A -X Vu A +X Vu p -Z Vu A +Z Vu:Max Phi Vn Vu t Phi*Vn Status +1 AM 0.1832 osi 0.1832 osi 0.1832 osi 0.1832 osi 0.1832 osi 82.158 osi 0.00223 OK +1.20D+0.501-r+1.60-+1.60H 0.3176 osi 0,3176 osi 0.3176 osi 0.3176 osi 0,3176 osi 82.158 osi 0.003866 OK +1.20D+'�.60Lr-A0.50� 0.6708 osi 0.6708 osi 0.6708 osi 0.6708 osi 0.6708 osi 82.158 osi 0.008165 OK +1.20D+1.60Lr+0.80W 0.7335 osi 0.7335 osi 0.7335 osi 0.7335 osi 0.7335 osi 82.158 psi 0.008928 OK +1.20D+1.60S-rHO PJ 0.2197 osi 0.2197 psi 0.2197 osi 0.2197 osi 0.2197 osi 82.158 osi 0.002674 OK +1.20D+0.50Lr+0.50L+1.60W 0.443 osi 0.443 asi 0.443 psi 0.443 osi 0.443 osi 82.158 osi 0.005391 OK +1.20D+9.50Lr�.50S+1.60W 0.2824 osi 0.2$24 psi 0.2824 psi 0.2824 osi 0.2824 osi 82.158 psi 0.003437 OK +0.90D+1.60W+1.60'=. 0.2431 psi 0.2431 osi 0.2431 osi 0,2431 psi 0.2431 osi 82.158 osi 0.002959 OK Punching Shear ...... ---- - All units k _ Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status 1 A82 osi 164.32osi 0.009022 OK +1.20D+0.50Lr+1.=, _ .3JH 2.57 psi 164.32osi 0,01564 OK +1.20D+1.60Lr+0.56L 5.427 osi 164.32osi 0.03303 OK +1,20D+1.60Lr+0.8&. 5.934 osi 164.32osi 0,03612 OK +1.20D+1.605+0.80V-v' 1.778 osi 164.32psi 0.01082 OK +1.20D+�.50Lr+0.5C,-+1,60W 3.584 osi 164.32osi 0.02181 OK +1.20D+0.50L+G.50S+1,60W 2.285 psi 164.32osi 0.0139 OK +0.90D+1,60W+1.60H 1.967 osi 164.32osi 0.01197 OK 2,' 8 General Footing Descripticn NTER!OR FOOTING(UPLIFT) General Information fc : Concrete 28 ry strength - c�ici =c : Concrete Elestic Modulus = Concrete Density - Vaij8s Ana4s S tin Seel Sea; ;::g einf. _ :min Allow % Ter~: Reinf. _ wain. Overturning Safety Factor = Min. Sliding SafEly Factor = Add Ftg Wt for Sul! Pressure Use ftg wt for stz ility, moments & shears : Include Pedestal Ne, ht as DL Dimensions Width parallel to X-X Axis = Length parailel to Z-Z Axis = Footing Thicknes = Pedestal dimernsi: S .. px:Parallel to k_X Axis = pz : parallel to Z-Z Axis = Height = Rebar Centeriine to Edge of Concrete.. at Bottom of foct!ng = Reir~f>o�-ci 1g 3.0 ksi 60.0 ksi 3,122.0 ksi 150.0 pcf 0.90 0.750 0.00180 0.00180 1.50 :1 1.50 :1 Yes Yes No 2.0 ft 2.0 ft 12.0 in 4.0 in 4.0 in 5.0 in 3.0 in Bars parallel to X-X Axis Plumber of Bars = 7.0 Reinforcing Bar ` :ze = # 5 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinntrcing Bar Sizt = # 5 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a ADoiied Loads Terrelonge Luisa Ver:6.11.6.23 Calculations per ACI 318.08, IBC 2009, CBC 2010, ASCE 7.05 Soil Design Values Allowable Soil Bearing = Increase Bearing By Footing Weight • Soil Passive Resistance (for Sliding) • • • •_ SoiltConcrete Friction Coeff. Increases based on footing Depth • • • • Footing base depth below soil surface• _ • Allowable pressure increase per foot of ddptl' when footing base is below • • • • * • •• •• Increases based on footing plan dimensi" • • • • Allowable pressure increase per foot of deo = when maximum length or width is greater4 Z 2" ksf Zoe ecf :•Z.Ut • • • ksf • ksf General Footing File: Zl@ENGINEERINQ@@ DESING\190102 Donovan Tsrrelonge_Wsa TrellisiS-CALCSLs-calcs.ec6 g ENFRCALC 1NC.1983.2011; Build:fi;11.6.23, Ver.6.11.6.23 Description : N7=RIOR DESIGN SUMMARY ' • i Min. Ratio item Applied Capacity Governing Load Combination PASS 0';53,. Soil Bearing 0.9062 ksf 2.0 ksf +D+Lr+H PASS r.!a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overiuming ' .... ` ...... PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No-COrtIning .... .' 'SASS i/a Sliding - X-X 0.0 k 0.0 k N*&4rgg. ..:. ....:. PASS n/a Sliding - Z-Z 0.0 k 0.0 k No CA" . PASS 2.954 Uplift -0.3840 k 1.134 k +0.03"N • • • PASS 5 Z Flexure (+X) 0.3144 k-ft 38.749 k-ft +1.fC"1 6OLr+O.60L • • • • .... PASS O.O 8',15 Z Flexure (-X) 0.3144 k-ft 38.749 k-ft +4.fID*1:6OLr+O.5OL• • • • � • • 'ASS O.GOy289 X Flexure (+Z) 0.3144 k-ft 33.849 k-ft • +4.fOB o1.6OLr+0.56L• • • • • .. • ,-,�RSS 0.0.09289 X Flexure (-Z) 0.3144 k-ft 33.849 k-ft +118g*KOLr+0.50L • • PASS 0.0i2165 1-way Shear (+X) 0.6708 psi 82.158 psi +4.20D+1•+6OLr+0.90L • • •.:. PASS 0.008135 1 -way Shear (-X) 0.6708 psi 82.158 psi +:.20Q-M,6OLr+O.fOL PASS � u.i.. s!65 1-way Shear (+Z) 0.6708 psi 82.158 psi +1.f9D+196OLr+O*OL .. PASS 0.( ]S' 85 1-way Shear (-Z) 0.6708 psi 82.158 psi +1.20D+1.6OLr+OI0* • • • PASS O.0 303 2-way Punching 5.427 psi 164.32 psi +1.20D+1.6OLr-45OL 2iied Results Rotation. Axis & Actual Soil Bearing Stress Actual 1 Allowable o_d Combinaf on... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X. +D 2.0 n/a 0.0 0.4727 0.4727 n/a n/a 0.236 X-X, +D-Lr+H 2.0 n/a 0.0 0.9062 0.9062 nla n/a 0.453 X-X.-L-1750Lr+:.750L+H 2.0 n/a 0.0 0.7978 0.7978 n/a n/a 0.399 X-X. +D+VV-H 2.0 n/a 0.0 0.3767 0.3767 n/a n/a 0.188 X-X. +D+�,'.750Lr+O.750L+O.75OW+H 2.0 n/a 0.0 0.7258 0.7258 n/a n/a 0.363 Z-Z. T 2.0 0.0 n/a n/a n/a 0.4727 0.4727 0,236 Z-Z, 2.0 0.0 n/a n/a n/a 0.9062 0.9062 0.453 Z-Z. +D+O 75OLr+0.:'SOL,-H 2.0 0.0 n/a n/a n/a 0.7978 0.7978 0.399 Z-Z. +D-0V+H 2.0 0.0 n/a n/a n/a 0.3767 0.3767 0.188 2-Z.-rD-0.75OLr+0.-;,:OL+0.75OW+H 2.0 0.0 n/a n/a n/a 0.7258 0.7258 0.363 Overturning Stability - Rotation .=axis & _ Load Combination... Overturning Moment Resisting Moment _. Stability Ratio Status Footing Fas NO Cv,Z,, --, ming Sliding Stability All units k Force Application Axis Load Combinatioon... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Slicing _ Footing Flexure Flexws-1 7s 3 Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi*Mn Status . k-ft Side ? or Top ? in12 inA2 inA2 k-ft X-X, +1.40D 0.08589 +Z Bottom 0.26 Bending 0.93 33.849 OK X-X. +1.40D 0.08589 -Z Bottom 0.26 Bendina 0.93 33.849 OK X-X. +1.20D+0.50Lr-: .3OL+1.6OH 0.1489 +Z Bottom 0.26 Bendina 0.93 33.849 OK X X. '.= s.501 r-1.60L+1.60H 0.1489 -Z Bottom 0.26 Bendina 0.93 33.849 OK X-X, +1.20D+1.6OLr-3.50L 0.3144 +Z Bottom 0.26 Bendina 0.93 33.849 OK X-f:. 0.3144 -Z Bottom 0.26 Bendina 0.93 33.849 OK X-X, +1 20+1.601-r--0.30W 0.2878 +Z Bottom 0.26 Bendina 0.93 33.849 OK X-X. +1.2OD+1.60Lr-O.BOW 0.2878 -Z Bottom 0.26 Bendina 0.93 33.849 OK X-X. +1.20D+1.6OS--0.8OW 0,04695 +Z Bottom 0.26 Bendina 0.93 33.849 OK X-X. +1.203+1.60S--180W 0.04695 -Z Bottom 0.26 Bendina 0.93 33.849 OK X-X. +'.20D 0.5 Lr -0.50_+1.60Vd 0.09554 +Z Bottom 0.26 Bendina 0.93 33.849 OK X-X, 0.09554 -Z Bottom 0.26 Bendina 0.93 33.849 OK X-X. r';.20D,0.5CL KS+1.60W 0.02029 +Z Bottom 0.26 Bendina 0.93 33.849 OK X X, +1.20D+0.5CL 0.5 S+1.60W 0.02029 Z Bottom 0.26 Bending 0.93 33.849 OK X-X. O.90D+i.oO'7 1.OH 0,001884 +Z Bottom 0.26 Bendina 0.93 33.849 OK O General Ong File: ZA@ENGINEERING DE; Descxiption : i1 =R; R FOOTING(UPLIFT) X-X. +0.90D+1.60W-,.60H 0.001884 -Z Bottom 0.26 Bendina Z-Z, +1.40D 0,08589 -X Bottom 0.26 Bendina Z-Z. +1.40D 0,08589 +X Bottom 0,26 Bendina 02 Donovan Tenlonge Luisa TreIIi51S-CALC%-caIcs,ec6 ?NERCALC, INC.1983-2011, Build;6.11.6.23, Ver:6.11.6.23 0.93 33.849 OK 1.09 38.749 OK 1.09 38.749 OK • • • • • • • • • • �I GeneralFoo-.-.ng Description: INTERIOR FOOTING(UPLIFT) Footing Flexure Terretonge_Luisa Flexure ,"pis ! oee 'Combination Mu Which Tension @ Bot. As Req'd Gvm. As Actual As k-ft Side ? or Too ? in"2 inA2 inA2 Phi*Mn Status k-ft Z-Z. + .ZG" u.SuL :.cG +1.60H 0.1489 -X Bottom 0.26 Bendina 1.09 184.M96 OK Z-Z.+1.20D+0.5OLr+i.60L+1.60H 0.1489 +X Bottom 0.26 Bendina :1.09 • • 3897-6• ..+(iK. Z-Z, +1.20D+1.6OLr+0.50L 0.3144 -X Bottom 0.26 Bendina 1.0 38.7.4g.. QK Z-Z + 20D+1 6OLr+0.50L 0.3144 +X Bottom 0.26 Bendina .�Q�,. , �4 ��+ • Z-Z ' 20D+1 60Lr+0.80W 0.2878 -X Bottom 0.26 Bendina 1 AQ, •f..QP* R • Z-= �� c ;�k0'dV 0.2878 +X Bottom 0.26 Bendina 38.749 Q WOK Z-71 S .BAN 0.04695 -X Bottom 0.26 Bendina .?.dg', V�8'.749•• Z-Z.3:V 0.04695 +X Bottom 0.26 Bendina .011 Z-?. - .: _ , .5 +1.60'J1 0.09554 -X Bottom 0.26 Bendina .1.Cg.. 38.744. ..:960 Z-Z vJCL+1.60W OA9554 +X Bottom 0.26 Bendina .1.e1.0 %74' Z 7 ^ =:.GCS+1.60W 0.02029 -X Bottom 0.26 Bendina 1.09 38.149 •OK� b� Z-% oOS+1.60W 0.02029 +X Bottom 0.26 Bendina :'i.��: 38.749 Z % H 0.001884 -X Bottom 0.26 Bendina ' 1.09 74,9 • • • •OK• Z-Z. +C... " -" P.tiH 0.001884 +X Bottom 0.26 Bendina 01,090 .. 'i49 . OK. Ors �!'.:. . . .. . . .. ...... . Load Cc Vu @ -X Vu (d? +X Vu (a7 -Z Vu @ +Z Vu:Max Phi Vn VtthPhi*Vn Status +1.40D 0.1832 Dsi 0.1832 osi 0.1832 psi 0.1832 osi 0.1832 psi 82.158 osi 0.00223 OK +1.20D+C.v,_, _ 'OH 0.3176 osi 0.3176 osi 0.3176 osi 0.3176 osi 0.3176 psi 82.158 psi 0.003866 OK 0.6708 osi 0.6708 osi 0.6708 osi 0.6708 Dsi 0.6708 osi 82.158 osi 0.008165 OK +1.2pD_ _ 0.614 osi 0.614 osi 0.614 psi 0.614 osi 0.614 osi 82.158 osi 0.007473 OK - 0.1002 osi 0.1002 osi 0.1002 osi 0.1002 osi 0.1002 osi 82.158 psi 0.001219 OK OW 0.2038 osi 0.2038 osi 0.2038 osi 0.2038 osi 0.2038 osi 82.158 osi 0.002481 OK •' r.OW 0.04328 psi 0.04328 osi 0.04328 osi 0.04328 osi 0.04328 osi 82.158 osi 0.000527 OK 0.004019 osi 0.004019 osi 0.004019 Dsi 0.004019 osi 0.004019 osi 82.158 osi 4.9e-05 OK Pu::c1r > us; All units k Lae Cows Vu Phi*Vn Vu 1 Phi*Vn Status OD 1.482 osi 164.32Dsi 0.009022 OK JD-;-3.oi-_ CH 2.57 osi 164.32osi 0.01564 OK OD+'i.6 5.427 osi 164.32osi 0.03303 OK 4.967 psi 164.32Dsi 0.03023 OK T 0.8104 Dsi 164.32Dsi 0.004932 OK OW 1.649 Dsi 164.32osi 0.01004 OK - - W 0.3502 osi 164.32osi 0.002131 OK 0.03251 osi 164.32osi 0.000198 OK 1 "=30' ( 50' TOTAL R/W) . ( PER PLAT) . N. MIAMI COURT',-....-.'.--,-. 16.5' ASPI IALT P VIM iL'N'I' . L-39.08' 0 NOOD ' o o' PARKWAY�t; 19� 1 R=25.00' POLE �Q N p=89°33'20" 5 M F.1•P.1/2" Tan=24.81 ( NO If). ) -11'.I.P. 1/2 (NO Ill.) oQF- I(NO1n.) ^ QL • 6p,0 I F.I.P. 1/2" r 1 o°q. 9 (NO In.) oa u 37.50'. 1 a i.o orr U r� d �. o > f. 0 77 1I5.4 2 .00 O �1 t 14.60' (� ONE STORY Q . W.v✓ � .' RESIDENCE o!1 = �i } U # 10090 a >_✓ * o fi �.. •�! .a r LOT 2 e L.OT I !- �. l3LUC'K 2 v' ; BLOCK 2 + g6.7U 04 3.13' + 0 6.00 15.00' O w Z CL u� if 14.90' U . ' 13.35' 37.50' o 04 04 F.I.P. 1/2" ( NO 1D.) f 10' CONC. SWK. I'll'. 1/2 F. DRILL' 6.00' R & I1 °( (NO 10.) 2' CUNC. (ill'1'1'ItiR - - L=39.46'R=25.00' I' A=90°26'40" . Tan=25.19 5 T ASPHALT' 1'AVIiMBNT N. MIAMI AVENUE '(,80'TOTALR/W ) ( PER PLAT)' SKETCH OF SURVEY SCALE: 1" = 30' Al'-\ `fir 1114110) Rr--VIEFVj C 4MMOM ABBREVIATIONS AND LEGEND A/C - AIR CONDITIONING PAD F.N.D. -. FOUND NAIL & DISK S.I.R. SET IRON BAR F.N. -- FOUND NAIL S.N. - SET NAIL P.C.P. = PERMANENT CONTROL POINT U.E. = UTILITY EASEMENT F.H. _ FIRE HYDRANT CL = CLEAR R = RADIUS E.T.P.= ELECTRIC TRANSFORMER PAD F.I.P = FOUND IRON PIPE RES. = RESIDENCE STY. = STORY ENC. _= ENCROACHMENT L.E.= LANDSCAPE EASEMENT F.I.R. = FOUND IRON BAR C.B. -CATCH BASIN S/W = SIDE WALK -.-- WOOD FENCE C.B.S. = CONC. BLOCK STRUCTURE -x- - CHAIN LINK FENCE R/W - RIGHT OF WAY L =ARC. 1 ENGI H EMZX C.B_S. WAI I NO ID = NO IDENTIFICATION NUMBER CH -CHORD k - CENTER L INF CUNC.= CONCRETE A - CFNTRAI ANGI I NOTE, ONLY VALID WITH PAGE 1 KARL F. KUHN PR❑FESSI❑NAL SURVEYOR & MAPPER No. 5953 11844 S.W 203rd STREET MIAMI, FLORIDA 33173 PH 305-431 1846 786-317 3658 TYPE OF PROJECT, SCALE: AS SHOWN BOUNDARY SURVEY DATE, _ 01-21-16 PROJECT L❑CATI❑N, DRAWN BY 10090 N MIAMI AVENUE I.0 --- --- -._- -- -- DRAWN No CITY, STATE & LIP CODE, PROJECT No MIAMI SHORES, FLORIDA 33150 VP/16-4715 DATE ❑F FIELD WORK, 01-20-16 SHEET, 2 ❑F; 2 N PROPERTY ADDRESS: N.W. 101 st STREET W n z W Q a z . e ••As LOCATION MAP. • Y NOT TO SCALE. • • A • ! 10090 N. MIAMI AVENUE MIAMI SHORES, FLORIDA 33150 LEGAL DESCRIPTI❑N: LOT 1 BLOCK 2 OF HAMILTON TERRACE, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 15 PAGE 75 OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. CERTIFIED TO: a,- LUISA LUNA b,- c.- d,- SURVIEY❑R'S NOTES: 1) The above captioned Property was surveyed and described based on the above Legal Description provided by Client. 2) Bearings, if shown, are based on an assumed meridian and referenced on the centerline of N/A I N/A per plat. 3) The lands shown hereon were not abstracted for easements,right of ways or other recorded incumbrances not shown on the plat, and the same, if any may not be shown on this section. 4) Underground utilities are not depicted hereon. 5) Foundations and/or footings that may cross beyond the boundary lines of the parcel herein described are not shown. 6) Elevations are based on the National Geodetic Vertical Datum 1929. 7) Ownership subject to opinion of the Title. 8) Fence ties are to be the center line of the fence. 9) Wall ties are to face of the wall. 10) Not valid without the signature and original raised seal of a Florida licensed Surveyor and Mapper. 11) This survey was prepared without the benefit of a Title Search; thereof, only those easements on the recorded plat as shown. 12) This survey is prepared to be used exclusively as an aide to obtain Title Insurance, no other warranties are hereby extended. 13) This survey depicted hereon is not covered by professional liability insurance FLOOD ZONE INFORMATION: DATE OF FIRM: 09-11-2009 COMMUNITY No: 120652 PANEL: 0302 SUFFIX: L FIRM ZONE: X BASE FLOOD ELEVATION: N/A BENCHMARK No- N/A NOTE: ONLY VALID WITH PAGE 2 ELEVATION: I HEREBY CERTIFY THAT THIS SURVEY WAS MADE UNDER MY RESP❑NSIBLE CHARGE AND TO THE BEST OF MY KNOWLEDGE AND BELIEF. THIS SURVEY MEETS THE MINIMUN TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF PROFESSI❑NAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17050 FLORIDA ADMINISTRATIVE CODE PERSUANT TO SECTI❑N 472,027 FLORIDA STATUTES. THIS SURVEY DOES NOT REFLECT OR DETERMINE OWNERSHIP. KARLF.KUHN N/A PROFESSIONAL SURVEYOR & MAPPER No. 5953 STATE OF FLORIDA KARL F• KUHN TYPE OF PROJECT: BOUNDARY SURVEY SCALE: AS SHOWN DATE: 01-21-16 PROFESSIONAL SURVEYOR & MAPPER No. 5953 PROJECT L❑CATI❑N: DRAWN BY: 11844 S.W 203rd STREET 10090 N. MIAMI AVENUE I.C. MIAMI, FLORIDA 33173 DRAWN No: CITY, STATE & ZIP CODE: PROJECT No: PH 305-431 1846 786-317 3658 MIAMI SHORES, FLORIDA 33150 VP/16-4715 DATE OF FIELD WORK: 01-20-16 SHEET:1 OF:2 ( 50' TOTAL RN✓) . _ (PERPIAT) N. ... , .. ... MIAMI COURT �7 . ' 16 5' ASPHALT P VEMEN 1 T L L=39.08• o OOD .% o R-25.00' 20' PARKWAY in POLE Q. N 7':&=89033'20" 5 M) H.I.P. 1/2" Tan-24 81' (NO ID. ) 8 — — -TF.I.P. 1/2 NO ID.) 2 v oQ �(NO ID ) 4.80' L ca cowl 10' , p,0 F.I.P. 1/2" aQ Q a 02`0 (NO ID.) Oda. }LL9 LL 37.50' ;; a TYPE OF PROJECT, SCALE: AS SHOWN KARL F. KUHN BOUNDARY SURVEY DATE: 01-21-16 PROFESSI❑NAL SURVEYOR & MAPPER No. 5953 PROJECT LOCATION, DRAWN BY: 11844 S.W 203rd STREET 10090 N. MIAMI AVENUE I.0 MIAMI, FLORIDA 33173 DRAWN No: CITY, STATE & ZIP CODE, PROJECT No: PH 305-431 1846 786-317 3658 MIAMI SHORES, FLORIDA 33150 VP/16�4715 DATE OF FIELD WORK- SHEET, .2 OF; 01-20-16 2 _A PLF STRUCTURAL ENGINEERS, INC. JOB TITLE LUISA LUNA RESIDENCE (WOOD TRELLIS) CA # 30758 4960 SW 52nd ST, Suite #401, Davie, FL 33314 JOB NO. 190102 _ _ SHEET NO. O: (954) 533-3237 Fax: (954) 533-2117 CALCULATED BY B.C.R DATE 1/9/19 email:pfiallo@plfengineers.com CHECKED BY PF DATE CS12 Ver 2013.07.01 www.struware.com •••••• •••• •••••• • •• ••••• •••• • • •••••• •••• ••••• we • • ••••• •• •• • STRUCTURAL CALCULATIONS ;":•; • • ..•••• • FOR 0 0 0 0 0.��••�• • LUISA LUNA RESIDENCE (WOOD TRELLIS) 10090 N. MIAMI AVE, MIAMI SHORES,FL 33150 To the best of my knowledge and professional judgement all calc4lations contained herein have been reviewed, and conform to the recommendation of ASCE 7-10, ACI 318-14, AISC 360-10 13th Edition, and the 2017 Florida Building Code, 6th Edition ooENSF'. o. 6100 /7 /9 UJ; Q TA OF OF 10NAL Pedro L. Fiallo, P.E FL Lic.: 76100 PLF STRUCTURAL ENGINEERS, INC. CA # 30758 4960 SW 52nd ST, Suite #401, Davie, FL 33314 Ph: (954) 533-3237 Fax: (954) 533-2117 email: pfiallo@plfengineers.com Project Name: LUISA LUNA RESIDENCE (WOOD TRELLIS) Project No.: 190102 Sheet No.: Calculated By: BCR Date: Checked By: P.F. INDEX •••• . . .... ...... ...... .... ...... 1. WIND LOAD CALCULATIONS.....................................................................................................................................,,,,*,..PAGES: 01-94 2, WOOD CONNECTOR AND CONNECTION DESIGN ..................... • • • •...PAGES U-14 • ........................................................................................ • • 3. WOOD MEMBERS DESIGN....................................................................................................................................... 9-p ..... • 000000 .. . ...... 4. FOOTING DESIGN ...................... ................ ................................................................................................................ .• �.+..i.�.,.•.PAGES:23-$1 . . . . ...... . . ...... o. 76100 Q ATE OF N /0NAL,�`� PEDRO L. FIALLO, P.E. FL License No. 76100 PLF STRUCTURAL ENGINEERS, INC. JOB TITLE LUISA LUNA RESIDENCE (WOOD TRELLI CA # 30758 4960 SW 52nd ST, Suite #401, Davie, FL 33314 JOB NO. 196102 SHEET NO - ---- - 0: (954) 533-3237 Fax: (954) 533-2117 CALCULATED BY B.C.R DATE 1/9/19_ email:pfiallo@plfengineers.com CHECKED BY PF DATE www.struware.com Code Search Code: ASCE 7 - 10 Occupancy: Occupancy Group = R Residential • Risk Category & Importance Factors: ...... . . .... Risk Category = II • ' ...... .... ...... Wind factor = 1.00 0.60 NOTE: Output be norrAmMOMAd ;....: use will pressurds Snow factor = 1,00 • • " • Seismic factor = 1.00 "" • ...... .... ..... Type of Construction: • Fire Rating: '��••� ;...;. Roof= 0.0hr .'. :••••� Floor = 0.0 hr ' • • • • Building Geometry: Roof angle (0) 0.25 / 12 1.2 deg Building length (L) 20.0 ft Least width (B) 11.8 ft Mean Roof Ht (h) 10.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf use 20.0 psf 200 to 600 sf: 20 psf over 600 sf: 20 psf PLF STRUCTURAL ENGINEERS, INC. JOB TITLE LUISA LUNA RESIDENCE (WOOD TREL CA # 30758 4960 SW 52nd ST, Suite #401, Davie, FL 33314 JOB NO. 190102 SHEET NO. 0: (954) 533-3237 Fax: (954) 533-2117 CALCULATED BY B.C.R DATE 1/9/19 email:pfiallo@pifengineers.com CHECKED BY PF DATE Wind Loads: ASCE 7- 10 Ultimate Wind Speed 175 mph Nominal Wind Speed 135.6 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 6000 Directionality (Kd) 0.85 ' Kh case 1 0.849 ' ' • Kh case 2 0.849 ...... .. + ...... Type of roof Monoslope • •' • "' �i4 .. • • 9: z Topographic Factor (Kzt) • • • • •' �d� 4} • • • • " x(daw dl Topography Flat Hill Height (H) 80.0 ft "•..". • H Half Hill Length (Lh) 100.0 ft • •' H Actual H/Lh = 0.80 Use H/Lh = 0.50 ' ;..' ESCARPMEtNT Modified Lh = 160.0 ft From top of crest: x = 50.0 ft I Bldg up/down wind? upwind V(Z) Z& Speed-up p H/Lh= 0.50 Kt = 0.000 ? x/Lh = 0.31 Kz = 0.792 V(Z) x(upwind) �� x(dowmMnd) z/Lh = 0.09 K3 = 1.000 H/2 H At Mean Roof Ht: Lh Hit Kzt = (1+KjK2K3)A2 = 1.00 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h = 10.0 ft However, if building h/B < 4 then probably rigid structure (rule of thumb). B = 11.8 ft h/B = 0.85 Rigid structure /z(0.6h)= 15.0ft G = 0.85 Using rigid structure default PLF STRUCTURAL ENGINEERS, INC. CA # 30758 4960 SW 52nd ST, Suite #401, Davie, FL 33314 0: (954) 533-3237 Fax: (954) 533-2117 email:pfiallo@plfengineers.com Wind Loads - Open Buildings: 0.25 <_ h/L _< 1.0 JOB TITLE LUISA LUNA RESIDENCE (WOOD TRELLIS) JOB NO. 190102 CALCULATED BY B.C.R CHECKED BY PF Type of roof = Monoslope Free Roofs G = 0.85 Wind Flow = Clear Roof Angle = 1.2 deg Main Wind Force Resisting System Kz = Kh (case 2) = 0.85 Base pressure (qh) _ SHEET NO. --> DATE 1(9/19 DATE Nominal Wind Pressures NOTE: The code requires the MWFRS be designed for a minimum pressure of 10 psf. 33.9 psf Roof pressures - Wind Normal to Ridge • • Wind Load Wind Direction Flow Case Y = 0 & 180 deg Cnw CnI Cn = _-_ 1.20 0.30 Clear Wind p = 34.6 psf 8.7 psf Cn = ___ _--_ 1_10 -0.10 Flow p = -31.7 psf -2.9 psf • •••• •••••• • ••••e• NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces. • • 2). Cnw is pressure on windward half of roof. CnI is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. • + • Roof pressures - Wind Parallel to Ridae. Y = 90 dea Wind Load Horizontal Distance from Windward Flow Case Edge s h >h s 2h > 2h n = - .80 --- 0=- 0---- - - . Clear Wind p = -23.1 ps -17.3 ps 8.7 psf Flow Cn = B------------- ---- 0.80 _-� _ 0.50 -p - 0.30 -------------- p = 23.1 s p 14.4 s 8.7 psf Fascia Panels -Horizontal pressures qp = 33.9 psf Components & Cladding - roof pressures Kz = Kh (case 1) = 0.85 Base pressure (qh) = 33.9 psf G = 0.85 Windward fascia: Leeward fascia: a = 3.0 ft h = 10.0 ft 2h = 20.0 ft 50.9 psf (GCpn = +1.5) -33.9 psf (GCpn = -1.0) a = 9.0 sf 4a2 = 36.0 sf •.•• •.••+. ..•• + • • 096* . . Do 0 • • • Clear Wind Flow Effective Wind Area zone 3 zone 2 zone 1 positive I negative positive 1 negative positive I negative <_ 9 sf 2.53 -3.44 1.90 -1.76 1.26 -1.15 CN ------------------->--3--6--6s-f-------- --------- -------.90 ---- -------2 -----76 ---- --------- ---- -----U6-- -1-.-2-6-- ---- --- ------1.15 ---- -------------- .5 -------------- 1.26 ------------- 1.15 -------------- 1.26 ---------- ---- -1.15 Wind------------ <_ 9 sf ------------- -72.9 psf- - -- -- -- 99.3psf _ -- 54 7 psf-- -= 50.9psf _ --------psf -- -_-33.1 -psf >9, _ 36 sf 54 7 psf- -50.9 psf 54.7 psf -50.9 psf 36.5 psf -33.1 psf pressure ---------------------------- 36 sf -- 36.5 psf ------------- - -33.1 psf __ 6.5 psf 36.5 psf 1 Fig -33.1 psf -33.1 psf PLF STRUCTURAL ENGINEERS, INC. JOB TITLE LUISA LUNA RESIDENCE (WOOD TRELLIS) CA # 30758 4960 SW 52nd ST, Suite #401, Davie, FL 33314 JOB NO. 190102 SHEET NO. 0: (954) 533-3237 Fax: (954) 533-2117 CALCULATED BY B.0 R DATE 1/9/19 email:pfiallo@plfengineers.com CHECKED BY PF DATE WIND DIMC T1017 Y s',' WIND DTION Location of Wind Pressure Zones Ll 1 WWD DD=TWH y- Or*, IW C=::> F WIND DIRECTION y = 0°. 180° yIIIIIIIIIIIWA M L . . .... ..... Cmw ., •••••• •••• • ••• •• •• •• • •••••• 1&flUGY • • • • • •••••• L • •••• • • • ?"Y+..NL WIND DIRECTION y = 90° MAIN WIND FORCE RESISTING SYSTEM wnw DII2EMOH y- ]80' 3 3 3 3 1 1 6 < 100 9 > 100 MONOSL.OPE PITCH&D ORTROUGHED ROOF COMPONENTS AND CLADDING PLF STRUCTURAL ENGINEERS, INC. Project Name: CA # 30758 Project No.: Sheet No.: 4960 SW 52nd ST, Suite #401, Davie, FL 33314 Calculated By: B.C.R Date: Ph: (954) 533-3237 Fax: (954) 533-2117 Checked By: P.F Date: email: pfiallo@plfengineers.com tt , .... % " tJ Gi� - t✓ ua t Ut�-j --�. �(�SQ4U-SDS2 9N� n 1/9/2619 Florida Building Code Online & SCIS Home Log In `: User Registration Hot Topics i Submit Surcharge I Slats & Facts i Publications i Contact Us } SCIS Site Map 1 Unks Search b Product Approval `j USER: Public User Product &12roval Menu > Product or Application Search > ,application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By • • • •••• •••••• FL10860-R3 • • • • Revision • • .....• •••• •••••- 2014 • •••••• Approved • • • • • • • • • *Approved by DBPR. Approvals by DBP1F•st 11 be revlewee find ratified 121? • the POC and/or the Commission if neawsaryi.• • • • • • • • • • • • • • • • •• •• •• • •••••• • •••••• • as • • • • •••••• •• • • •• • • Simpson Strong -Tie Co. 2221 Country Lane McKinney, TX 75070 (800) 999-5099 Ext 3027 kcullum@strongtie.com Randall Shackelford rhackelford@strongtie.com Randall Shackelford (new) 2221 Country Lane McKinney, TX 75069 (972)439-3029 rshackelford@strongtie.com Shelby Troth 5956 W. Las Positas Blvd Pleasanton, CA 94588 (925) 560-9000 Ext 9049 stroth@strongtie.com Structural Components Wood Connectors Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Benchmark Holdings, L.L.C. 12/31/2019 Jeffrey P. Arneson, P.E. 6r, Validation Checklist - Hardcopy Received Standard Yam AF&PA NDS 2012 AISI S100 S1, S2 2007 ASTM D1761 2000 ASTM D7147 2005 Approved Testing Lab Florida Licensed Professional Engineer or Architect https://www.floddabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtwudLxnkwGmRGi6k7e%2fD5T2fH7iDHsXdsGjulkvA4axA%3d%3d 1/4 1 /9/2019 Florida Building Code Online FL10860 R3 Eauiv D1761 and D7147 Eauivalence.odf FL10860 R3 Eauiv FL 10860 Florida Code Certification V2.odf ; Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Go to Page 0 Method 1 Option C 06/05/2015 06/15/2015 06/21/2015 •• • •••• • •••••• ••d• •••••• • •••••• • • • • • •••• 0*0 Pagel/2WXV• •••••• •••• ••••• FL # Model, Number or Name Description • 10860.1 AB44, AB44R, AB46, AB46R, AB66, Post Base i : • • • • ••: AB66R ""' • Limits of Use Installation Instructions • • • • • • • Approved for use in HVHZ: Yes FL10860 R3 II ESR-1622 Bases.pdj '•; �' Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R3 AE ESR-1622 Bases.odf 10860.2 ABA44, ABA44R, ABA46, ABA46R, IABA66,ABA66R Post Base Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR-1622 Bases.pd Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Pressure: N/A Evaluation Reports Design Other: FL10860 R3 AE ESR-1622 Bases.odf 10860.33� ABE44, ABE46, ABE66 Post Cap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR-1622 Bases.p f Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R3 AE ESR-1622 Bases.odf 10860.4 ABU44, ABU46, ABU66, ABU88 Post Base Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR-1622 Bases. Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R3 AE ESR-1622 Bases.odf 10860.5 m _ AC4, AC4R, ACE4, AC6, AC6R, ACE6 Post Cap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR-2604 Capj W Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R3 AE ESR-2604 Cans.odf 10860.6 CB44, CB46, CB48, CB66, CB68 Column Base, Embedded i Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR-3050 Column Bases.od� I Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A(�� Evaluation Reports Other: FL10860 R3 AE ESP-3050 Column Bases.= 10860.7 '" 44- S CBSQ46-SDS2, Column Bases, Embedded CSB5 66-SDS2, CBSQ86-SDS2, CBSQ88-SDS2 https:liwww.floridabuilding.orglprlpr app_dti.aspx?param=wGEVXQwtDgtwudLxnkwGmRGi6k7e%2fD5T2fH7iDHsXdsGjulkvA4axA%3d%3d 2/4 E. PLF STRUCTURAL ENGINEERS, INC. Project Name: CA # 30758 Project No.: Sheet No.: 4960 SW 52nd ST, Suite #401, Davie, FL 33314 Calculated By: B.C.R Date: Ph: (954) 533-3237 Fax: (954) 533-2117 Checked By: P.F Date: email: pfiallo@pifengineers.com Wood C-00ci . . • •• •• •• • Y••••• to •••••• 7 -4 00 t�S 1/912619 Florida Building Code Online tit kqk a Pr*Wonal, Regulation --Nmm 110111, SCIS Home Log In 1 User Registration Hot Topics Submit Surcharge Stats & Facts i Publications i Contact Us } BCIS Site Map i Links Search b Product ApprovalUSER: Public User r ib Product A1212roval Menu > Product or Agolication Search > ARpliration List > Application Detail E FL # FL10446-R5 Application Type Revision 0• Code Version 2017 • ' ' • •' • 0 0 • Application Status Approved • • ' �' • • • •••••• •••• •••••• *Approved by DBPR. Approvals by DBPR shall* be reviewed and ratifi:d by • the POC and/or the Commission if nelestlry. • • • • • • •••• • •• ••••• Comments • • •••••• •••• ••••• Archived • • • • • • Product Manufacturer Simpson Strong -Tie Co. : • : • • 000000 Address/Phone/Email 2221 Country Lane • • ; • • • McKinney, TX 75070 ' • • • • • • ; • �; (800)999-5099 Ext3027 • • • kcullum@strongtie.com • • Authorized Signature Keith Cullum kcul l u m @strongtie.com Technical Representative Keith Cullum Address/Phone/Email 2221 Country Lane McKinney, TX 75069 (800) 999-5099 Ext3027 kcullum@strongtie.com Quality Assurance Representative Shelby Short Address/Phone/Email 5956 W. Las Positas Boulevard Pleasanton, CA 94588 (800)999-5099 sshort@strongtie.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity IAPMO Uniform Evaluation Services LLC. Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2019 Validated By IAPMO Uniform ES Certificate of Independence FL10446 R5 COI IAPMO UFS Certificate of Independence, POE Referenced Standard and Year (of Standard) Standard year AISIS100 2012 ANSI/AWC NDS 2015 ASTM D7147 2005 Equivalence of Product Standards Certified By Sections from the Code http://www.floridabuilding.org/prlpr_app_dti.aspx?param=wGEVXQwtDqudsDrIH61487bAmTOOafx%2f5vS8p2l2yUiRhs%2bU29dw4w°/a3d%3d 1/4 1/9/2019 Florida Building Code Online 0 Product Approval Method Method 1 Option C Date Submitted 12/06/2017 Date Validated 12/08/2017 Date Pending FBC Approval Date Approved 12/13/2017 Summary of Products FL # Model, Number or Name Description 10446.1 A21, A23, A33, A34, A35, A44 Angles • • • • • • • Limits of Use Installation Instruction's.. • ; • • • • • Approved for use in HVHZ: Yes FL10446 R5 II ER-112. • ' Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform twaluation Services LLC. Impact Resistant: N/A I Created by Independent 'ltif eftlty: ' ;.... Design Pressure: N/A Evaluation Reports 0000 • • • • ' • I Other: In HVHZ, if used to resist roof uplift provide FL10446 R5 AE ER-i12�j supplemental connection to achieve minimum 700 lbs. uplift • 10446.2 FC4, FC6 Framing Clips • Limits of Use Installation Instructlo,4 . . • ••. Approved for use in HVHZ: Yes FL10446 RS II ER 112.1 • • • • • • Approved for use outside HVHZ: Yes Verified By: IAPMO Uniforjn Evaluation Services LLC. : • • • • Impact Resistant: N/A Created by Independent TIAM Party: 0 • • ' • • Design Pressure: N/A Evaluation Reports 0000 Other: FL10446 R5 AE ER-112.pd 10446.3 FWANZ Foundation Wall Angles E Limits of Use Installation Instructions j Approved for use in HVHZ: Yes FL10446 R5 ]I ER-112.pd Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. j Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10446 R5 AE ER-112.12d 10446.4 GA1, GA2 Gusset Angles Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R5 II ER-112.11d Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports other: In HVHZ, if used to resist roof uplift provide FL10446 R5 AE ER-112.p_d supplemental connection to achieve minimum 700 lbs. uplift 10446.5 H10A-2, H10S, H14 Hurricane Ties Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R5 II ER-112j2 Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10446 RS AE ER-112.p 1044 H H2.5T, H8, HGA10 Hurricane Ties Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 RS 11 ER_ 112.p�ff j Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. i Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: In HVHZ, if H2A, H2.5T, or HGA10 is used to resist roof FL10446 RR5 AE ER-112.pdf uplift provide supplemental connection to achieve minimum 700 lbs. uplift 10446.7 HH4, HH6 Header Hangers Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10446 R5 II ER-112.1ad Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: In HVHZ, if HH4 is installed on single 2x post and used FL10446 R5 AE ER-112.pd to resist roof uplift provide supplemental connection to achieve minimum 700 lbs. http://www.ficridabuilding.org/prlpr app dfl.aspx?param=wGEVXQwtDqudsDrIH6[487bAmT00afx%2f5vS8p2l2yUiRhs%2bU29dw4w%3d%3d 2/4 PLF STRUCTURAL ENGINEERS, INC. Project Name: CA # 30758 Project No.: Sheet No.: 4960 SW 52nd ST, Suite #401, Davie, FL 33314 Calculated By: B.C.R Date: Ph: (954) 533-3237 Fax: (954) 533-2117 Checked By: P f Date: email: pfiallo@plfengineers.com .... ... . .. . /e7 PLF STRUCTURAL ENGINEERS, INC. Project Name CA# 30758 Project No.: Sheet No.: 4960 SW 52nd ST Suite #401, Davie, FL 33314 Calculated By B.C.R Date: Ph: (954) 533-3237 Fax: (954) 533-2117 Checked By: Pf Date: email: pfiallo@plfengineers.com nn 'A (29 t3 PLF STRUCTURAL ENGINEERS, INC. Project Name: CA # 30758 Protect No.: 4960 SW 52nd ST, Suite #401, Davie, FL 33314 Calculated By: Ph: (954) 533-3237 Fax: (954) 533-2117 Checked By email: pfiallo@plfengineers.com P.F Sheet No.: Date: Date: 1Y Table 12F BOUS: Reference Lateral De Wn Values, 2, for Double Shear member) Co _ '�s for , iumbef or SCL with all r1ert rs of al swft gravity 16 c $ a3a ex # .1 r' PSS• . • .`3 Z-1�6 4 Z-& Z�A 4 Z4& Z"A 4 2ai t si to f 04 • Z4 fart• • • • m, n, in, bN- 1b•. be.. 4 . 1bss, f. •§T0 4b<. 980 420 • td2 1410 960 7 11SD 800 10W M 4741 t1tW 720 17W 1310 8t 1 1130 610 131 1 ' 5 t290 1 �. � "'4� 940 9410 • • • • • • 1-11 1-12 39 2110 17a'9Ci 1730 1330 WC 15W 1170 SW t5W- It NO •&1W 1000 Spo• • _ � • •1 jai '�` Ttlt f • �� ••f.• • • • • • • 1IP7 l"o Iwo 850 13W 8W 1230 Tom'+ sm t203 750 SE 221360 1370 940 1660 1 WO T10 15K 1070 610 15W IDWW 141.0 to 550• #-114 1-14 3d4 24a 1810 1W 2020 1-560 TT 1370 WO 1"- 1310 4d• : 1210 tW• • .xa [.� z. y • f • • • • ~ .. *1t J90 . • • • • 1T2 lS 9W 111320 800 910 12W TW 7W 121;s 720 SS 21£4 1310 t34C 1870 fX 1020 1T %40 W 1T40 IWO 003 16W 94e i 2-1e1 1 1j2 A 2890 ITTO 14SCI 75W -3W 1,110 24W, 1170 9W 3W 1130 940 2280 • 1040 Ste# ZMEDGMAERFM 2310 1370 1-341 39 1 Jim Isle 17W fW 1190� V'44 IMC 2400- 1170 1370 ZNQ 1130 .r ':fir _. e • 1TS0 141d0 1090 2370 1210 1210 5,%3 25GO 1Fy�7y0 11 2W 1560 1420 22 U10 t 13M 121D0 2150 1290 10-40 3_t 3T4 3T 23W 1940 1 1750 1370 3190 1700 131 30W 1510 12110 21M 1310 151 IBM 1130 1290 1T80 IDW 1190 1740 IDWWO 1t l6W 940 1110 1- t 374 2M 1T'70 19W 2P" 1330 1690 2400 11i0 1 11133 1 7-W ING IAW 23.0 1370 fs 19-QO 1 W 1380 18W t0T11 1270 t84ti IM 1 1TOO loci 9180 4 3:453 1810 211 2+8TO 15W 790 25f0 1370 IWO 2660 1310 1630 73M 1210 155d1 2 J 1M TT7 ZW 1560 t560 224C 1410 1460 2220 1390 1 2150 129Cr 13W 31s2 �4 3 k 48� 's3W 1W 1 ` 1T 3190 17W 197e isle 1810 iA 2<E: 13,10 tSt 1870 1130 1290 17 1040 1190 IM 1030 11T0 16W W 1110 1-1f2 34 2£ 1 17M 2&W 1330 1690 24W- 11TO 15W 2380 1130 15W ' [i 1W 1+48D 54 2 ' �; r 2W 1T70 t7 2W 1, SW 15t 224D `410 14W 222G 1390 14, 2150 1290 1390 3-1 ii4 37-10 Z3W ZAN 33 ,910 21W 32M, ITSO 2OW 3190 1 Me 2WO 300 1610 1900 nth 1310 tsio 1870 1130 .�11W 1760 I= 1t90 1740 low 11T0 16W gG 1110 1r70 t96G 2560 330 1690 24W 1,170 isw 23W 1130 1 22W t94G '742 : • 2m 1710P 1T 7340 `560 19W 2240 141E 1460 =0 IM 1 2150 1290 1390 ,1y2 3d 3T30 23W 33 a tglfl 2180 WC, 1TSG 2D50 319D 17W 2d72030W 1610 1940 I au+y�y� :ate de- a . 7 fcn " " Its ( Tame LI bolt� field _ F'. of 455 O.As° p;.- 15 PLF STRUCTURAL ENGINEERS, INC. Project Name: Project No.: Sheet No.: CA # 30758 4960 SW 52nd ST, Suite #401, Davie, FL 33314 Calculated By: B.C.R Date: Ph: (954) 533-3237 Fax: (954) 533-2117 Checked By: P. F Date: email: pfiallo@plfengineers.com •••• • •• • •Y I• .r ` • • • • • •••••• ••••% ��'� �.9Cr j .� 1 t� 7G�'T ••ice•• VJ L = — t 1(p ti�fd Beam File: Z:1@ENGINEEMNGi@@ DESINa190102 Donovan Terreto W-j uisa Trellisk$CALCSIs-cales.eo6 ENERCALC, INC.-1983.2011, I3t 10.11.6.23, Ver;6,1-1.6.23 Description : WOOD JOIST Material Properties Analysis Method: Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing : Completely Unbraced Calculations per NDS 2006, IBC 2009, CBC 2010, ASCE 7-05 Fb - Tension 925.0 psi E : Modulus of Elasticity Fb - Compr 925.0 psi Ebend- xx 1,400.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx Y • •510.Oksi Fc - Perp 565.0 psi • Y ... • . • . • .. Fv 175.0 psi Ft 550.0 psi Q��r 1�N. • • • ; • 34.0 pcf • • • • : • Re .gtive Member SV ss Increasg9. • D(0.00677) r(0.027 VV(0.0046) D(0.0067) Lr(0.027) VV(0.0046) prlt?.Q( 'T) Lr(Qt2Z�'VV30.0046,)Y • Y . r s i r • Span = 2.0 ft Span = 11.830 ft Span =Taft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.00670, Lr = 0,0270, W = 0,00460 , Tributary Width =1.0 ft Load for Span Number 2 Uniform Load: D = 0.00670, Lr = 0.0270, W = 0.00460 , Tributary Width =1.0 ft Load for Span Number 3 Uniform Load : D = 0.00670, Lr = 0.0270, W = 0.00460 , Tributary Width =1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.541: 1 Maximum Shear Stress Ratio Section used for this span 2x8 Section used for this span fb : Actual = 513.05psi fv : Actual FB : Allowable = 949.05psi Fv : Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span = 5.840ft Location of maximum on span Span # where maximum occurs = Span # 2 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.157 in Ratio = 904 Max Upward L+Lr+S Deflection -0.079 in Ratio = 610 Max Downward Total Deflection 0,238 in Ratio = 597 Max Upward Total Deflection -0.119 in Ratio = 402 Maximum Forces & Stresses for Load Combinations 0.169 : 1 2x8 29.59 psi 175.00 psi +D+Lr+H 11.830 ft Span # 2 Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C r C m C t Summary of Moment Values Mactual fb-design Fb-allow Summary of Shear Values Vactual fv-design Fv-allow +D 1.000 1.150 1.000 1.000 Length = 2.0 ft 1 0.016 0.039 1.000 1,000 1.150 1.000 1.000 -0.02 16.93 1,055.65 0.05 6.80 175.00 Length=11.830 it 2 0.138 0.043 1.000 1.000 1.150 1.000 1,000 0.14 131.10 949,05 0.05 7.56 175,00 Length =2.0ft 3 0.016 0.043 1.000 1.000 1,150 1,000 1.000 -0.02 16.93 1,055.65 Hi 7.56 175.00 +D+Lr+H 1.000 1.150 1.000 1.000 Length = 2.0 ft 1 0.063 0.152 1.000 1,000 1.150 1.000 1,000 -0.07 66.24 1,055.65 0,19 26.59 175.00 Length=11.830 ft 2 0.541 0.169 1.000 1.000 1.150 1.000 1.000 0.56 513.05 949.05 0.21 29.59 175.00 Length = 2.0 ft 3 0.063 0,169 1.000 1.000 1.150 1.000 1.000 -0.07 66,24 1,055.65 0.05 29.59 175,00 +D+0,750Lr+0.750L+H 1.000 1.150 1.000 1.000 !4 11,6,23 Description : WOOD JOIST Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length = 2.0 ft 1 0.051 0.124 1.000 1.000 1.150 1.000 1.000 -0.06 53.91 1,055.65 0.16 21.64 175.00 Length=11.830 It 2 0.440 0.138 1.000 1.000 1.150 1.000 1.000 0.46 417.56 949.05 0.170 • • • 175.00 Length = 2.0 ft 3 0.051 0.138 1.000 1.000 1.150 1.000 1.000 -0.06 53.91 1,045.65 • J4.08 0.64• • • • 4.08 A 05r00• • +D+W+H 1.000 1.150 1.000 1.000 ' • •' : • • • • • Length = 2.0 ft 1 0.024 0.058 1.000 1.000 1.150 1.000 1.000 -0.03 25.33 1,q. ,(C5•.. 0.W.;. 10.17 17.W: Length=11.830 ft 2 0.207 0.065 1.000 1.000 1.150 1.000 1.000 0.21 196.18 9j%tj�5. 0.08 11.31 J175.00 , Length = 2.0 ft 3 0.024 0.065 1.000 1.000 1.150 1.000 1.000 -0.03 25.33 . . 1,055.65 0.02 11.31 4111,"• • +D+0.750Lr+0.750L+0.750W+H 1.000 1.150 1.000 1.000 •"• • • i' • ' • ' Length = 2.0 ft 1 0.057 0.138 1.000 1.000 1.150 1.000 1.000 -0.07 60.21 1,05Nto * 0.f8 24.17 � `• Length=11.830 ft 2 0.491 0.154 1.000 1.000 1.150 1.000 1.000 0.51 466.37 94?(�-- 0.1,E - -0.90 1?5"' Length = 2.0 ft 3 0.057 0.154 1.000 1.000 1.150 1.000 1.000 -0.07 60.21 1,0",650 • 0.05• • 26.90 M1-": - Overall Maximum Deflections - Unfactored Loads ;";'; '. Load Combination Span Max. " " Defl Location in Span Load Combination ' Ma . "+" Def • • Location in Span "' 1 0.0000 5.990 D+Lr+W • • •-0.1189 0.00 D+Lr+W 2 0.2376 5.990 " ' 0.0000 i • " • 0.00 ' Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Support 3 Support 4 3 0.0000 5.990 D+Lr+W -0.1189 00" 2.000 Support notation : Far left is #1 Values in KIPS Overall MAkrnum - -- - 0.323 0.32 D Only 0.073 0.073 Lr Only 0.214 0.214 W Only 0.036 0.036 D+Lr 0.287 0.287 D+W 0.110 0.110 D+Lr+W 0.323 0.323 19 PLF STRUCTURAL ENGINEERS, INC. Project Name: CA # 30758 Project No.: Sheet No.: 4960 SW 52nd ST Suite #401, Davie, FL 33314 Calculated By: B.C.R Date: Ph: (954) 533-3237 Fax: (954) 533-2117 Checked By: P,F Date: email: pfiailo@plfengineers.com ))CAP• -T C" ir-7-2- (.,'Z Lzl —z- 57'.0 6 r—rl 7— '10 r- C(,WA, C— C WA E Wood Beam File: is14ENGINEERINGftDESINGN190102Donovan Tettebnge_LuisaTraIIMS-CALCS%-caIcs.ec6 £NERMC, INC.1983-2011, Buiid4ll1:6.23, Vor6.11.fi:23 Licensee - Description : WOOD BEAM GRAVITY+POSITIVE WIND Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 800.0 psi E : Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb -Compr 800.0psi Ebend-xx 1,400.Oksi Fc - Prll 1,300.0 psi Eminbend - xx ...�10.0ksi Wood Species Fc - Perp 565.0 psi ' .... • Wood Grade Fv 175.0 psi Ft 475.0 psi .. . ;ivy. . • 14.0 pcf Beam Bracing : Completely Unbraced v. Member 1tiess Increast �"etl D(0.056) Lr(0.15) W(0.03658)D(0.056) Lr(0.15} W(0.03658) D(0.056) Lr(0.15) W(0.03658p(0.056) Lr(0.19) WfO.0365$S . • � ��Fgra'tan�a^K � �;:.'.4r`� '-- •+'�'" v,.?'-� �.,� �,.�a. ,�.r`d,`a� �., ,� �4� 4� r�i (2)2x10(2)2x10 (2)2x10 '..' ; (;)2x l0 :.... Span = 2.50 ft Span = 10.0 ft Span = 10.0 ft Spar* =05bft ' Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0560, Lr = 0.150, W = 0.03658 , Tributary Width =1.0 ft Load for Span Number 2 Uniform Load: D = 0.0560, Lr = 0,150, W = 0.03658 , Tributary Width =1.0 ft Load for Span Number 3 Uniform Load : D = 0.0560, Lr = 0.150, W = 0.03658 , Tributary Width =1.0 ft Load for Span Number 4 Uniform Load: D = 0.0560, Lr = 0.150, W = 0,03658 , Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.8231 Maximum Shear Stress Ratio Section used for this span (2)2x10 Section used for this span fb : Actual = 652.10psi fv : Actual FB : Allowable = 792.49 psi Fv : Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span = 10.000ft Location of maximum on span Span # where maximum occurs = Span # 2 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.042 in Ratio = 2873 Max Upward L+Lr+S Deflection -0.026 in Ratio = 2310 Max Downward Total Deflection 0.069 in Ratio = 1730 Max Upward Total Deflection -0.043 in Ratio = 1390 Maximum Forces & Stresses for Load Combinations DP -,inn r 0.380 : 1 (2)2x10 66.42 psi 175.00 psi +D+Lr+H 10.000 ft Span # 2 Load Combination Segment Length Span # Max Stress Ratios M V C d C F/V C r C m C t _ Summary of Moment Values Mactual fb-design Fb-allow Summary of Shear Values Vactual fv-design Fv-allow +D 1.000 1.000 1,000 1.000 Length = 2.50 ft 1 0.069 0.070 1.000 1.000 1.000 1.000 1.000 -0.20 54.83 798.33 0.23 12.19 175,00 Length = 10.0 ft 2 0.242 0.112 1.000 1.000 1.000 1.000 1.000 -0.68 191.91 792.49 0.36 19.55 175.00 Length =10.0 ft 3 0.242 0.112 1.000 1.000 1.000 1,000 1.000 -0.68 191.91 792.49 0.32 19.55 175.00 Length = 2.50 ft 4 0.069 0.112 1.000 1.000 1.000 1.000 1.000 -0.20 54.83 798.33 0.11 19.55 175.00 +D+Lr+H 1.000 1.000 1.000 1.000 Length = 2.50 ft 1 0.233 0.237 1.000 1.000 1.000 1.000 1.000 -0.66 186.31 798.33 0.77 41.44 175,00 0 �o(# _`��:� rile;4;stsysassvccrtsrvVti,+ucanvu�ssusuc utxwyms snsscrcns�n_�ussa ssthnssaUr+�wa5-c:�cs.nc.'o ENERGALC, INC. 1983.2011,'Build.6.11.6,23, Ver 6.11.6.23 Description : WOOD BEAM GRAVITY+POSITIVE WIND Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C Fry C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length =10.0 ft 2 0.823 0.380 1.000 1.000 1.000 1.000 1.000 -2.32 652.10 792.49 1.23 66.42 175.00 Length =10.0 ft 3 0.823 0.380 1.000 1.000 1.000 1.000 U00 -2.32 652.10 792.49 1.10... •66.42 175.00 Length = 2.50 ft 4 0.233 0.380 1.000 1.000 1.000 1.000 1.000 -0.66 186.31 7W.33 . 0.P....96.42 175.00 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 .. • Length = 2.50 ft 1 0.192 0.195 1.000 1.000 1.000 1.000 1.000 -0.55 153.44 794V... ... 0.63 • 14.13 175.0a. Length =10.0 ft 2 0.678 0.313 1.000 1.000 1.000 1.000 1.000 -1.91 537.05 722.490 1.61* 54.70 115'OD' - Length =10.0 ft 3 0.678 0.313 1.000 1.000 1.000 1.000 1.000 -1.91 537.05 792749 * 0 0.90 ' 54.70 N5.00 • Length = 2.50 ft 4 0.192 0.313 1.000 1.000 1.000 1.000 1.000 -0.55 153.44 7j�t. t... 0.,r . • 54.70 •175.00 • +D+W+H 1.000 1.000 1.000 1.000 "" • • 96669 Length = 2.50 ft 1 0,109 0.110 1.000 1.000 1.000 1.000 1.000 -0.31 86.89 7S8.:3' • • 0.36.... 19.33 .11`;Q(?.' Length =10.0 ft 2 0.384 0.177 1.000 1.000 1.000 1.000 1.000 -1.08 304.13 79P.49 • 0.57.. :0.98 .l j�iQG.. Length =10.0 ft 3 0.384 0.177 1.000 1.000 1.000 1.000 1.000 -1.08 304.13 7.0J.49 .. 0.51 . 30.98 175.010 Length = 2.50 ft 4 0.109 0.177 1.000 1.000 1.000 1.000 1.000 -0.31 86.89 .Z8.33 ; 0.; 7 30.98 1751. +D+0.150Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 • • • • • • ..... • Length = 2.50 ft 1 0.222 0.226 1.000 1.000 1.000 1.000 1.000 -0.63 177.49 n9 .33 • 073 39.47 ;yQ.Q4 Length =10.0 ft 2 0.784 0.362 1.000 1.000 1.000 1.000 1.000 -2.21 621.22 79219 1:7 . • •.63.28 0175.00 • Length =10.0 ft 3 0.784 0.362 1.000 1.000 1.000 1.000 1.000 -2.21 621.22 792.49 1.05 • • • 63.28 175.00 Length = 2.50 ft 4 0.222 0.362 1.000 1.000 1.000 1.000 1.000 -0.63 177.49 798.33 0.35 63.28 175.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. -' Defl Location in Span Load Combination Max. "+^ Defl Location in Span 1 0.0000 5.714 D+Lr+W -0.0429 i 0.000 D+Lr+W 2 0.0693 4.490 0.0000 0.000 D+Lr+W 3 0.0673 5.714 0.0000 0.000 4 0.0000 5.714 D+Lr+W -0.0431 2.500 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 _ Support 2 Support 3 Support 4 Support 5 Overall MAXimum 1.674 2.881 1.674 D Only 0.420 0.723 0.420 Lr Only 1.008 1.734 1.008 W Only 0.246 0.423 0.246 D+Lr 1.428 2.458 1.428 D+W 0.666 1.146 0.666 D+Lr+W 1.674 2.881 1.674 Zi File: Z:@ENGINEERINGI@@ DESiNG1190102 Donovan Terrelonge Luisa TreilislS-CALCSIs-calcs.ec6 ig i Wood, Beam ENERCALC, INC.1983.2011, Suild:6.116.21Ver:6,11.6.23 Description : NEGATIVE WIND Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 800.0 psi E: Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb-Compr 800.0 psi Ebend-xx 1,400,Oksi Fc - Prll 1,300.0 psi Emin bend - xx • r,i 00.0ksi Wood Species Fc - Fv Perp 565.0 psi 175.0 psi • .... ...... ' • ; . Wood Grade Ft 4 75. 0 psi • • • • • • p 14.0 of ReJ�S'• • • Beam Bracing Completely Unbraced • • Repet4tive Memberiress Increase W(-0.0332)W(-0.0332) W(-0.0332) .. .. • �V` �ii + 3*...;. .. .. • A (2)2x10-------(2)2x10 (2)2x10 •., • •(2)2x10 .....': Span = 2.50 ft Span = 10.0 ft Span = 10.0 ft 2.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: W =-0.03320 , Tributary Width =1.0 ft Load for Span Number 2 Uniform Load: W =-0.03320 , Tributary Width =1.0 ft Load for Span Number 3 Uniform Load : W =-0.03320 , Tributary Width =1.0 ft Load for Span Number 4 Uniform Load: W =-0,03320 , Tributary Width =1.0 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 r- a 0.1291 Maximum Shear Stress Ratio = 0.059 : 1 (2)2x10 Section used for this span (2)2x10 101.86psi fv : Actual = 10.37 psi 792.49psi Fv : Allowable = 175.00 psi +D+W+H Load Combination +D+W+H 10.000ft Location of maximum on span = 10.000ft Span # 2 Span # where maximum occurs = Span # 2 0.000 in Ratio = 0 <360 0.000 in Ratio = 0 <360 0.006 in Ratio = 10444 -0.009 in Ratio = 12984 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN +D+W+H 1.000 Length = 2.50 ft 1 0.036 0.037 1.000 1,000 Length =10.0 ft 2 0.129 0.059 1.000 1.000 Length =10.0 ft 3 0.129 0.059 1.000 1.000 Length = 2.50 It 4 0.036 0.059 1.000 1.000 +D+0.750Lr+0.750L+0.750W+H 1.000 Length = 2.50 ft 1 0.027 0.028 1.000 1.000 Length =10.0 ft 2 0.096 0.044 1.000 1.000 Cr Cm_.eC t 1.000 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Summary of Moment Values Summary of Shear Values Mactual fb-design Fb-allow Vactual fv-design Fv-allow 0.10 29.10 798.33 0.36 101.86 792.49 0.36 101.86 792.49 0.10 29.10 798.33 0.08 21.83 798.33 0.27 76.39 792.49 0.12 6.47 175,00 0.19 10.37 175.00 0.17 10.37 175.00 0.06 10.37 175.00 0.09 4.85 175.00 0.14 7.78 175.00 .91 C-A- m Description : NEGATIVE WIND Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C F/V C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length =10.0 ft 3 0.096 0.044 1.000 1.000 1,000 1.000 1.000 0.27 76.39 792,49 0.13 7.78 175.00 Length = 2.50 ft 4 0.027 0.044 1.000 1.000 1.000 1.000 1.000 0.08 21.83 798.33 0,04.... 7.78 175,00 Overall Maximum Deflections - Unfactored Loads •....' *a**** Load Combination Span Max. " " Dell Location in Span Load Combination • • Max. "+" Dell •loQation in Span W Only 1 0.0057 0,000 . 0.0000 • • • • 5.7140 • • + • . 2 0.0000 0.000 W Only "•' • 0-0.0092 • 4.4% • 3 0.0000 0.000 W Only +...-0.0090.. 5.711 • • • • • W Only 4 0.0057 2.500 • • • , .' 0.0000: • • 5.714 • ..•.• Vertical Reactions - Unfactored Support notation : Far left is #1 •0alues in KIPS • •.. • Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 • • • • • • y , • • • . • Overall MAXimum -0.223 -0.384 -0.223 ;' • ; • W Only -0.223 -0.384 -0.223 • • • ; PLF STRUCTURAL ENGINEERS, INC. Project Narne CA # 30758 Project No.: 4960 SW 52nd ST, Suite #401, Davie, FL 33314 Calculated By: Ph: (954) 533-3237 Fax: (954) 533-2117 Checked By email: pfiallo@plfengineers.com 2 o c Sheet No.: B.C.R Date: P. F Date: Zly General Footing File: ZVENGINEERINGX@@ DESINGi190102 Donavan Terre"ejuisa TreilislS•GALCS1s-caltmec6 g ENERCALC, INC 1983.2011, Build:6.11.6.23, V®r6.11.6.23 Description : INTERIOR FOOTING (GRAVITY) General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth • 00 Analysis Settings Footing base depth below soil surface - 0 f Min Steel % Bending Reinf. = 0.00180 Allowablep pressure increase per foot 4dep* • •� •ksf • • �: • Min Allow % Temp Reinf. = 0.00180 when footing base is below Min. Overturning Safety Factor = 1.50 ; 1 • • • • • • • • • • • • • • • • Min. Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimensioA. •:.. Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dep" • . .ksf ; " •' ; Use ftg wt for stability, moments & shears : Yes when maximum length or width is gre; ter q • t • • • • • Include Pedestal Weight as DL No ...... ... 0 ..:.. • Dimensions .. .. • .. . ...... Width parallel to X-X Axis = 2.0 ft Z • : • : • . Length parallel to Z-Z Axis = 2.0 ft • • • • • • Footing Thicknes = 12.0 in Pedestal dimensions px : parallel to X-X Axis = 4.0 in pz : parallel to Z-Z Axis = 4.0 in Height = 5.0 in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcin Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Sizf = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.5 General Footing - ENeRCALC, INC. 1983-2011, 800,11.6.23, Ver:6.1 1�.73 j III NMI 131 Description INTERIOR FOOTING (GRAVITY) DESIGN SUMMARY Desip OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0,4531 Soil Bearing 0.9062kd 2.0ksf ~8~Lr+H PASS n/a Overturning X-X 0.0k-ft 08k-ft No Overturning PASS n/a Overturning -Z'Z O.Ok-ft 0.0k-ft No Overturning PASS n/a Sliding X-X 08k 08k No Sliding PASS n/a Sliding Z'Z O.Ok O.Uk No Sliding PASS n� Uplift O�Ok D 8k °°°° NVUplift. ° PASS 0,0219 ZFlexure (+X) 0.3438k-ft 15,494k-ft °°° ~t.OLr+0.°°° PASS 0.02219 ZFlexure <-0 0.3438k-ft 15.494k-ft + 01_r+O.§�Vl^ PASS 0D2218 XFlexure (+Z) 0.3438k-ft 15.494k-ft j.601-r+0,80N° PASS 0.02210 XFlexure (-Z) 03438k-ft 15.494k-ft +1,.60Lr+0. PASS 0.008028 1-way Shear (+X) 0J335poi 82.158poi 4601-r-iO. PASS 0,008828 1-way Shear (-X) 0J835 psi 82.158 psi °°° j60Lp08 °°°°° PASS 0.008828 1*myShe�� (� O7325pai 82.158psi °° �0L�0.00W° °°:,°° ° ° PASS 0.008928 1*v�Shear ('Z) OT335poi 82.158poi L�08°° °° PASS U83G12 2�myPunohing 5.934 psi 16432 poi ~�°°°°° D° � LpB. ° ° °UVV° Detailed Results °° ° Soil Bearing Rotation Axis & Actual Soil Bearing Stress 4d_hl /Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z _X _X Ratio X-X.+D 28 m/a OD 0.4727 0,4727 m/a ma 0.236 X'X.+D+Lr+H ZO n/a 0.0 0.9082 0.9062 n/a n/a 0.453 X'X. -i-M.750Lp0.758L~H 2.0 n/a 0.0 0.7078 0.7978 n/a n/a 0399 X-X.+O+W+H 2.0 n/a 0.0 0.5784 0,5784 m/a n/a 0280 X-X,~8~8J5OLp0.750L~OJ50W+H 2.0 n/a 0.0 0,8771 08771 ma m/a 0,439 ZZ+O 28 0.0 n/a n/a n/a 0.4727 04727 0.236 Z-Z,+D+LnH 2.0 OD n1a n/a n/a 0.0062 0.9062 0.453 ZZ.4]~OJ50Lr+O75UL~H 2.0 0.0 n/a n/a n/a 07978 07978 0.309 Z-Z,+O+W+H 2.0 0�0 n/a n/a n/a 0.5784 0.5784 0.280 Z-Z.~D+O.75OLn0.75QL+0.750YV+H 2.8 0.0 n/a n/a n/a 0.8771 0.8771 0,430 Overturning Stability Rotation Axis & Load Combination... Overturning Moment ResistingStability Footing Has NOOverturning SlidingAll units k Force Application Axis Combination... SlidingLoad Resisting Force Sliding SafetyRatio Status Footing Has N0Sliding Footing Flexure Flexure Axis & Load Combination Mu Which X-X.+1.40D 0.08589 +I Bottom 0.26 8ondino 0.4 15.494 OK X-X.+1.4UD 0.08589 'Z Bottom 0.26 8endino 0.4 15.404 OK X-X.+1.2UD+O.5Ob+1,OUL+1.6UH 0.1489 +I Bottom 0.26 Bandinn OA 15A94 OK X'X. +1,20D+0,5OLn1.606+1.80H 0.1488 -Z Bottom 0.20 Bondiou 04 15.484 0K X-X.~1.20D+1.8ULr+8.SOL 0.3144 +Z Bottom 026 Bnndinu 0.4 15.404 OK X-X.+1.2OD+1.GOLr+0.5QL 03144 -Z Bottom 0.26 B*ndinu 0.4 15.494 OK X-X.+1.2OO+1.00Lr+O.80N 0.3438 ~Z Bottom 0.26 Bondino 0.4 15,494 OK X-X.+1.28O+1.8ULr+8.O0YV 0.3438 'Z Bottom 0.20 8ondino 0.4 15.494 OK X-X.+1.28O+1�GOS~0.8OVY 0.103 ~Z Bottom 020 8endinn 04 15494 OK X-X,+1.2OD+l.SOS+U.8OVV 0,103 'Z Bottom 0.26 Bemdino 0.4 15.494 OK X-X.+1.2OD+O.5OLr+0.5OL+1.6UVV 0,2076 +Z Bottom 0.20 Bondino 0.4 15,494 OK X-X.~1.20O^0.5OLr+0.5OL4.SOVV 0.2076 'Z Bottom 0.28 8ondinn 04 15.494 OK X-X.+1.2OD+O.5OL~O.5OG+1.60W 0.1324 ~Z Bottom 028 8endinn 04 15,494 OK X-X.+1.20D+Q.SD�B.5OS+1.60N 0,1324 'Z Bottom 0.26 Bondino 0.4 15.404 UK X-X+O,AOD+180VV+1.GOH 0.114 +Z Bottom 020 Bondinn 0.4 15.494 OK z (40 Fc Otln File Z:4ENGINEERtNG1 DESIM190102 Donovan Terrelnnge_Luisa Trellls1S-CALCS%-calcs.ec6 In g ENERCALC, INC. 1983-2011,8uild:6.11,6.23, Ver:6.11.6.23 Description : INTERIOR FOOTING (GRAVITY) X-X. +0.90D+1.60W+1.60H 0.114 -Z Bottom 0.26 Bending 0.4 15.494 OK Z-Z. +1.40D 0.08589 -X Bottom 0.26 Bending 0.4 15.494 OK Z-Z. +1.40D 0.08589 +X Bottom 0.26 Bending 0.4 15.494 OK 27 File: Z:1@ENGINEERINGt@@DESING1190102 Donovan Term"e_Luisa TreHisiS-CALCS%-calcs.ec6 General Footing ENERCALC, INC.1983-2011, BuM.6.11.6.23, Ver.6.11.6.23 Description : INTERIOR FOOTING (GRAVITY) Footing Flexure Flexure Axis 8 Load Combination Mu Which Tension @ Bot As Req'd Gvm. As Actual As Phi*Mn Status k-ft Side ? or Top ? inA2 inA2 inA2 k-ft Z-Z. +1.20D+0.50Lr+1,60L+1.60H 0.1489 -X Bottom 0.26 Bending 0.4 15.494 OK Z-Z. +1.20D+0.50Lr+1,60L+1.60H 0.1489 +X Bottom 0.26 Bendina 0A 15 4 •. OK Z-Z. +1.20D+1.60Lr+0,50L 0.3144 -X Bottom 0.26 Bendina 0.4 1i,4 OK Z-Z, +1.20D+1.60Lr+0.50L 0.3144 +X Bottom 0.26 Bendina : 0.4,0. 15'494' "'©f;' Z-Z. +1.20D+1.6OLr+0.80W 0.3438 -X Bottom 0.26 Bendina "4 • 15.4D4 • • OK Z-Z.+1.20D+1.60Lr+0,80W 0.3438 +X Bottom 0.26 Bendina 040.400 4 ...A. Z-Z. +1.20D+1.60S+0.80W 0.103 -X Bottom 0.26 Bendina a GOA a . 15.494 OK. Z-Z. +1.20D+1.60S+0.80W 0.103 +X Bottom 0.26 Bendina 04 15.494 • • •3t4 • Z-Z.+1,20D+0.50Lr+0.50L+1,60W 0.2076 -X Bottom 0.26 Bendino .•O�d�•. VQ4'. OK Z-Z, +1.20D+0.50Lr+0.50L+1.60W 0.2076 +X Bottom 0.26 Bendina 'l7'4" 1'5.494' •';OK. Z-Z, +1.20D+0.50L+0.50S+1.60W 0.1324 -X Bottom 0.26 Bendina • .0 • • 15�*4 • • • 0014 Z-Z, +1.20D+0.50L+0.50S+1.60W 0.1324 +X Bottom 0.26 Bendina ..0 4.. 'f'5.411 : ...QK . Z-Z. +0.90D+1.60W+1.60H 0.114 -X Bottom 0.26 Bendina . "40 15.494 �If Z-Z. +0.90D+1.60W+1.60H 0.114 +X Bottom 0.26 Bendina • 0.4 • 15.49d K One Way Shear :...:. • • • • • • Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max • fti'Nn; Vp i PhL*Vn a S' ; +1.40D 0.1832 osi 0.1832 osi 0.1832 psi 0.1832 Dsi 0.1832 psi 82.158 osi '.:Q.QO*223 OK +1.20D+0.50Lr+1,60L+1.60H 0.3176 osi 0.3176 psi 0.3176 osi 0.3176 osi 0,3176 psi 82.158 osi 0.003866 OK +1.20D+1.60Lr+0.50L 0.6708 osi 0.6708 psi 0.6708 psi 0.6708 osi 0.6708 Dsi 82.158 psi 0.008165 OK +1.20D+1.60Lr+0.80W 0.7335 psi 0.7335 Dsi 0,7335 osi 0.7335 psi 0.7335 osi 82.158 osi 0,008928 OK +1.20D+1.60S+0.80W 0.2197 osi 0.2197 psi 0.2197 psi 0.2197 psi 0.2197 Dsi 82.158 osi 0.002674 OK +1.20D+0.50Lr+0.50L+1.60W 0.443 Dsi 0.443 psi 0.443 osi 0.443 Dsi 0.443 psi 82.158 Dsi 0.005391 OK +1.20D+0.50L+0,50S+1.60W 0.2824 psi 0.2824 osi 0.2824 Dsi 0.2824 Dsi 0.2824 Dsi 82.158 Dsi 0.003437 OK +0.90D+-1.60W+1.60H 0.2431 osi 0.2431 psi 0.2431 Dsi 0.2431 psi 0.2431 Dsi 82.158 osi 0.002959 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1,40D 1.482 Dsi 164,320s1 0,009022 OK +1.20D+0.50Lr+1,60L+1.60H 2.57 osi 164.32osi 0,01564 OK +1.20D+1.60Lr+0.50L 5.427 osi 164.32osi 0.03303 OK +1.20D+1.60Lr+0.80W 5.934 osi 164.32osi 0.03612 OK +1.20D+1.60S+0.80W 1.778 Dsi 164.32osi 0.01082 OK +1.20D+0.50Lr+0.50L+1.60W 3.584 Dsi 164.32osi 0.02181 OK +1.20D+0.50L+0.50S+1.60W 2.285 osi 164.32osi 0.0139 OK +0.90D+1.60W+1.60H 1.967 Dsi 164.320si 0.01197 OK General Fovtin �,�.�,��,.�,,,��,.,�,��4u,,,,�,.�„��,�.�.4 g ENERCALC, INC,1902011, Euild.6.11.6 3, Ve:6.116 23 Description : INTERIOR FOOTING(LIPLIFT) General Information Calculations per ACI 318.08, IBC 2009, CBC 2010, ASCE 7-05 Material Properties Soil Design Values f'c : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf y :Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 205.0 Q pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. _ • 0.10 • Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth ...... .,' '2.0 • �; Analysts Settings Footing base depth below soil surface • _ ft Min Steel % Bending Reinf. = 0.00180 Allowable pressure increase per foot o18fp1i'- ; • • . , ; Min Allow % Temp Reinf. = 0.00180 when footing base is below ...' • pksf ; • • • i` • Min, Overturning Safety Factor = 1.50 : 1 .... . .. ..... Min. Sliding Safety Factor = 1.50 : 1 Increases based on footing plan dimensiar',.... .... ..:.. ` Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot gf�8�t 0 • �tsf • Use ftg wt for stability, moments & shears : Yes when maximum length or width is gre ater� tt • . Include Pedestal Weight as DL No . • . 0 ; 0 Dimensions "`... Width parallel to X-X Axis = 2.0 ft z ` ` . • . ' Length parallel to Z-Z Axis = 2.0 ft Footing Thicknes = 12.0 in _ Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis = Height = Rebar Centerline to Edge of Concrete.. at Bottom of footing = 4.0 in 4.0 in 5.0 in 3.0 in Bars parallel to X-X Axis Number of Bars = 7.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Sizf - # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Awlied Loads General Footing Description : INTERIOR FOOTING(UPLIFT) DESIGN SUMMARY s • . • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.4531 Soil Bearing 0.9062 ksf 2.0 ksf +D+Lr+H PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k 40 SIWA9 PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS 2.954 Uplift 0.3840 k 1.134 k +MVet PASS 0.008115 Z Flexure (+X) 0.3144 k-ft 38.749 k-ft +1*2tb+*f.60Lr+0.50L � :....: PASS 0.008115 Z Flexure (-X) 0.3144 k-ft 38,749 k-ft -»1*2tb+1,60Lr+0V6 �. PASS 0.009289 X Flexure (+Z) 0.3144 k-ft 33.849 k-ft +1*2M+*1.60Lr+AL PASS 0.009289 X Flexure (-Z) 0.3144 k-ft 33.849 k-ft .. +.1.. +. .60Lr+0,V . ..... PASS 0.008165 1-way Shear (+X) 0,6708 psi 82.158 psi -'1*20b+1.60Lr-4V PASS 0.008165 1-way Shear (-X) 0.6708 psi 82.158 psi -r1*2tVt60Lr+0.50L' �. PASS 0.008165 1-way Shear (+Z) 0.6708 psi 82.158 psi +1.20D+T60Lr OU6.: • "" PASS 0,008165 1-way Shear (-Z) 0,6708 psi 82.158 psi �1.20D+1,60Lr+0450I_ :....: PASS 0,03303 2-way Punching 5.427 psi 164.32 psi +1'20D+f..60Lr+0Z06 Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual ! Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z •X •X Ratio X-X. +D 2.0 n/a 0.0 0.4727 0.4727 n/a n/a 0.236 X-X, +D+Lr+H 2.0 n/a 0.0 0.9062 0.9062 n/a n/a 0,453 X-X. +D+0.750Lr+0.750L+H 2.0 n/a 0.0 0.7978 0.7978 n/a n/a 0,399 X-X, +D+W+H 2.0 n/a 0.0 0,3767 0,3767 n/a n/a 0,188 X-X. +D+0.750Lr+0.750L+0.750W+H 2.0 n/a 0.0 0.7258 0.7258 n/a n/a 0,363 Z-Z. +D 2.0 0.0 n/a n/a n/a 0.4727 0,4727 0,236 Z-Z. +D+Lr+H 2.0 0.0 n/a n/a n/a 0.9062 0,9062 0.453 Z-Z, +D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 0.7978 0.7978 0,399 Z-Z. +D+W+H 2.0 0.0 n/a n/a n/a 0.3767 0.3767 0.188 Z-Z, +D+0,750Lr+0.750L+0.750W+H 2.0 0.0 n/a n/a n/a 0.7258 0.7258 0,363 Overturning Stability - Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status_ Footing Has NO Sliding _ Footing Flexure Flexure Axis & Load Combination Mu Which _ Tension @ Bot. As Req'd Gvm. As Actual As Phi*Mn Status k-ft Side ? or Top ? inA2 inA2 inA2 k-ft X-X. +1.40D 0.08589 +Z Bottom 0.26 Bendina 0.93 33.849 OK X-X. +1.40D 0.08589 -Z Bottom 0.26 Bendina 0.93 33.849 OK X-X. +1.20D+0.50Lr+1.60L+1.60H 0.1489 +Z Bottom 0.26 Bendina 0.93 33.849 OK X-X. +1.20D+0.50Lr+1.60L+1.60H 0,1489 -Z Bottom 0.26 Bendina 0.93 33.849 OK X-X. +1.20D+1.60Lr+0.50L 0,3144 +Z Bottom 0.26 Bendina 0.93 33.849 OK X-X, +1,20D+1.6GLr+0.50L 0,3144 -Z Bottom 0,26 Bendina 0.93 33.849 OK X-X. +1.20D+1.60Lr+0.80W 0.2878 +Z Bottom 0.26 Bendina 0.93 33.849 OK X-X. +1.20D+1.60Lr+0.80W 0.2878 -Z Bottom 0.26 Bendina 0.93 33,849 OK X-X. +1.20D+1.60S+0.80W 0,04695 +Z Bottom 0.26 Bendina 0.93 33.849 OK X-X, +1.20D+1,60S+0.80W 0.04695 -Z Bottom 0.26 Bendina 0.93 33.849 OK X-X. +1.20D+0.50Lr+0.50L+1.60W 0.09554 +Z Bottom 0.26 Bendina 0.93 33.849 OK X-X, +1.20D+0.50Lr+0.50L+1.60W 0.09554 -Z Bottom 0.26 Bendina 0.93 33,849 OK X-X. +1.20D+0.50L+0.50S+1.60W 0,02029 +Z Bottom 0,26 Bendina 0.93 33.849 OK X-X, +1.20D+0.50L+0.50S+1.60W 0,02029 -Z Bottom 0,26 Bendina 0.93 33.849 OK X-X. +0.90D+1.60W+1.60H 0.001884 +Z Bottom 0.26 Bendina 0.93 33.849 OK GLt1�t'�l.F{�O ll1 File:Z*ENGINEERINGt DESING1190102Donavan Tenlord LuisaTreilis\$-CALC$ts-�cs.ec6 g ENERCALC, INC.1983-2011, Build:6.1 1 .6.23, Ver (i,11.6.23 Description : INTERIOR FOOTING(UPLIFT) X-X. +0.90D+1.60W+1.60H 0.001884 -Z Bottom 0.26 Bendina 0,93 33.849 OK Z-Z. +1AD 0.08589 -X Bottom 0.26 Bendina 1.09 38.749 OK Z-Z. +1.40D 0.08589 +X Bottom 0.26 Bendina 1.09 38.749 OK • • • • • • • • • • • • • as •• •• • •••••• • a • r • • • • • •••••• •••••• • • • • • • • a • • �1 General Footing Fie:Z:1@ENGINEERINGI@@DESING1190102Donovan Teerelonge luisaTrellislSZALCSts-calm.ec6 g ENERCALC, INC. 1983.2011,Build:6.11.6.23, Ver.6.11.6.23 Description : INTERIOR FOOTING(UPLIFT) Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Side ? or Top ? in12 in^2 in12 k-ft Z-Z, +1.20D+0.50Lr+1.60L+1,60H 0.1489 -X Bottom 0,26 Bendina 1.09 38.749 OK Z-Z. +1.20D+0.50Lr+1.60L+1.60H 0.1489 +X Bottom 0.26 Bendina 1.09 38.749 OK Z-Z. +1.20D+1,60Lr+0.50L 0.3144 -X Bottom 0,26 Bendina 1.09 38,.M4 * OK Z-Z, +1.20D+1.60Lr+0.50L 0.3144 +X Bottom 0.26 Bendina . 1.09. UiQ9.' Z-Z, +1.20D+1.60Lr+0.80W 0.2878 -X Bottom 0.26 Bendina . J 0 ; 38.449� Z-Z. +1.20D+1.60Lr+0.80W 0.2878 -+X Bottom 0.26 Bendina 1.09 • 38.., iXt Z-Z, +1.20D+1.60S+0.80W 0,04695 -X Bottom 0.26 Bendina ' 1.W o t6.749 •' • me Z-Z. +1.20D+1.60S+0.80W 0.04695 +X Bottom 0.26 Bendina .1'09.. 38.749 OKe Z-Z. +1.20D+0.50Lr+0.50L+1.60W 0.09554 -X Bottom 0.26 Bendina 006 .39.749. Z-Z. +1.20D+0.50Lr+0.50L+1.60W 0.09554 +X Bottom 0.26 Bendina •.1".' 38,1" • pit Z-Z, +1.20D+0.50L+0.50S+1.60W 0,02029 -X Bottom 0.26 Bendina • •1 • • 3 .Zj49 OK* Z-Z. +1.20D+0.50L+0.50S+1.60W 0.02029 +X Bottom 0.26 Bendina 1�0 • .3 .7ft. "K Z-Z. +0.90D+1.60W+1.60H 0.001884 -X Bottom 0.26 Bendina 9'h.d9' 38.749 • • •' Z-Z. +0.90D+1.60W+1.60H 0.001884 +X Bottom 0.26 Bendina ;'ice• 38.749 CK One Way Shear . . 0 ....;. Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max ; Ptµ To Vu / Phi*Vn w +1.40D 0.1832 Dsi 0.1832 osi 0.1832 osi 0.1832 osi 0.1832 osi ' • 81158 A .00'.OD223 ' Oe +1.20D+0.50Lr+1,60L+1,60H 0.3176 osi 0.3176 osi 0.3176 osi 0.3176 osi 0.3176 osi 82.158 osi • •Q.803866 OK +1.20D+1.60Lr+0.50L 0.6708 osi 0.6708 osi 0.6708 osi 0.6708 osi 0.6708 osi 82.158 osi 0.008165 OK +1.20D+1.60Lr+0.80W 0.614 osi 0,614 osi 0.614 osi 0.614 osi 0.614 osi 82.158 psi 0.007473 OK +1.20D+1.60S-480W 0.1002 osi 0.1002 psi 0.1002 osi 0.1002 osi 0.1002 psi 82.158 osi 0.001219 OK +1.20D+0.50Lr+0.50L+1.60W 0.2038 psi 0.2038 osi 0.2038 psi 0.2038 osi 0.2038 psi 82.158 psi 0.002481 OK +1.20D+0.50L+0.50S+1.60W 0.04328 osi 0.04328 psi 0.04328 osi 0.04328 osi 0.04328 osi 82.158 osi 0.000527 OK +0.90D+1.60W+1.60H 0.004019 osi 0.004019 psi 0.004019 osi 0,004019 osi 0.004019 psi 82.158 psi 4.9e-05 OK Punching Shear ---------- All units k Load Combination... Vu Phi*Vn Vu i Phi*Vn Status +1.40D 1.482 osi 164.32Dsi 0.009022 OK +1.20D+0.50Lr+1.60L+1.60H 2.57 osi 164.32Dsi 0.01564 OK +1.20D+1.60Lr+0.50L 5.427 Dsi 164.32osi 0,03303 OK +1.20D+1.60Lr+0.80W 4.967 osi 164.32Dsi 0.03023 OK +1.20D+1.60S+0.80W 0.8104 osi 164.32osi 0.004932 OK +1.20D+0.50Lr+0.50L+1.60W 1.649 Dsi 164.32osi 0.01004 OK +1.20D+0.50L+0.50S+1.60W 0.3502 psi 164.32Dsi 0.002131 OK +0.90D+1.60W+1.60H 0.03251 psi 164.32osi 0,000198 OK