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RC-15-1587 (2) PermitIvo. RC-6-15-1587 �sHO1 s y,� Miami Shores Village M Permit Type:Residential ConstructlOn 10050 N.E.2nd ANE venue Perillit Work Classification.,Add lti!)11/Alteration Miami Shores,FL 33138-0000 Permit Status:APPROVED- Phone: (305)795-2204 FCONZ Issue Date:3/3/2016 Expiration: 08/30/2016 Project Address Parcel Number Applicant 9879 NE 13 Avenue 1132050090490 Miami Shores, FL Block: Lot: JACQUELINE BARRANTES Owner Information Address Phone Cell JACQUELINE BARRANTES 9879 NE 13 Avenue (917)698-2863 MIAMI SHORES FL 33138- 9879 NE 13 Avenue MIAMI SHORES FL 33138- Conitractor(s) Phone Cell Phone SLATE CONSTRUCTION GROUP, LLC (305)877-0947 Valuation: $ 229,577.00 w...... ........ .� Total Scl Feet: 856 Approved:In Review Available Inspections: Comments: Inspection Type: Date Approved::In Review Final PE Certification Date Denied: Drywall i Type of Construction:REMODELING OF BATHROOMS& Occupancy: Miscellaneous Stories: Exterior: Window Door Attachment Front Setback: Rear Setback: Tie Beam Left Setback: Right Setback: Final Bedrooms: Bathrooms: Framing Plans Submitted: Certificate Status: Insulation Certificate Date: Additional Info: Truss Insp Bond Return: Classification:Residential ColumnsFoundation Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Window and Door Buck Bond Type-Owners Bond $500.00 Fill Cells Columns CCF $138.00 Invoice# RC-6-15-56119 Wire Lathe CO/CC Fee $50.00 03/09/2016 Check#: 1791 $8,521.93 $-441.00 Review Electrical DBPR Fee $103.31 06/25/2015 Check#:925 $360.00 $81.00 Review Building DCA Fee $103.31 03/09/2016 Credit Card $81.00 $0.00 Review Building Education Surcharge $46.00 Bond#:3007 Review Building Miscellaneous Fee $200.00 Review Structural Permit Fee $6,887.31 Review Structural Plan Review Fee(Engineer) $120.00 Review Structural Plan Review Fee(Engineer) $120.00 Review Structural Plan Review Fee(Engineer) $160.00 F.Termite Letter Plan Review Fee(Engineer) $120.00 F.Elevation Certificate Plan Review Fee(Engineer) $120.00 Review Plumbing Scanning Fee $111.00 Review Plumbing Technology Fee $184.00 Review Planning Total: $8,962.93 Review Mechanical � Declaration of Use - March 09, 2016 Authorized ignatur :Ow r 4Apicant / ractor / Agent Date Building artme tpy March 09, 2016 2 ��ir10/^_1=ik/�9oo.;o S✓66e.+i�- G/zr q✓o -� �'/C�i✓CJ�='S&r.�n_..� 279,577-� �� 37 cc>o.en fly--_S✓_r_�? .:�c. FDG 2a1 n y #� r i 1 k � c E t i 1 4 James F. Blagl i. E Consulting Engineer Date: April 1, 2016 ' t RE: Street"Address: 9879 NE 13th Ave, Miami Shores, FL Permit Number: G Contractor: Bodax Foundation, Inc. inspection Performed: 37 Helical Piles with 10" by 10"by 112" Plates and L Four Nelson Studs I f To whom it may concern: 1 have,been retained to perform a special inspection per Florida Building-Code t 2014. 1 have inspected 37 Helical Piles with 10" by 107bv 112" Plates and Four Nelson Studs on April 1. 2016 and found the work was done, substantially in E accordance with the applicable portions of the permitted construction documents as delineated in the special building inspection plan and the Florida Building Code High Velocity Hurricane Zone, and all shop drawings, surveys, certificates 'i j and product approvals were on site at the time of the inspection. � t Ir,, .aa,:as�arty r, G.4 17467 r � 1 7 f 1916 NE 45TH STREET,SUITE 9107 FT.LAUDERDALE,FL 33308 PH/FAX 954 776 8064 ., 1 r HELICAL PIERS INSTALLATION LOG Cr. Piles I.D. Type of Specified Torque Installed Torque Penetration Number&Size No: No: Pier QFt. Lbs): (FtLbs): (ft): of helical: Kips: 41112016 1 P-1 Helical 5466(1300) 5466 28 12" 14" 24 Plate 21 P-2 Helical 5466(1300) 5466 28 12" 14" 24 Plate 3 P-3 Helical 5466(1300) 5466 20 12" 14" 24 Plate 4 P-4 Helical 5466(1300) 5466 24 12" 14" 24 Plate 5 P-5 Helical 5466(1300) 5466 17 12" 14" 24 Plate 6 P-6 Helical 5466(1300) 5466 28 12" 14" 24 Plate 71 P-7 Helical 5466(1300) 5466 28 12" 14" 24 Plate 8 P-8 Helical 5466(1300) 5466, 28 12" 14" 24 Plate 9[--P-.g Helical 5466(1300) 5466 20 12" 14" 24 Plate 10 P-10 Helical 5466(1300) 5466 21, 12" 14" 24` Plate 11 P-11 Helical 5466(1 300)' 5466 30 12" 14" 24 Plate 12 P-12 Helical 5466(1300) 5466 32 12" 14" 24 Plate 13 P-13 Helical 5466(1300) 5466 32 a 12" 14" 24 Plate 14 P-14 Helical 5466(1300) 5466 35 12" 14" 24 Plate 15 P-15 Helical 5466(1300) 5466 38 12" 14" 24 Plate 16 P-16 Helical 5466(1300) 5466 32 12" 14" 24 Plate _ 17 P-17 Helical 5466(1300) 5466 32 12" 14" 24 Plate 18 P-18 Helical 5466(1300) 5466 32 12" 14 24 Plate 191 P-19 Helical 5466(1300) 5466 32 12" 14" 24 Plate 20 P-20 Helical 5466(1300)• 5466 31 12" 14" 24 Plate Project: Almeida-Barrantes Residence Load: 12 Tons ,a�''�3 G Z) Contractor: Slate Construction Misc. Info: Plate 16 x 10 x 112"w14 NS '•t` F l Address: 9879 NE 13th Avenue Miami Shoresr - _ - ;-�y OF ]cit HELICAL PIERS INSTALLATION LOG Cr. Piles I.D. Type of Specified Torque Installed Torque Penetration Number&Size No: No: Pier, (Ft. Lbs): (FtLbs): (ft): I of helical: Kips; 1 P-21 Helical 5466(1300) 5466 25 12"• 14"' 24 Plate! 2 P-22 Helical 5466(1300) 5466 36 12" 14" 24 Plate 3 P-23 Helical 5466(1300) 5466 27 12" 14"' 24 Plate! 4 P-24 Helical 5466(1300) 5466 28 12" 14"' 24 Plate 5 P-25 Helical 5466(1300) 5466 28 121' 14"'-- 24 Plate 6 P-26 Helical 5466(1300) 5466 3 - 121' 14" 24 Plate 7 P-27 Helical 5466(1300) 546618 12." 14" 24 Plate 81 P-28 Helical 5466(1300) 5466 28 12" 14" 24 Plate g P-29 Helical 5466(1300) 5466 28 12" 14" 24 Plate 10 P630 Helical 5466(1300)' 5466 28 12" 14" 24 Plate 11 P-31 Helical 5466(1300) 5466 31 12" 14" 24 Plate 12 P-32 Helical 5466(1300) 5466 29 12" 14" 24 Plate 13 P-33 Helical 5466(1300) 5466 28 12" 14" 24 Plate 141 P-34 Helical 5466(1300) 5466 18 '12" 14" 24_ Plate 15 P-36 Helical 5466(1300) 5466 30 12" 14" 24 Plate 16 P-36 Helical 5466(1300) 5466 31 12" 14" 24 Plate 171 P-37 Helical 5466(1300) 5466 29 .12" 14" 24 Plate 18 - 19 20 Project: Load: Contractor:— -Misc:.-Info: Address: !` 1r OF !CJ ; ` 14 (n)AVA+ t . ?2A o ?3-7- - 3� Tc-7 C-) o � W . pi ?21 Pia o ?,3q 0 la�d�7�Ae�a.. ?z5 y� a � r i ISO - �cyMQ4i �yQm TESTING 6 ENGINEERING SERVICES.INC a FIELD DENSITY TEST REPORT Client: Slate Construction Date: August 30, 2016 7178 SW 47 Street Job: D- 1608168 ' Miami, FL 33155 Project Name: Residence Pro'ect,Location: 9879 NE 13 Avenue, Miami Shores, FL PROCTOR DATA Proctor Max. Dry Optimum Soil-Description No. Densi ( cf) Moisture(%) 109310 Lime Sand W/Lime Rock j 127.6 7.3 Required Compaction(%) 95% 71 Test-DepthPenetration (it►ches):. 8" FIELD DENSITY TEST RESULTS [Test Proc. ,_ Lift' Dry % %o Test Location- Result 10. No. No. Density 'Moist. `Comp. 1 109310 Center of Southwest Addition—Building Slab Final 126.6 8.0 99.2 Pass 2 109310 Center of Southeast Addition—Building Slab Final 127.47.9 99.8 Pass 3 109310 Center of Front Terrace—Building Slab Final 126.9 7.6 99.4 Pass Comments: VMB Vtesarr' 3 1 I Professional Engineer No.63107 State of Florida ,Q ` 13370 SW 131st Street, Suite 105,Miami,FL. 33186 (305) 259-9779 Y 15 Notice of Preventative Treatments for Termites (As required by Florida Building Code(FBC) 104.2.6) TARGET Pest Contr 1 305-262-2322 F Address of Treatment or Lot/Block of Treatment f z9 D e:. .. Time A licator /Product Used Chemical used (active ingredient) Number of gallons applied Percent Concentration Area treated (square feet) Linear.feet treated Stage of treatment(Horizontal, Ver teal,Adjoining Slab, retreat of disturbed area) As per 104.2 61—Itsoil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment, initial and date this line E f C:\Documents and Settings\iegMLocal Settings\Temporary Intemet Files\OLK177C\Treatment Notice.doc Miami ShoresVillage JAN A 2016 Building Department , ' - I 1 �Ir�r - ' 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 �Y'— - ° ` Tel:(305)795-2204 Fax:(305)756-8972 J INSPECTION LINE PHONE NUMBER:(305)762-4949 g k FBC 201' C BUILDING Master Permit No. i E PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL i I ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION ❑ SHOP ( Q� Q CONTRACTOR DRAWINGS ( JOB ADDRESS: 1 N I-R- . t a City: Miami Shores County: Miami Dade Zip: 33131 Folio/Parcel#: I 1-32( ""00 - 01401 CIs the Building Historically Designated:Yes NO a Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder):`�� Phone#:��1 !! 'a�'6 3 'Address: City: IM.A(itimy State: Zip: ?3)7 ^L; r i Tenant/Lessee Name: Phone#: IU�"!� i Email:�G� O1"Q=-,C44M F E CONTRACTOR:Company Name:SSI W CLDS�Mfip� ky l �� 1(L Phone#: Address: a M' S w -- St U 1}'1tr° F City: I('gym State: r� Zip: 33 IS % Qualifier Name:�Jo so n Scl nCKQ-L Phone#:�3-no y nDq State Certification or Registration#: C_BC I 2tQ 7[q,3 Certificate of Competency#: ( DESIGNER:Architect/Engineer: Phone#: 1 Address: 2 ��/ � ity: State: 1�LlLip: ° �J '31119r- Value of Work for this,Permit:$ .299 �1�� Square/Linear Footage of Work: I;y/'Yid E � , Type of Work: VAdditio ❑ Alteration ❑ New ❑ Repair/Replace Demolition Description of Work: 4 IJ i i I Specify color of color thru tile: i Submittal Fee$96a.0 n Permit Fee$ CCF$ �Jl�-�� CO/CC$ Scanning Fee$ - dn7 0 4 Radon Fee$��3. DDJBPR$ 3 Notary$ Technology Fee$49y; A!940 4 Training/Education Fee$ 7�ir Q d Double Fee$ Structural Reviews$IM-40 ///1•,Q[� 17-,O-jw/y"A Bond$ TOTAL FEE NOW DUE$ f (Revised02/24/2014) y ' r r t , Bonding Company's Name(if applicable) f Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address I City State Zip F f Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has 1 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..... I - OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the,building permit is issued. In the absence of such posted notice, the inspection will not be ap ved and a reinspection fee will be charged. Signature Signature JWwERo AGENCONTRACTORThe foregoing instras ack wl ged before me this The for going instrument was acknowledged before me this day of��VI rQI IA 20 �by 2Y day of J1111164 A 1 20 1 U by fA olPIinC Barraft who is personally known to QJpn�nche who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: ) Sign: Sign: Print: KinPrint: Seal: : , M L OLSEN t'= MY COMMISSION#FF2017A Seal:MY COMMISSION#FF201728 EXPIRES Febru19,2019 ••,,�,, EXPIRES February 19,2019 (4& ase-0153 Fane. Servree.com (401)398-0153 F"I Serv".com APPROVED BY d" ` L'�P Plans Examiner Zoning tlj Structural Review Clerk (Revised02/24/2014) I SNORES P soon Miami shores Village Tee 0 - Building Department tORiD 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305)756.8972 CONTRACTORS' REGISTRATION IF CONTRACTOR IS A FLORIDA STATE CERTIFIED CONTRACTOR: A.N,/COPY OF QUALIFIER'S STATE LICENCES B.�✓ `COPY OF LOCAL BUSINESS TAX RECEIPT C. 1/ COPY OF LIABILITY INSURANCE* D. COPY OF WORKERS COMPENSATION INSURANCE* (Workers Compensation EXEMPTION must have NOTICE TO OWNER form and Contractor Affidavit) i IF CONTRACTOR HAS A MIAMI DADE COUNTY CERTIFICATE OF COMPETENCY: i A. COPY OF CERTIFICATE OF COMPETENCY OF QUALIFIER B. COPY OF LOCAL BUSINESS TAX RECEIPT C. COPY OF STATE REGISTERED CONTRACTOR LICENSE OR MIAMI DADE COUNTY 'MUNICIPAL CONTRACTOR'S TAX RECEIPT. ' D! COPY OF LIABILITY INSURACE* f E. COPY OF WORKERS COMPENSATION INSURANCE* (Workers Compensation EXEMPTION must have NOTICE TO OWNER form and Contractor Affidavit) *YOUR INSURANCE COMPANY MUST ISSUE A CERTIFICATE AS FOLLOW: [ ' k Certificate Holder: MIAMI SHORES VILLAGE BLDG DEPT 10050 NE 2ND AVE MIAMI SHORES, FL 33138 Certificate must specify the description of operations or contractor license numbef. ■■rrrrr.■rrrrr�rr��rrrr�rrrrrrrr a rrrrrrrrrrrrrrrrrrrrrrrrrrrr■.�rrrrrrrrYYirrrrrrrirrrrrrrr BUSINESS NAME: _QRfC (OV\SAYUIS. ion 2a))A o,LLL BUSINESS ADDRESS: Qq SLO l A+" X S� 4}{ '(CITY IV O.r i STATE FL . ZIP BUSINESS PHONE:L305 )_8 11 - OqQ FAX NUMBER Lj CELL PHONE( o )2!��• q001' QUALIFIER'S NAME: J(sbn R. fAR QUALIFIER'S LIC NUMBER; C?)C I 2_(oO1'43 y 1 RICK SCOTT, GOVERNOR KEN LAWSON, SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD CBC1260743 The BUILDING CONTRACTOR -`� Named below IS'CERTIFIED ' •>. Under the provisions of Chapter 489 FS. .�`''0'WS Expiration date: AUG 31, 2016 SANCHEZ,.JASON RAFAEL ,.,;,, k; -SLATE-CONSTRUCTION GRDUP, LLC "` •' 11353 SW 87TH,TERRACEs �"` , MIAMI ` . ..,_ ,FL 33173 x •.��,,` r• ISSUED: 11/03/2015 DISPLAY AS REQUIRED BY LAW SEo# L1511030001239 Local Business Tax Receipt Miami—Dade County, State of Florida -THIS IS NOT ABILL-DO NOT PAY LBT 7196719 BUSINESS NAME/LOCATION RECEIPT NO. `P SLATE CONSTRUCTION GROUPNEW BUSINESS SEPTEMBER E0, 2016 { INC 7479029 7178 SW 47 ST STE B Must be displayed at place of business MIAMI, FL 33155 Pursuant to County Code Chapter BA-Art.9&10 OWNER SEC.TYPE OF BUSINESS PAYMENT RECEIVED SLATE CONSTRUCTION GROUP INC 196 SUB-GENERAL BLDG BY TAX COLLECTOR C/O JASON R SANCHEZ PRES CONTRACTOR 75.00 01/28/2016 Worker(s) 1 CBC1260743 0229-16-003997 This Local Business Tax Receipt only confirms payment of the Local Business Tax.The Receipt is not a license, permit,or a certification of the holder's qualifications,to do business.Holder must comply with any governmental or nongovernmental regulatory laws and requirements which apply to the business. . The RECEIPT N0.above must be displayed on all commercial vehicles-Miami-Dade Code Sec 8a-276. MM®-2For more information,visit Iwww.miamidade,gpvRaxcollector t I t t it,. DATE(MM/OD/YYYY)� ,'AC4 CERTIFICATE OF LIABILITY INSURANCE 11/17/15 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed. if SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: ANA MARIA PARRA Progresso Insurance&Multi Service (PA N o Ex • (954)404-7658 Fa No): (954)342-9662 9041 Pembroke Road EDD E anamaria@progressoins.com Pembroke Pirie,,FL 33025 INSURERS AFFORDING COVERAGE NAIC# Phone (954)404-7658 Fax (954)342-9662 INSURER A: GRANADA INSURANCE INSURED INSURER B Slate Construction Services INSURER C: 7178 SW 47th Street Suite B INSURER D: I Miami,FL 33155 (786)239-4004 INSURER E INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. ILTRR TYPE OF INSURANCE ADD V POLICY NUMBER MM/DDY EFF MM%DOnYYY LIMITS GENERAL LIABILITY EACH OCCURRENCE s 1,000,000.00 © COMMERCIAL GENERAL LIABILITY DAMAGE TO RENTED 100,000.00 PREMISE�Ea occurrence $ ❑ ❑ A CLAIMS-MADE ❑ OCCUR Y 0185FL00054643 11/19/2015 11/19/2016 MED EXP(Anyone person - $ 5,000.00 F1 PERSONAL&ADV INJURY $ 1,000,000.00 ❑ GENERAL AGGREGATE O$ 2,000,000.00 GEN'L AGGREGATE LIMIT APPLIES PER: _ PRODUCTS-COMP/OP AGG $ © POLICY 11 PRO_ ❑ LOC $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Ea accident) $ ❑ ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED❑ AUTOS AUTOS BODILY INJURY(Per accident) $❑ NON-OWNED PROPERTY DAMAGE F-1 $ HIRED AUTOS ❑ AUTOS Per accident ❑ ❑ $ ❑ UMBRELLA LIAB ❑OCCUR EACH OCCURRENCE- $ ❑ EXCESS LIAB ❑CLAIMS-MADE' AGGREGATE $ ❑ DED ❑ RETENTION$ $ WORKERS COMPENSATION11WC ST% ❑OTH- AND EMPLOYERS'LIABILITY YIN OR ANYPROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $ OFFICER/MEMBER EXCLUDED? N/A (Mandatory In NH) El E.L.DISEASE-EA EMPLOYE $ K es,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ I 1 DESCRIPTION OF OPERATIONS/LOCATIONS I VEHICLES (Attach ACORD 101,Additional Remarks Schedule,If more space Is required) license#CBC1260743 I t I CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Miami Shores Village BLDG Dept. THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN 10050 Northeast 2nd Ave ACCORDANCE WITH THE POLICY PROVISIONS. l Miami Shores,FL 33138r AUTHORIZED REPRESENTATIVE ANA MARIA PARRA o ©1988-2010 ACORD CORPORATION.i All rights reserved. ACORD 25(2010/05)QF The ACORD name and logo are registered marks of ACORD I ACOO CERTIFICATE OF LIABILITY INSURANCE r ATE(MM/DD/YYYY) 3/3/2016 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(les)must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). CONTACT PRODUCER SUNZ Insurance Solutions, LLC. ID: (Ally) NAME:: Melissa Ash 90 Ally HR, Inc.HiPHONE 904-739-2722 ac No: 904-262-2760 9016 Philips Highway E-MAIL Jacksonville, FL 32256 ADDRESS: mash matrixonesource.com INSURERS AFFORDING COVERAGE NAIC# INSURER A: SUNZ Insurance Company 34762 INSURED INSURER B: Aspen Re-London-Best Rating"A+" Ally HR, Inc. 9016 Philips Hwy INSURER C: Chaucer Syndicate-Lloyds-Best Rating"A+" Jacksonville FL 32256 INSURER D: Faraday Syndicate-Lloyds-Best Rating"A+" ( INSURER E: INSURER F COVERAGES CERTIFICATE NUMBER: 28845650 REVISION NUMBER: ' THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR I ADDL SUBR POLICY EFF POLICY EXP LTR TYPE OF INSURANCE WV1n POLICY NUMBER MM/DD/YYYY MM/DD/YYYY LIMITS COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE , $ CLAIMS-MADE 7 OCCUR DAMAGE TO RENTED PREMISES Ea occurrence $ MED EXP(Any one person) ) $ PERSONAL&ADV INJURY G $ GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ POLICY❑ PRO- JECT LOC PRODUCTS-COMP/OP AGG $ 1 OTHER: $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ Ea accident ANY AUTO BODILY INJURY(Per person) $ OWNED SCHEDULED (Per Per accident AUTOS ONLY AUTOS BODILY INJURY ) $ HIRED NON-OWNED PROPERTY DAMAGE $ AUTOS ONLY AUTOS ONLY Per accident UMBRELLA LIAB OCCUR EACH OCCURRENCE $ EXCESS LIAB CLAIMS-MADE AGGREGATE $ DED RETENTION$ $ A WORKERS COMPENSATION WCPE0000032302 1/1/2016 1/1/2017PER OTH- AND EMPLOYERS'LIABILITY Y/N ✓ STATUTE ER ANYPROPRIETOR/PARTNER/EXECUTIVEACH ACCIDENT $ 1,000,000 OFFICER/MEMBER EXCLUDED? ❑ E.L.L N/A (Mandatory In NH) E.L.DISEASE-EA EMPLOYEE $ 1,000,000 If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ 1,000,000 B Workers Compensation This is for informational purposes C Excess Coverage and nothing shall create any right D under such reinsurance., DESCRIPTION OF OPERATIONS I LOCATIONS/VEHICLES (ACORD 101,Additional Remarks Schedule,may be attached if more space is required) Coverage provided for all leased employees but not subcontractors of:Slate Construction Services LLC Effective date:5/9/2015 CERTIFICATE HOLDER CANCELLATION 9189 Miami Shores Village SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE g THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN 10050 N.E. 2nd Ave ACCORDANCE WITH THE POLICY PROVISIONS. Miami Shores FL 33138 AUTHORIZED REPRESENTATIVE J Glen J Distefano ©1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25(2016/03) The ACORD name and logo are registered marks of ACORD 28845650 I Master Certificate I Candice McDowell 1 3/3/2016 3:15:51 PM (EST) I Page 1 of 1 f Miami- Shores Village g r JUN 25 2015 Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 I `�: Tel:(305)795-2204 fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 200 BUILDING Master Permit No-7kn Is' y5 Vl • T PERMIT APPLICATION' Sub Permit No. -OUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: oil -:1-01 alE A 5-1' T 1 V e, i s ( ,(o y-e-S City Miami Shores County: Miami Dade Zi Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple'Titleholder): 6 r Ulf 0 AIM 6 OL A" Phone : q I &q 8'46(0 3 CIS"I 8 �q PE 1 6_W mt, City: 0,(Y ' kf),(eS State: F.(_ Zip: 3 313 (f p Tenant/Lessee Name: Phone#: Email: . 1 CONTRACTOR:Company Name: Phone#: Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration#: Certificate of Competency M I J. o �, 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 Description of Work: r 0 Specify color of color thru tile: Submittal Fee$_ 20A• 0�) Permit Fee$ CCF$ SCO/CC$� +. Scanning Fee$ r 4 - Radon Fee$ DBPR$ Notary$ f `. Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ ( W•00 Bond$ TOTAL FEE NOW DUE$ ! (Revised02/24/2014) i Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City d State Zip t. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all-work will be performed to meet the'standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC; PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Sig�n:at'tu'e, W ERorAGENT + � f' z` CONTRACTOR .4 ^ ' The foregoing i ent was acknowledged before me this "The foregoing instrument was acknowledged before me this C96 day of 20 , by day of 20 by Q_EwwtsJ� "�who is personally known to who is personally known to me or who has produced f'L �Q1�f� LIe)E�- s me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: Seal: BtOZlEO/60sandx3 �p OSL9SL dd uassiW O Aw Seal: Z31eAiV e1pUIS v epuo�j jo aie�s oiignd tieioN and y� +Snr APPROVED BY Plans Examiner l Zoning Structural Review Clerk" •- (Revised02/24/2014) i SNORES Miami Shores Village some Building Department 9 10050 N.E.2nd Avenue , �oRNA Miami Shores, Florida 33138 I Tel: (305)795.2204 Fax: (305) 756.8972 OWNER BUILDER DISCLOSURE STATEMENT NAME: , G� b-"YCA& DATE: a �5 ADDRESS: ` 'ZP'e (. GUYVI � L t 3 3 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;l 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. 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. I Initial 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 5. 1 understand that,as the owner-builder,I must provide direct,onsite supervision of the construction. Initial_ 6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence.It is my responsibility to ensure that the persons whom I employ have the license required by law and by 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. I,as an owner-builder, may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner-builder and am aware of the limits of my insurance coverage for injuries to workers on my property. Initial_ J I.,_/ 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 9. 1 agree that,as the party legally and financially responsible for this proposed Construction activity,I will abide by all applicable laws and requirement that govern owner-builders as well as employers.I also understand that the Construction must comply with all applicable laws,ordinances,building codes, and zoning regulations. Initial 10. 1 understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service,the United States Small Business Administration,and the Florida Department of Revenues.I also understand that I may contact the Florida Construction Industry Licensing Board at 850.487.1395 or http://www.mvfloridalicense.com/dbpr/pro/cilb/index.html Initial 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: atm 313 S 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. Initial Licensed contractors are regulated by laws designed to protect the public.If you contract with a person who does not have a license,the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court.It is also important for you to understand that,if an unlicensed contractor or employee of an individual or firm is injured while working on your property,you may be held liable for damages.If you obtain an owner-builder permit and wish to hire a licensed contractor,you will be responsible for verifying whether the contractor is properly licensed and the status of the contractor's workers compensation coverage. ' Before a building permit can be issued,this disclosure statement must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit.A copy of the property owner's driver license,the notarized signature of the property owner,or other type of verification acceptable to the local permitting agency is required when the permit is issued. Was acknowledged before me this o26 day of `JZ , 20 ' By JfP4 � 0E— C BAJAMho was personally known to me or who has Produced there License or vC� l,�u as identification. OnE R NOTARY 9lOZJEO/60se�!dx3 ,pv+o U0SZ99t JJ uo!ss!wwoDAyy sd , zaJeAIV e1pulS ep!JoU to alelg o!!Qnd tieloN i nieN> m i TESTING 6 ENGINEERING SERVICES.INC FIELD DENSITY TEST REPORT Client: Slate Construction Date: March 28, 2017 7178 SW 47 Street Job: D- 1703172 Miami, FL 33155 Pro'eet Name: I Residence P>ro 'pct'Lorp ' P: : 9879 NE 13 Avenue, Miami Shores,FL PROCTOR DATA Proetor F Max.Dry i Optimum + No: Soil"Descripf on Densi ( c . Moisture 109729 Brown Sand W/Coral Rock 112.8 10.3 Required Com ,action (% 95% Test Depth Penetration (inches):' 12" FIELD DENSITY TEST RESULTS Test Proc. Lift Dry % Test Location Result No. ` � No. � F No. Density,., Moist. Comp.,,� 1 109729 Master Bedroom Stairs Footing 108.6 9.0 96.3 Pass 2 109729 North Area of Deck Footing 108.0 8.9 95.8 ' Pass 3 109729 South Area of Deck Footing 108.4 9.1 96.I' A Pass f Comments: VMB Ve 31Ic� 1 ) Professional Enginee Nr o.63107 State of Florida 7 4 13370 SW 131" Street, Suite 105,Miami,FL. 33186 (305)259-9779 a as Miami Shores Village x Building Department 10050 NE 2"4 Ave. Miami Shores, FL 33138 I 305-795-22041 Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I(We)have been retained by Mrs. Barrantes to perform special inspector services under the Florida Building Code Sth Edition(2014)and Miami Dade County Administrative Code at the 9879 NE 13 Ave. project on the below listed structure as of 03-01-2016 (date).I am a registered architect/professional engineer licensed in the State of Florida. Process Number: RC15 1587 ll4 / see* V Special Inspector for Reinforced Masonry,Section 2122.4 of the FBC 51h Edition(2014) ••• •••••• •••••• _Miami Dade County Administrative Code,Article II Section 8.22 Special Inspector for •• If o .• _Trusses>35 ft.long or 6 ft.high •••;•• • ...... _Ste ramin9 and Connections welded or bolted •••• •••• • e .... .... ..... . . _foil- Compaction •••••• • ' ••••• Precast Attachments •• •• •• •• ••••••• i _Roofing Applications,Lt Weight.Insul.Conc. • _Other •••••• •• . •••• Note: Only the marked boxes apply. •••• The following individual(s)employed by this firm or me is authorized representative to perform inspection* 1 Mohammad Taghioff 2.. Nemesio Arbelo 3. Raul Yasona 4. Sergio Fagundo { *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect:graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I(we)will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I(we),understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections,as required by the Florida Building Code,must be performed by the Miami Shores Building Department.Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further,upon completion of work under each Building Permit,I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a led statement indicating that,to the best of my knowledge,belief and professional judgment t se ortions of the,project outlined above meet the intent of the Florida Building Code a e in subst ia] ccordance with the approval plans. j Engineer/Architect Name Tanya Homleid P.E./Optimus Structural I Signed an4 e ed Print Design LLC Date: 03- -2016 Address7850 NW 146 Street, Suite 305 Miami Lakes, FL 33016 PE: 61706 / SI: 7021292 I � a ,SxoRh Miami Shores Village F�J, Building Department 10050 NE 2nd Ave-., Miami Shores, FL 33138 305-795-22041 Fax 305-756-8972 E NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. t I(We)have been retained by Jacqueline Barrantes to special inspector services under the.Florida I Building Code 5th Edition(2014)and Miami Dade County Administrative Code at the 9879 N.E. 13th Avenue project on the below listed structure as of 03/02/16 (date). I am a registered arch itectlprofessional engineer licensed in the State of Florida. Process Number: Special Inspector for Reinforced Masonry,Section 2122.4 of the FBC 5th Edition(2014) ,•••• _Miami Dade County Administrative Code,Article 11 Seciion 8-22 Special Inspector for '..' ; • ...... .. .. ...... � _Trusses>35 ft.long or 6 ft:high e , _Steel Framing and Connections welded or bolted .... .... ;••••; Y Soil.Compaction •�' "" "'•• —Precast Attachments •• •• .. .. ...... _Roofing Applications,Lt.Weight. Insul.Conc. _Other , : ••• • 1 :....: Note:Only the marked boxes apply, • • The following individual(s)employed by this firm or me is authorized representative to perform inspection* 1. William Grimes,BN3124 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by j education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect:graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. } I(we)will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. ¢ I(we),understand that a Special Inspector inspection log for each building must be displayed in a ' convenient location on the site for reference by the Miami Shores Building Department Inspector: All mandatory inspections,as required by the Florida Building Code,must be performed by the Miami Shores Building Department.Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further,upon completion.of work under each Building Permit,I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that,to.the best of my knowledge;belief and t professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approval plans. l Engineer/A+ehiteet Name _ Mark A. Mesiano, P.E. 48202 Signed anSealed 1`," ' Print I Date: _ `2,l6 Address 250 S.W. 13th Ave.,Pompano Beach FL 33069 6 I 4 + one dib smiami architecture + design REQUEST FOR CLARIFICATION 02.12.2016 PROJECT ADDRESS:9879 NE 13 Avenue,Miami FL,33138 PERMIT NUMBER: 15-1587 T Date Y µ critique F Request for Clarification t ODB Response Submitted Number 2-12-16 5 Provide a code legend.Code In effect,Level of Afteratlon,Construction Type,Use and Provided. See Sheet SP-1 Occupancy. Single family home should be classified as R-3 According to the information provided on the plans,this project should be classified as a level 3 alteration. Sheet SP-1.Design should also comply with the requirements of the Mlaml Shores Village Code of Ordinance,Not North Miami. 2-12-16 8 Existing building undergoing a Level 3 Alteration should comply with Chapter 8 of the 2010 Florida Complied Building Code Existing Building.Additions should comply with Chapter 10. 2-12-16 10 Provide Structural Plans with details and specifications for the project. See attached Structural Plans(S Sheets) 2-12-16 11 The plans provided are Incomplete.Provide a complete set of plans with details and Complied specifications as required under section 102.7 of the 2010 Florida Building Code and Section 8-10 of the Miami Dade County Code. 2-12-16 12 Do Not Remove Voided Sheets,Cloud in all changes. Complied N/A According to the Information provided on the plans,the kitchen Is to be done by others.The See Sheets A-1,A-9 with kitchen details. kitchen shall be Included within the scope of work for this or should be completely omitted from the plans by showing existing kitchen conditions to remain. VA •• ••• • • • • • •• • •• • • • • ••• • • ••• • ••• ••• • •• • • •• • • • • • • •• • •• • • • • -5582 NE 4th Ct Suite 7A Miami FL 33137 www onedbmiami.com ph 786 762-6949 ••• • • • ••• • • f FORM 405-10 : FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING. CONSTRUCTION Florida;Department of Business and Professional.Regulation- Residential Performance Method Project Name: Remodeling at 9879 NE Builder Name: P.G�C IGTVEIJ Street: 9879 NE 13th Avenue Permit Office: JUN 2015 City,State,Zip: Miami Shores,FL,33138- Permit Number. Owner: Almeida Barrantes Jurisdiction: 231000. Design Location: FL Miami BY: .1. New construction or existing Addition 9. Wall Types(3607.5 sgft.) insulation Area 2. Single family or multiple family Single-family a.Concrete Block-Int insul,Exterior R=4.1 3102.00 ft= b.interior Wall,Interior R=4.1 276.75.ft2 .3. Number of units,if multiple family 1 c.Concrete;Block-int Insul,'Ad Adjacent z 1 R=41 228:25 ft 4. Number of Bedrooms(Bedrins In Addition) 5(2) d.NIA R= ft2 5. Is this a worst case? No 10.Ceiling Types (3738.0 sgft.) Insulation Area a._Under Attic(Vented) R=30:0 3738.06 ftz 6 Conditioned floor area above grade(ftp) 3738 b.IIIA R EIF Conditioned floor area below grade(ft) 0 _ c.NIA, R= 000,••• ftz 11.Ducts 9 9 •�•• 99999 7. ndows(814A sgft.) Description Area a ft' ft' Sup:Attic,Ret:Attic;AH:Maig..•, ; 9:9 9 6 175 .• a. U-Factor Dbl,U=0,6 814.39 ft� b.,Sup: Attic,Ret:Bedrooms;AH:•tW1goms '•,• ;S 24§•••;• SHGC:-. SHGC=0:30 • b..U-Factor. NIA t 2 12.Cooling systems •••••• kBtu/hr • Efficient••••• SHGC- a.Central Unit •••••• 48.�1•St�R:f$0� • c. U-Factor NIA b.Central Unit . 0000 48 tf 88MR:16.00•;9 9• 900999 0 000 00090 SHGC: d. U-Factor. WA fP 13-Heating systems ..•.•• k8tulhr., Ebciencx 9 9 0 0 0 :. a:Electric Strip Heat ••9.9• 34.%COP:1.00 ;•• BHGC: b.Electric Strip Heal • 34.1COP:1.00 • Area Weighted Average overhang Depth: 5.494 ft. • ' :..•0 9 •... •••• Area Weighted.Average.SHGC: 0.300 14.Hof water systems-SupplemerQal fgr%gdition 8. Floor Types (3738.0 sgft) Insulation Area a.Electric •• •` Ap:649attong • ° a.Crawispace R=19.0- 3738.00 ft=' � EP:0.920 ._ b. Conservation features b.NIA R= tts None c.NIA` R= ft= 15.Credits Pstat Glasi*loor Area: 0.218 -TotalProposed Modified Loads: 81.49. i; Total Standard Reference Loads; 109.65 ASS .I hereby certify,that the pians and specifications covered by,. Review of the plans and C `C1 ST�tG' this calculation are in compliance with the Florida Energy specifications covered by this o Code. calculation indicates compliance = tic+ with the Florida Energy Code. t�� PREPARED BY' ._._ _.�i9,� '-- -_.._�',�l� � Before construction is completed DATE ..._..................._._.__ __ _ this building will be,inspected for " compliance with Section 553.908 s I hereby certify that this building,as designed,is in compliance Florida Statutes. r� r with the Florida Energy Code. Gal#WE OWNER/AGENT:-. .__-.___..__.._.................................... -_---- BUILDING OFFICIAL: ---- DATE __.................. ...... ___00__0_0 --__.___ ....._._ __ DATE: _.__...... _.._____._..._._._-... ......_....____� - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 5115/2015 9:59 AM EnergyGauge@)USA-FlaRes2010 Section 405.4:1 Compliant Software Page 1 of 6 PROJECT Title: Remodeling at 9879 NE Bedrooms: 5 Address Type; Street Address Building Type: User Conditioned Area 3738 Lot# Owner. Almeida Barrantes Total Stories: 1 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 9879 NE 13th Avenue Permit Office: Cross Ventilation: County: Miami-Dade Jurisdiction: 231000 Whole House Fan: City,State,Zip: Miami Shores, Family Type: Single-family FL, 33138- New/EIsting: Addition Comment: o CLIMATE / IECC Design Temp Int Design Temp Heating Design, Daily Temp. �I Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range _ _:__._ .__. _ . . .__ ._._.__ ._ .._..__....__.__._ _.... _ ._._..._................ _ __ . .-- _............. . .... FL,Miami FL MIAMI_1NTL AP 1 51 90 70 75 149.5 1 56 Low BLOCKS ` Number' NameArea Volume ----............_ -- • • • • t Bkickl, 1784 16056 •••i•• • • • 2 Block2 1954 17586 ••••• •• • • SPACES. Number Name Area Volume Kitchen Occupants. Bedrooms InfiWDe o oRnished 4•Cooled , Heated 1 Main 1784 16056 • • • •••••• Yes 6 1 1 Yes ••••7es Yes 2 Bedrooms 1954 17586 No 5. 4 1 0••0 -es •f00* :YeS •0Yes • FLOORS # Floor Type Space Perimeter Perimeter R-Value -Area Joist R Value Tile Wood Carpet f f 1 Crawlspace Main 205.5 ft 0 1784 tt2 19 0 1 0 �✓ 2 Crawlspace, Bedrooms 241.75 ft 0 1954 ft2 19 0 1 0 ROOF / Roof Gable Roof Solar' SA Emitt .Eniitt Deck Pitch # Type Materials Area Area_ Color Absor. Tested Tested Instil. (deg) _ 1 Hip Flattile/slate 3939ft2 Oft= Medium 0.72 No._____ 0:9No -0 18.4 ATTIC # Type Ventilation Vent Ratio`•(1 in) ' Area RBS IRCC . ............__.______�_ __.__.._......._.._...._...._...........___--r_..___.._.___._._.._....._.__..._.._..__._:..-__._._....__._. Ve ,_ _ __......._......_.__.___ __.__...__........._..._..._..._..__.._- _____._._._.._............_-._..... 1 Full attic nted 300 3738 fie N N h. 5/1512015 9:59 AM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6 CEILING # Cemirig Type -- Space R-Value Area Framing Frac --- Truss Type..........................._ _ _._..__......-- - ............_._ .... __ _ 1 Under Attic(Vented) Main 30 1784 ft2 0.11 Wood 1 : 2 Under Attic(Vented) Bedrooms 30 1954 ft2 0.11 Wood WALLS / Adjacent S ace Cavity Width Height Sheathing Framing Solar Below ...._..._-p WR ___.___Anea�-R Value:._..Fraction........Absor.._._.Grade%_ 1 S Exterior Concrete Block-Int InsulBedrooms 4.0999 94 8 9 852.0 ft= 0 0.75 0 2 E Exterior Concrete Block-Int InsuBedrooms 4.0999 18 3 9 164.3 ft2 0 0.75 0 3 N Exterior Concrete Block-Int InsuBedrooms 4.0999 13 11 9 125.3 ft2 0 0.75 0 4 N Exterior Concrete Block-Int InsuBedrooms 4.0999 42 9 9 384.8 ft= 0 r 0.75 0 C_5 N Exterior Concrete Block-int InsulBedrooms 4.0999 6 9 54.0 ft2 0 I 0.75 0 r✓ '6 W Exterior Concrete Block-int InsuBedrooms 4.0999 18 9 9 168.8 ft2 0 0.75 0 7 E Exterior Concrete Block-Int InsuBedrooms 4.0999 7 9 63.0 ft2 0 0.75 0 :8 E Exterior Concrete Block-Int Insul Main 4.0999- 25 1 9 225.8 ft2 ••• 0.75 Q 9 S Exterior Concrete Block-int Insul Main 4.0999 4 4 9 39.0 ft2 : • • 4 0.75 ....4 _10 E Exterior Concrete Block-1nt Insul. Main 4.0999 12 7 9 113.3 ft2 :0.75 V 11 N Exterior Concrete Block-IM Insul Mairi 4.0999 56 5 9 5Q7.8 ft2 •••i•• p ,• 0.75 • 0, •••••• 12 S Exterior Concrete Block-int Insul, Main 4.0999 13 11 9 125.3 ft2 .0.75 0� 13 S Exterior Concrete Blocq-Int Insul Main 4.0999 6 9 54.0 ft2 0 0.75 • 14 W Exterior Concrete Block-Int Insul. Main 4.0999, 25 9 225,0 ft2 •• •• i :0.75 ....4. • 15 N Garage Concrete Block-int Insul Main 4.0999 25 5 9 228.8 ft2 •* 0 • 0.75 060 ✓ 16 N Bedroom Interior Wal! Main 4.0999 30 9 9 276.8 ft2 0` b---:-0.75 • 4 • . • DOORS • # Qmt Door Type Space Storms U-Value Width Height Area ............ .._.__._... ------- __...__.................._..._.,_._._....._ .. Ft-_-in----Ft--_......_in_ T+�' t W Wood Main None .46 7 4 7 51.3 ft2 d 2 N Wood Main None .46 3 7 21 ft2 WINDOWS Orientation shown is the entered;Proposed orientation. Wall Overhang Depth Separation, Int S V _ # Omt 10 Frame Panes NFRC U-Factor SHGC .Area fiakie Screening ✓~ 1 S 1 Metal Double(Tinted) Yes 0.65 0.3 13.0 ft2 3 ft 0 in 2 ft 0 in Roller shade None 2 S 1 Metal Double(Tinted) Yes 0.65 0.3 68.0 ft2 3 ft 0 in 2 ft 0 in Roller shade None 3 S 1 Metal Double(tinted) Yes 0.65 0.3 24.9 ft' 3 ft 6 in 2 ft 6 in Roller shade None 4 S 1 Metal Double(Tinted) Yes 0.65: 0.3 8.7 ft2 3 ft 6 in 2 ft S in Roller shade None f 5 S 1' Metal Double(Tinted) Yes 0.65 0.3 28.0 ft2 3 ft 6 in 2 ft 6 iri Roller shade None 6 S 1 Metal Double(Tinted) Yes 0.65 0.3 21.0 ft2 3 ft 6 in 2 ft 6 in Roller shade None 7 E 2 Metal Double(Tinted) Yes 0.65 0.3 81.7 ft2 8 ft 6 in 2 ft 6 in Roller shade None k` 8 N 3 Metal Double(Tinted) Yes 0.65 0.3 28.0 fe 3 ft 6 in 2 ft 6 in Roller shade None 9 N 4 Metal Double(Tinted) Yes 0.65 0.3 54.8 ft2 3 ft 0 in 2 ft 0 in Roller shade None A/ _ 10 N 5 Metal Double(Tinted} Yes 0.65 0.3 28.0 ft2 25 ft 6 in 2 ft 0 in Roller shade None 11 W 6 Metal Double(Tinted) Yes 0.65 0.3 33.3 ft2 3 ft 0 in 2 ft 0 in Roller shade None -b'�- 12 E 7 Metal Double(Tinted) Yes 0.65 0.3 8.8 ft2 3 ft 0 in 2 ft 0 in Roller shade None "5!15!2015 9:59 AM EnergyGauge(D USA-FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 i WINDOWS Orientation shown is the entered,Proposed orientation. / Wali Overhang # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation`- Int Shade Screening _ 13 E 8 Metal Double(tinted)�� Yes 0.65 0.3 136.5 ft2 3 ft 0 in 2 ft 0 in Roller shade None T- 14 E 10 Metal Double(Tinted) Yes 0.65 0.3 84.0 ft' 3 It 6 in 2 ft 6 in Roller shade None 15 N 11 Metal Double(Tinted) Yes 0.65 0.3 16.0 ft2 3 ft 6 in 2 ft 6 in Roller shade None 16 N 11 Metal Double(Tinted) Yes 0.65 0.3 21 A ft2 3 it 0 in 2 ft 0 in Roller shade None //// 17 N 11 Metal Double(Tinted) Yes 0.65 0.3 48.0 ft' 3 ft 0 in 2 ft 0 in Roller shade None / 18 N 11 Metal Double(Tinted) Yes 0.65 0.3 6.9 ft' 3 ft 6 in 2 It 6 in Roller shade None V. 19 S 13 Metal Double(Tinted) Yes 0.65 . 0.3 28.0 ft2 25 ft 0 in 3 ft 0 in Roller shade None 20 W 14 Metal Double(Tinted) Yes 0.65 0.3 75.8 f12 6 ft 0 in 2 ft 0 in Roller shade None GARAGE # Floor Area Ceiling Area Exposed Wail Perimeter Avg.Wali Height Exposed Wall insul......... _L 1 595.33641 ft2 595:3364 96 ft 11,66 it i INFILTRATION •�. • # Scope Method SLA CFM 50 ELA EgLA ACH ""'ACH 50 ' i•••• 1 Wholehouse Best Guess .0005 4902.4 269.14 50615, .345 '•••a ,7434: ••• ••••• HEATING SYSTEM , System Type Subtype:, Efficiency Capacity • Block aivat�. Electric Strip Heat None COP-1 34.1 kBtulhr • • • 1 • _.• 2 Electric Strip Heat None COP_1 34.1 kBtulhr • • ' •' 2: 'sys#2 COOLING SYSTEM' # System Type .__ Subtype Efficiency. Capacity Air Flow _SHR_ Block Ducts 1 Central Unit Split SEER:16 48 kStu/hr 1440 cfin 0.75 1 sys#1 2 Central Unit . None SEER:16 ,.48 kBtu/hr 1440 cfm 0.75 2 sys#2 HOT WATER SYSTEM System TypeSubTYPe . Location EF c?? use-_.._._...................SetPnt -Conservation _._.._.._._..__- _....._....._...................._...._.......____•. 1 Electric None Bedrooms 0.92 65 gal 80 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF ............................... __.__. _._ ---_...._...............,....--.----•-._____ _.__................................. None None ft2 c on 5/2015 9:59 AM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 6 DUCTS / -Supply--- Return— Air CFM 25 CFM25 HVAC# �/ # Location R Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Coot T 1 Attie 6 175 ftAttic 93.45 ft Default Leakage Main (Default) (Default) 1 1 4 2 Attic 6 245 fN Bedrooms 93.45 ft Default Leakage Bedrooms (Default) .(Defauft) 2 2 TEMPERATURES Programable Thermostat:Y Ceiling Fans: Mar Apr May Jun Oct Nov Dee Cooling eat ng Jan Feb Mar Apr May rl Jun Jul ri AugAug Sep Oct Oct l��Nov Dec Venting Jan Feb C]Mar _. . ......._..................._........._._........_........._.._..........._....__................... __..--- - - ......_..._............................................. ... – — Thermostat Schedule. HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 _.�_.. _. ..........._..............................._.__._............._....__......._.............._......_._..__..._._.w...........---..._........_. -_..._....................._._..._......_.._..... Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 d Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) M: 66 68 fib 66 66 68 68- 68 68 68 68 68 68 68 68,. 68 68 68 68 66 66 • t i i j J 5/15/2015 9:59 AM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 6 FORM 405-10 Florida Code Compliance-Checklist Florida Department of Business and Professional Regulations Residential Whole Building Perforrimance Method ADDRESS: 9879 NE 13th Avenue PERMIT#: Miami Shores, FL, 33138- MANDATORY REQUIREMENTS SUMMARY-See individual code sections for full details. COMPONENTSECTION SUMMARY OF REQUIREMENT(S) CHECK _.............. _._._.__........_..-- -__--____.._.__..__......_....._---------- Air -.____._.Air leakage 402.4 I To be caulked,gasketed,weatherstripp ed or otherwise sealed. P Recessed lighting IC-rated as meeting ASTM E 283.Vltindows and i doors=0.30 cfmJsq.ft.Testing or visual inspection required. Fireplaces: gasketed doors&outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.42. l Thermostat& i 403.1 At least one thermostat shall be provided.for each separate heating and controls cooling system.Where forced-air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load._ Ducts 403.2.2 i All ducts, air handlers,filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall f be considered ducts or plenum chambers, shall be constructed and•...i 1 sealed irraccordance with Section 503.2.7.2 of this cods. .... ... .. I 1403.3.3 Building framing cavities shall.not be used as supply duetw.:•• •'• ••• • Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efliai;c cies in., Table 403.4.3.2: Provide switch or clearly marked circum bwager l (electric)or shutoff(gas).Circulating system pipes insulated ha=R-2• .«• . i +accessible manual OFF switch. 000000 .• . .•'• •. ._.......... _........ __--_.. _ __ __ —_.:.-. :.__..__�_� _ ___.__.__ • Mechanical i 403.5 Homes designed to operate at positive pressure or withyneChonical. • ventilation stems shall not exceed the minimum ASHUAE 62 leveC"•" � � ventilationsystems 1 j No make-up air from attics;crawlspaces, garages or outdobrs:adjacent... to pools or spas. .. »...__._.__....._.__..._..f_..__.............._....._........................__... ...._...__.__....._�.__..:_ - .._._._-_..__._._.__...__._--.._......................................._........_....-......... _......-. _.._.._..............{........_...........-:_........... _........ Swimming Pools , 403.9 Pool pumps and pool pump motors with a total horsepower(HP)of= 1 { &Spas I HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor-retardant covers or a liquid cover or other means proven to reduce heat loss except if 70%of heat from site-recovered energy.Off/timer switch required. Gas heaters minimum f thermal efficiency=78%-(82%after 4116/13). Heat pump pool heaters minimum-COP=4.0. Cooling/heating 403.6 1 Sizing calculation performed&attached.Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special E equipment l occasion cooling or,heating capacity requires separate system or I variable capacity system. Electric heat>10kW must be divided into two i or more stages. Ceilings/knee walls 405.2,1 R-19 space permitting. 5/1512015 9:59 AM EnergyGauge®USA-PlaRes2010 Section 405.4.1 Compliant Software Page 6 of 6 i ENERGY PERFORMANCE LEVEL (EPL.) DISPLAY CARD ESTIMATED ENERGY-PERFORMANCE INDEX* = 74 The lower the EnergyPerformance index,the more efficient the home. 9879 NE 13th Avenue, Miami Shores, FL, 33138- 1. New construction or existing Addition 9. Wall Types Insulation i Area 2. Single family or multiple family Single-family a.Concrete Block Int Insul,Exterior R=4.1 '3102,00 ft2 b.Interior Wall,interior R=4.1 276.75 ft2 3..Number of units,if multiple family 1 c.Concrete Block-Int insul,Adjacent R=4.1 228.75 ft2 4. Number of Bedrooms 5(2) d.N/A R= ft2 5. Is this a worst case? No 10.Ceiling Types Insulation Area: a.Under Attic(Vented) R=30.0 .3738.00 ft2 6.-Condkioned floor area(ft2) 3738 b.NIA R_ ftz 7. Windows*" Description Area c.NIA R- ft2 a. Y-Factor. Dbl,U=0.65. 814.39 1`12 11.Ducts R ft2 a:Sup:Attic;Ret:Attic,AH:Main 6 175 SHGC SHGC--0Z0 b.Sup: Attic,Ret:Bedrooms,AH:Bedrooms 6 245 b. U-Factor. N/A ft2 SHGC: 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a.Central Unit 48.0 SEER:16.00 SHGC: b;Central Unit 48.0 SEER:16.00 d. SH or. NIA 13.Heating systems kBtu/hr Efficiency Area Weighted Average Overhang Depth: 5.494 ft. a.Electric Strip Heat 34.x,.CpP:1.00 b.Electric Strip Heat 34.1 COP:1.00 Area Weighted A%7e ge SHGC: 0.300 •••• ...... 14.Hot waters systems-Su I "•'• '• 8. Floor Types Insulation Area ys pp emental�dr adttition a.Crawispace R=19.0 3738.00 ft2 a.Electric ••• •• dap:95 gallons.••••• b.NIA R= •••••• .EF:0.92. c.NIA R= b.`Conservation features •... •. • . it . None .... 0 .. ..... 15.Credits •••••• • ••• Pstat••i••• • 1 certify that this home has complied with the Florida Energy Efficiency Code for Building 0 ••• �tB Sp ••• • Construction through the above energy saving features which will be installed(or exceeded) •• �a� A '© • in this home before final inspection. Otherwise,a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zap: , 5& *Note: This is not a Building Energy,Rating. If.your Index is below 70,your home may qualify for energy efficient mortgage(EEM)incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge„web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation;contact the Florida Building Commission's support staff: **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGaugeS USA-FlaRes2010 Section 405.4.1 Compliant Software r F ASHRAE HANDBOOK 2004 FUNDAMENTALS VOLUME, BUILDING CHAPTER 26 COOLING LOAD CALCULATIONS: REMODELING AND ADDITION AT: 9879 NE 13th Avenue AREA: 3,738 SQ,FT. Miami Shores.FL 33138 DATE: 0510 6115 COOLING LOAD CALCULATIONS: SUMMARY PER ACCA MANUAL"J" xq 7y nt�r '-55V �^1' ?r 4 xX`* °S _.• r`'tt y,s -� , .J'.'..r ,..n... .✓J„+r�,�:�..4'i.,..�_. ,a,�.0 ..a.?�zr..,,�..,... ... .,?. ,_u:u.F.v�`:s:J: CONDITIONS: INSULATION: 91 FOB,79 FWB,OUTSIDE WALLS R-4.1 76 FDB,50-60%RH,INSIDE ROOF R30 TRANSMISSION: COOLING LOAD, BTUH SENSIBLE LATENT WALLS: Q=AREA-U(THER.COEFF.)`Tdeq Q= 3102 x 3.1 9616 Q= 505.6 x 1.2 607 DOORS: Q= 72.3 x 8.6 622 ROOF Q= 3738 x 2.1 7850 SOLAR (DOUBLED TINTED GLASS) GLASS Q= AREA-FACTOR(OSF`SH.COEFF.) 0000 N Q= 202.7 x 32.425 6573 • • W Cr-- 109.1 x 48.595 5302 •0• 0000 •0 00:0 E Q= 311 X 50.914 15834 •• 0 •••:00 •• S Q= 191.6 x 46.137 8840 •0000• •• • 0.0••0 • •000•• • • • •0000• INTERNAL HEAT GAIN: 0••• •• • • • 0000 • •• ••0•• PEOPLE Q=#PEOPLE'FACTOR 00:0% • ••• 00,000 SEN. Q= 6 x 300 1800 •• •• •• • •�0••• LAT. Q= 6 x 230 16"0000 • •0 POWER Q=AREA'FACTOR(APPL) • • 0 0 0% • • Q= 3738 X 3. 11214 • • 0 0000•• TRANSMISSION: Q=#PEOPLE-CFM'T.DIFF'FACTOR) SEN. Q= 6 15 15 1.08 1458 0=#PEOPLE'CFWT.D1FF.•FACTOR) LAT. Q= 6 15 5o 0.68 12240 DUCT HEAT GAIN: Q=FACTOR(R-6pD.LG1100 Q= 1.4 1200 175 100 2940 SENSIBLE TOTAL 72655 LATENT TOTAL 13896 GRAND TOTAL(SEN.+LATENT)= 86551 Manual J:8th Edition Residential Heat Loss and Heat Gain Calculations Page 1 r r ASHRAE HANDBOOC,2004 FUNDAMENTALS VOLUME, BUILDING CHAPTER 26 COOLING LOAD CALCULATIONS: 3 +:'�`,�},'stkxd_�z"��.�5�`~�^`!�vi��a,,tc'x.,�,vu�3",�t�i'�:...fy'�,a.,ik�fl. '..ae��4�.wx...�..��:k�� .�a'�:v,.',_��...'¢�`".w,:1_,�`i.�7...�:�:.":'�.r....�.,.�1-• HEATING LOAQ CALCULATIONS � ,°�w r � �,}N a.y?'+$ L 2„ ' '.. � i. Y ft ,s k v �•'� �-..'" fr'y �3 J�r�y Ydc.��?�li.J.� F-.}? ^f't 4• CONDITIONS: 70FDB,INSIDE HEATING LOAD,KW 47FDB,OUTSIDE HEATING: TRANSMISSION: Q=AREA,FACTOR(U FACT'TEMP DIFF.) GLASS: Q= 824.39 X 29 23907 WALLS: Q= 3102 X 4 12408 F ROOF: Q= 3738 X 0.9 3364 I VENTILAn0N: Q=FACTOR'CFM•T.DIFF.1FACTOR (-)INTERNAL HEAT GAIN(L.P.A,) 0000 SENSIBLE i ••� 0000 ••�•�• Q= 1.08 3200 0.4 23 - 17412 14383 •• • •••• • n 0000•• •• • 0000•• • HUM LOAD 0.0.00 • • • Q=FACTOR'SHD'CFM •••• 0000 ••I • • • Q= 0.67 10 3200 0.4 8576 •••• • •• ••••• 00:00:• • • ••• ••••• DUCTHEATLOSS 000• •00 0 0000•• 0=FACTOR(R-6rD.LG/1000 000000 • •• Q= 1.4 900 420 I 1000 529 0 • • • 0000 •••�• • 0000•• TOTAL 63168000 0", 909 :0000: OR 18.52 0.00 • EQUIPMENT SIZING: BASED ON THE COOLING AND HEATING LOAD CALCS. USE(2)4 TON A/C DNIT101,000 BTUH TOTAL%79,000 BTUH SENS.(3200 CFM)(SEER-16.0)(108.73%) RHEEM 14AJM49A C.U.&RHPN-HM4824JA AIR HANDLER WITH STRIP HEATERS 20 KW NOTE:OR EQUIVALENT EQUIPMENT Cesar A-Mem P Tonal Engineer Lic. o 6 5 F 5) ,7276 Manual J:8th Edition Residential Heat Loss and Heat Gain Calculations Page 2 ASHRAE HANDBOOK,2004 FUNDAMENTALS VOLUME, MAIN CHAPTER 26 COOLING LOAD CALCULATIONS: REMODELING AND ADDITION AT. 9879 NE 13th Avenue AREA: 1,784 SQ.FT. Miami Shores.FL 33138 DATE: 45/06/15 -� �i T^yN �`x�i"..iR>��nn".i'f:. ! `c� y°r @4.,,� �\ !> 4-av'ryy�^µ�""'�>-u*�'��.�� ':a. a �5+•4 4" ti'4Y ,! COOLING LOAD CALCULATIONS: SUMMARY PER ACCA MANUAL"J". R Fl r n ; fi ; ' �+ i E `> r;"°`s,° � 4#u4 aM a 5r cysi Yrs.r� ? t �>.<i....�'U,..�c 'Sa:a. ,a�� ...!. . G,.:.t� 1«,.. .<,...v:..,..,�!a—. <`i ..,�...:'.>.,��,b_�.'ks„4?...Xc+.:.'..Fb�'..,. n °r,xsL,...: CONDITIONS: INSULATION: 91 FDB,79 FWB,OUTSIDE WALLS R-4.1 i 76 FDB,50-60%RH,INSIDE ROOF R-30 TRANSMISSION: COOLING LOAD, STUH SENSIBLE LATENT WALLS: Q=AREA`UUHER,COEFF.)'Tdeq Q= 1290:2 x 3.1 4000 Q= 505.6 x 1.2 607 DOORS: Q= 72.3 x 8.6 622 ROOF Q= 1784 x 2.1 3746 SOLAR (DOUBLED TINTED GLASS) GLASS Q= AREA-FACTOR(OSPSH.COEFF.) 000* N Q= 91.9 x 32.425 2980 • • • • 0000 0000•• W Q= 75.8 x 48.595 3684 • 0 • • •• • 0000 • E Q= 220.5 x 50.914 11227 060000 0000 0 ••••�• S Q= 28 X 46.137 1292 • 066069 • • • •6066• INTERNAL HEAT GAIN: •6•••6 :•6 •6 • • 0000 • •• •••66 PEOPLE Q=#PEOPLE'FACTOR •••••• • ••• ••••• SEN. Q= 6 X 300 1800 •• •• •w • ••66•• • LAT. Q= 6 x 230 10�•� 6 00 • • • • •60.6• •060•• POWER Q=AREA-FACTOR(APPI..) • • • • • • • • •66.6• Q= 1784 x 1 1784 •• • • r••• • • TRANSMISSION: i Q=IPEOPLE-CFM-T.DIFF'FACTOR) SEN. Q= 6 15 15 1.08 1458 Q=YPEOPLE`CFM-r.DIFF.•FACTOR) LAT. 0= 6 15 50 0.68 12240 DUCT HEAT GAIN: Q=FACTOR(R-6)'D.LGJ100 Q= 1.4 1200 175 100 2940 SENSIBLE TOTAL 36138 LATENT TOTAL 13896 GRAND TOTAL(SEN.+LATENT)= 60034 Manual J:8th Edition Residential Heat Loss and Heat Gain Calculations Page 3 ASHRAE HANDBOOK 2004 FUNDAMENTALS VOLUME, MAIN CHAPTER 26 COOUNG LOAD CALCULATIONS: �`t.+' 7t ♦ -S,a1q �s �'-_:+rc�_ayk.,?f Nz�c '�' <.'�S`apF 7+yq,�"' FI'y, rvT r4r4s,j py'!*.?d"`1}•� t 'Y`t�` a..f��- X3�" �axo i7( I bl.c..,:i:} »,,,�rk. HEATING 6646 CALCULATIONS: ' CONDITIONS: 70FDB,INSIDE HEATING LOAD,KW 47FDB,OUTSIDE HEATING: TRANSMISSION. Q=AREA'FACTOR(U FACT.-TEMP DIFF.) GLASS: Q= 416.2 X 29 12070 WALLS: Q= 1290.2 X 4 5161 ROOF: Q= 1784 X 0.9 1606 VENTILATION: Q=FACTOR•CFM'T.DIFF./FACTOR (-)INTERNAL HEAT GAIN(L.P.A.) • • 0'000 0000•• SENSIBLE: • • • • Q= 1.08 1600 0.4 23 - 7982 7916 •• • •••:•• •• • 00 00 HUM LOAD "' " ' • • 0000•• t2=FACTOR•SHD'CFM 0 00 ••.• •• • • • Q= 0.67 10 1600 0.4 4288 0.00 •• 0.00• i • DUCT HEAT LOSS •• •• •• • •0000• Q=FACTOR(R-6rD.LG11000 00900* w •• Q= 1.4 900 175 t 1000 221 i i • • •••••• •0•••• TOTAL 31260 00 ' '•"" OR 9.17 EQUIPMENT SIZING: BASED ON THE COOLING AND HEATING LOAD CALCS. USE 4 TON A/C UNIT 50,500 BTUH TOTAL l 39,500 BTUH SENS.(1600 CFM)(SEER-16.0)(109.30%) RHEEM 14AJM49A C.U.&RHPN-HM4824JA AIR HANDLER WITH STRIP HEATERS 10 KW NOTE:OR EQUIVALENT EQUIPMENT Cesar A.Mara Professions inner Lic.No 11-5 F (305)4$4- 71E! Manual J:8th Edition Residential Heat Loss and Heat Gain Calculations Page 4 � I I ASHRAE HANDBOOK 2004 FUNDAMENTALS VOLUME, BEDROOMS CHAPTER 26 COOLING LOAD CALCULATIONS: i i REMODELING AND ADDITION AT: 9879 NE 13th Avenue AREA: 1,954 SQ.FT. Miami Shores,FL 33138 DATE: 05106115 COOLING LOARCALCULATIONS: SUMMARY PER ACCA MANUAL"J" �>-?'7` tr' `x� °iF7,y�T,• +a };i `..S ,.x+s E'" ' �i+tsr` y?�SC.,dt �:.Y, x t x ,.w+,T"`4y 'e �'t ty �.r•�rt .�" "r §��k <..:e»., '.a�x.,,`rtr ._,:".: ,..;i „a5.t:�`:"r_ "� ...b._.,t.t:s�., .',.uh.. •... s....,.s.?a:,.�,..xt^_,=t.'` .�:,t,..r». i ..r�x..:?'....�,'ki,' ;t",'�. CONDITIONS: INSULATION: 91 FDB•79 FWB,OUTSIDE WALLS R-4.1 � 76 FDB,50-60%AH,INSIDE ROOF R-30 TRANSMISSION: COOLING LOAD, BTUH SENSIBLE LATENT i WALLS: Q=AREA`U(THER.COEFF.)`Tdeq Q= 1812.2 X 3.1 5618 Q= 505.6 X 1.2 607 DOORS: Cl- 0 X 8.6 0 I ROOF Q= 1954 X 2.1 4103 SOLAR (DOUBLED TINTED GLASS) GLASS Q= AREA'FACTOR(OSF'SH.COEFF.) •w•6 N Q= 110.8 X 32.425 3593 • • W Q= 33.3 X 48.595 1618 • • • • •• • 0000 • E Q= 90.5 X 50.914 4608 • , • ••• •6 0 0.66.• 6 S Q= 163.8 X 46137 7548 0000• •666•• i }INTERNAL HEAT GAIN: •••••• :•• •6 • • PEOPLE Q=OPEOPLE'FACTOR •••6•• • 6 6• 6•'•• •• •• •• • SEN. Q= 5 X 300 1500 •••6•• • LAT. Q= 5 X 230 1310•••• • • • • • • ••66.6 � 66••6• POWER Q=AREA*FACTOR(APPL) • • • •• • • • r 6.66• Q 1954 X 1 1954 •• • • ••• • • • • • TRANSMISSION: Q=#PEOPLE-CFM-T.DIFF.-FACTOR) SEN. Q= 5 1s 15 1.08 1215 Q=#PEOPLE`CFM'T.DIFF.-FACTOR) LAT. Q= 5 1s 50 0.68 10200 DUCT HEAT GAIN: Q=FACTOR(R-6)-D.LG/100 Q= 1.4 1200 245 100 4116 SENSIBLE TOTAL 36480 LATENT TOTAL 11580 GRAND TOTAL(SEN.+LATENT) 48060 Manual.1:8th Edition Residential Heat Loss and Heat Gain Calculations Page 5 f ASHRAE HANDBOOK,2004 FUNDAMENTALS VOLUME, BEDROOMS CHAPTER 26 COOLING LOAD CALCULATIONS: a r x .`�r a3 y 2rr` i k rYn {��fyxu w HEATING LOAD CALCULATIONS: csm°..:..rx_K1404", CONDMONS: 70FDB,INSIDE HEATING.LOAD,KW 47FDB,OUTSIDE HEATING TRANSMISSION: Q=AREA-FACTOR(U FACT.-TEMP DIFF.) GLASS: Q= 416.2 X 29 12070 I WALLS: Q= 1812.2 X 4 7249 ROOF: Q= 1954 X 0.9 1759 VENTILA'nom Q=FACTOR'CFM"T.DIFF./FACTOR (-)INTERNAL HEAT GAIN(L.P.A.) 0000 SENSIBLE' • • 0000 0000•• Q= 1.08 1600 0.4 23 - 8785 7113 •• • •••,•• •• 0000•• •• • 0000•• HUM LOAD • 0000.• • • • Q=FACTOR•SHD•CFM •••• •a • • • Q= 0.67 10 1600 0:4 4288 • • • • 0000 • •• ••••c 000.90 • ••• 0000• DUCT HEAT LOSS •••9.0 �•�• i ••999• Q=FACTOR("rD.LG1000 *00000 • •• Q= 1.4 900 245 1 1000 309 i • i • • ••s•i• TOTAL 32787 •00• ' 0'000• OR 9.61 • • • •� s EQUIPMENT SING: BASED ON THE COOLING AND HEATING LOAD CALCS. USE 4 TON A/C UNIT 50,500 BTUH TOTAL 139,500 BTUH SENS.(1600 CFM)(SEER-16.0)(108.28%) RHEEM 14AJM49A C.U.&RHPN-HM4824JA AIR HANDLER WITH STRIP HEATERS 10 KW NOTE.OR EQUIVALENT EQl IPMENT Cesar A.Mera Professional En ' Li 1 5 ft r (305)484-7276 '1 i Manual J:8th Edition Residential Heat loss and Heat Gain Calculations Page 6 1 i N k A REPLACEMENT COST REPORT OF .... ...... A SINGLE FAMILY HOME •• • LOCATED AT •••••• 9879 NE 13"AVe .... .. •••••• Miami Shores, FL 33138 •••• •• ..... . . .. .. .. . ...... FOR Jacqueline Barrantes Miami Shores Village I BY APPRAISALFIRST REAL ESTATE APPRAISERS LLC 1444 Biscayne Boulevard, Suite 211 Miami, Florida 33132 AppraisalFirst Real Estate Appraisers LLC 1444 Biscayne Boulevard,Suite 211 Miami Beach,Florida 33166 Phone:305-470-2100 Far:305-381-8047 E-mail:residential(@,appraisalfirst.net E-mail:commercial(cbappraisalfirst.net December 11, 2015 Ms Barrantes via email:.jaq@shumN.com • . . .... ...... ...... . ...... Re: A replacement cost report related to providing a letter for the depreciatM:'B Tlding..value of • . ...... a single family home located at 9859 NE 13t''Ave Miami Shores, FL 3'....138' •.•• •' Dear Ms Barrantes: •• •••••• As requested I am writing this report to estimate the reproduction or depreciat;d cost, bas:MAIhe present condition of the property, for the above referenced subject building. C?Ace igainAtMsts • and depreciated building value are reflective of the current condition of the property. •• The replacement cost new estimates will be provided via the "Marshall Valuation Service", a nationally accepted construction cost reference guide. The cost estimate includes labor,materials, supervision, etc. The figures also include normal site preparation, and utility lines from lot line to building. Other soft costs such as professional fees,real estate taxes,financing fees and impact fees are not included. The depreciation is based on the current average condition of the property. Based on the current condition of the improvements,the physical depreciation based on the age/life method is 40%. This reproduction cost report is considered to be a restricted appraisal in accordance with Standards Rule 2-2© of the Uniform Standards of Professional Appraisal Practice (2014-2015) and the Code of Ethics of the Appraisal Institute and the guidelines according to (USPAP). This report is for the sole use of the intended user. The subject property consists of a, one-story, single family home that was built in 1954 and is high quality construction. The home includes an adjusted area (as per Public Records) of 3147 square feet. The valuation is based on the current condition of the improvements.. Page 2 The home is situated on a 14,024 square foot, single-family zoned lot in Miami Shores Village. Appraiser: William K Griffith, SRA Cert Res RD 1480 Purpose of Assiannient: The purpose of the report is to provide a reproduction/depreciated cost estimate of the subject dwelling. Intended Use of the Report: The client intends on using this report for renovation purposes Interest to be Appraised: This is a reproduction cost analysis of a home owned as a fee,simple estate. t Legal Description: EARLETON SHORES PB 43/80 LOT 4 BLOCK 4 Miami-Dade County, Florida 000000••••• Scope of Work: The scope of work included: inspecting %ubi pro'Mr'ty; referencing the "Marshall Valuation Service", a'rlditfially accepted • ... ...... cost manual; and estimating an appropriate dept. *0imon rat!€or 4he ' improvements. •..... • .. .. .. . ...... Marshall Valuation Service: • According to the "Marshall Valuation Service"the subject improvements are classified as-a-Glass :"'•; D-IV (Masonry Veneer) High Value Residence, with an estimated economic life of 60 jdar; In estimating the replacement cost new for the building,a designated cost via the"Marshall Valuation Service" will be applied. The depreciated building value will be based on the economic age-life method. A ratio of the buildings effective age to its total economic life is applied to the current replacement cost new of the improvement. This method is most effective in analyzing older buildings where the age of the long- lived and short-lived items can not be easily estimated. According to the "Marshall Valuation Service"the subject improvements have an economic life of 60 years. However, the typical single family home in Miami Shores have far exceeded their specified economic lives. The subject home is 61 years in age. A more practical economic life of 75 years is estimated. Page 3 Marshall Valuation Service: (Continued) Taking into account the condition of the home, including some updates through the years to the kitchen, baths, walls and floors, 27% of the estimated 75-year economic life, or 55 years will be applied. The following is a summary of the replacement cost new and depreciated value for the subject single family home. Improvement Type High Value Residence Section&Page 12/27 # Building Structure Class D (Masonry Veneer) Type IV 0000 Direct Cost Per SF $321.08 • ...... . ...... ...... • Adjustment Multipliers •�•••• . .. ..... Height 1.00 .... • Current 1.06 .• 00••00 . • • Local 0.98 • •0.0 0• Adjusted Direct Cost Per Square Foot $333.54 "" • Building Size/SF 3147 sf Replacement Cost New $1,049,650 Actual Age 61 years Effective Age 20 years Economic Life 75 years Depreciation Rate 27% (Eff. Age/Eco. Life) Physical Depreciation $283,406 (Cost New x Depreciation. Rate) Depreciated Building Cost $766,244 (Cost New-physical Depreciation) Page 4 Based on the cost manual described herein the depreciated building value of the subject property, as of December 11, 2015 is $765,000 (rounded).. If you have any questions or need further assistance please do not hesitate to call me at(305) 470- 2149. Respectfully Submitted, William K Griffith, SRA Cert Res RD 1480 } •••• bi� praisalfirst.net •••••• •••• •• • •••••• •••• • •• ••••• •••••• •••• • • •• •• •• • •••••• Page 5 I � 6666 Y • 0 0009 6660.. •4 . 0 . • ADDENDA •0.0 0• es 6666.. . 699466 �. .400 0� • •...9Y 694996 90.9 • 4 **:*so 49 40 90 6 9..000 0.964. • • es • • • 0 ..0 • 0 600..6 0.0 0 0 00 • •00.04 CERTIFICATION I Certify to the best of my knowledge and belief: The statements'of fact contained in this report are true and correct. - The reported analyses, opinions, and conclusions are limited only by the reported assumptions and limiting conditions are my personal, impartial, and unbiased professional analyses, opinions, and conclusions. - I have no present or prospective interest in the property that is the subject of this report and no personal interest with respect to the parties involved. I have performed no services,as an appraiser or in any other capacity,regarding the property that is the subject of this report within the three-year period immediately preceding t acceptance of this assignment. I have no bias with respect o the property that is the subject of this report or to the parties involved with this assignment. • . . .... ...... My engagement in this assignment was not contingent upon developing or reo�ting .' ... predetermined results. •••••• •••••• My compensation for completing this assignment is not contingentupo***l'e development :••••: or reporting of a predetermined value or direction in value that favors tliaaau9e of theVOnt, ..... the amount of the value opinion, the attainment of a stipulated result,bt.*t occurte4ee of •• ••• a subsequent event directly related to the intended use of this apprais4, •• "":' My analyses, opinions, and conclusions were developed, and this repolt his been trepared, • in conformity with the Uniform Standards of Professional Appraisal Fr acjitqp. •• ••• I have made a personal inspection of the property that is the subject of flus report. ' - No one provided significant real property appraisal assistance to the person signing this certification. As of the date of this appraisal William K Griffith, SRA has completed the continuing r education program of the Appraisal Institute. , William K Griffith, SRA December 11, 2015 Cert Res RD 14890 Date ASSUMPTIONS AND LIMITING CONDITIONS The value conclusion and certification within this report are made expressly subject to the following assumptions and limiting conditions as well as any further reservations or conditions stated within the text of the report. 1) No responsibility is assumed for the legal description or for matters including legal or title considerations. Title to the property is assumed to be good and marketable. 2) Responsible ownership and competent property management are assumed. 3) The information furnished by others is believed to be reliable. However, no warranty is given for its accuracy. 4) It is assumed that there are no hidden or unapparent conditions of the prop;rty, str�jooijgo or •• structures that render it more or less valuable. No responsibility is•assumed for such .• conditions or for arranging for engineering studies that may be requiretrt(Idiscover them. ••••o• ...... 5) It is assumed that there is full compliance with all applicable federal state, W1.10cal environmental regulations and laws unless non-compliance,is stated,defier and cQnai red •• •• in the assignment. .. .. .. . ...... . . . . ...... 6) It is assumed that all required licenses, certificates of occupancy; corn§ents,•or other • legislative or administrative authority from any local,state,or national government clpNate ' • entity or organization have been or can be obtained or renewed for any use on which the rental survey contained in this report is based. 7) It is assumed that the utilization of the land and improvements is within the boundaries of property lines or the property described and that there is no encroachment or trespass unless noted in this report. 8) Possession of this report, or a copy thereof, does not carry with it the right of publication. It may not be used for any purpose by any person other than the party to whom it is addressed without the written consent of the appraiser, and in any event only with proper written qualification and only in its entirety. { # ASSUMPTIONS AND LIMITING CONDITIONS (Continued) 9) The appraiser herein by reason of this assignment is not required to give further consultation,testimony, or be in attendance in court with reference to the property in question unless arrangements have been previously made. 10) Neither all nor any part of the contents of this report(especially any conclusions,the identity of the appraiser, or any reference to the MAI or SRA designations) shall be disseminated to the public through advertising,public relations,news,sales,or other media without the prior written consent and approval of the appraiser. 11) The existence of potentially hazardous material used in the construction or maintenance of the building and/or the existence of toxic waste which may or may not be present on or under the site was not observed during our inspection. However, we are not qualified to detect such substances. These substances if they exist could have a ne ative effeof ori•the estimated value of the property. The user of this report is urged to ret%n•art expert in.this •• field if desired. •••••• ...... 12) This assignment was not based on a requested minimum valuation, a ?pwXc valoatipn or ••••• . . the approval of a loan. •••••• •... ..... .. .. .. . ...... 13) The client intends on using this report for dwelling renovation purposes. • •• •••; • 14) The client understands, as per the engagement guidelines of this assigruneht, that%%data • related to estimating cost and depreciation is retained in the office file. E 4 RESUME OF QUALIFICATIONS: William K Griffith, SRA GENERAL EDUCATION: Florida State University B.S.Degree 1980 PROFESSIONAL EDUCATION: APPRAISAL INSTITUTE FHA&The Appraisal Process 2014 USPAP Update 2014 Florida Appraisal Law 2014 USPAP Update 2012 Florida Appraisal Law 2012 The Uniform Appraisal Dataset 2011 The Real Estate Market 2011 2011 Residential Design &Functional Utility 2010 Reviewing Residential Appraisals&Using FNMA 2000 2010 .... Roles&Rules Of Supervisory&Registered Trainee Appraisers .2010 Market Conditions Addendum/1004MC ••• 1009 • • Analyzing Distressed Real Estate "•;'2008 •••••• Co-ops&Condos 000 0*2008 ' Small Hotel/Motel Valuation ••,,,2008 Business Practices&Ethics .....2007 ` New 1025-Small Residential Income Property Appraisal ••*••1,007 •• •..... PROFESSIONAL AFFILIATION: ' SRA,The Appraisal Institute ••• :....: National Association Of Realtors,Florida Association Of Realtors • Miami Board of Realtors, Marathon/Lower Keys Board Of Realtors BOARD EXPERIENCE: { Board Of Directors, South Florida Chapter Of The Appraisal Institute 2004-2006 LICENSES: Cert Res RD 1480(Florida),Real Estate Broker(Florida),Notary Public,Florida REAL ESTATE AND APPRAISAL EXPERIENCE: Partner/Owner,AppraisalFirst,LLC 2011-Present Vice President/Residential Manager,AppraisalFirst, inc. 1987-2010 President, Biscayne RE Group. 1997-Present President, Coast To Coast RE Group. 2009-Present TYPES OF APPRAISAL SERVICES: Single Family Residential 2-4 Family Dwellings FHA REO Relocations New Construction Vacant Land Condominiums Multi-Family/Apt. High Value Dwellings Estates/Litigation Appraisal Review Construction Draw Inspections Blueprint Review Cost Reports SERVICE AREA BY FLORIDA COUNTY: Miami-Dade,Broward,Monroe(Florida Keys),Palm Beach, St.Lucie,Martin k Property Search Application - Miami-Dade County Page 1 of 2 OFFICE OF THE PROPERTY APPRAISER r• Summary Report Generated On: 1/21/201E Property Information u ri Folio: 11-3205-009-0490 9879 NE 13 AVE Property Address: + `a Miami Shores, FL 33138-2503 , Ownei r BRUNO ALMEIDA JACQUELINE BARRANTES $ Mailing Address 839 NE 72 TER MIAMI, FL 33138 USA _ R Primary Zone 1700 SGL FAMILY-4001 SQFT 8 Primary Land Use 0101 RESIDENTIAL-SINGLE FAMILY: 1 UNIT Beds/Baths/Half 3/3/0 ... Floors 1 ••• • • Living Units 1 �•��•• �• Actual Area 3,504 Sq.Ft 2015 Ae�jpf l; dtogrrplly'•209ft •••••• Living Area 2,789 Sq.Ft • • Adjusted Value Information Area 3,147 Sq.Ft • :.:.:. "'•" Lot Size 14,023.5 Sq.Ft ••.2t1 ..• 014 :••041D13 Year Built 1954 County •• • Exemption Value $50,000 $0 $50,000 Assessment Information Taxable Value $2,147,343 $1,230,667 $485,494 Year 2015 2014 2013 School Board Land Value $1,655,217 $701,614 $701,614 Exemption Value $25,000 $0 $25,000 Building Value $531,056 $517,870 $362,157 Taxable Value $2,172,343 $1,230,667 $510,494 XF Value 1 $11,070 $11,183 $11,296 City Market Value $2,197,343 $1,230,667 $1,075,067 Exemption Value $50,000 $0 $50,000 Assessed Value $2,197,343 $1,230,667 $535,494 Taxable Value $2,147,343 $1,230,667 $485,494 Regional Benefits Information Exemption Value $50,000 $0 $50,000 Benefit Type 2015 2014 2013 Taxable Value $2,147,343 $1,230,667 $485,494 Save Our Homes Assessment $539,573 Cap Reduction Sales Information Homestead Exemption $25,000 $25,000 Previous Sale Price OR Book-Page Qualification Description Second Homestead Exemption 1 $25,000 1 $25,000 11/22/2013 $1,750,000 28927-3336 Qual by exam of deed Note: Not all benefits are applicable to all Taxable Values(i.e.County, 04/01/1995 $399,500 16778-1077 Sales which are qualified School Board,City, Regional). 11/01/1972 $100,000 00000-00000 Sales which are qualified Short Legal Description 55342 EARLETON SHORES PB 43-80 LOT 4 BLK 4 LOT SIZE 93.490 X 150 OR 16778-1077 0495 1 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 ADDraiser and Miami-Dade Countv assumes no liability.see full disclaimer and User Aareement at hfto-//www.miamidade.00v/info/disclaimer.asD CALCULATOR METHOD SECTION 12 PAGE 27 . August 2014 -HIGH-VALUE-RESIDENCES CLASS TYPE EXTERIOR WALLS INTERIOR FINISH LIGHTING AND *HEAT COST PLUMBING Sq. M. Cu. Ft. Sq. Ft. VI Special site-built sash and entries, Custom ceilings and cabinetry,Inlaid Extensive fixtures and custom best clay,slate h Complete parquet,matc ed stones and woods hardware throughout H.V.A.C. $4,914.30 $57.07 $456.55 V Best masonry,much fine trim and Coffered ceilings,site-built cabinetry, High-quality fixtures,structured wiring, Complete fenestration niches,many extras high amps,fine hardware 4,123.37 47.88 383.07 H.V.A.C. IV Fine brick,cut stone,heavy roof,best Good plaster,ornamental detail,marble, Good custom fixtures,more than one Complete C metal,tile,some artglass custom carpet,parquet kitchen or food prep.area H.V. C. 3,460.95 40.19 321.53 III Face brick,stone trim,slate or tile, Plaster,good detail,custom ceiling,wall Some special custom fixtures,electrical Complete some custom sash and floor finishes and plumbing,integrated systems H.V.A.C. 2,905.96 33.75 269.97 II Brick or stone,slate or metal,heavy Plaster,some ornament,tile,average Custom fixtures,electrical and structure,solarium custom carpet,hardwoods plumbing,home automation Complete H.V.A.C. 2,440.09 28.34 226.69 Good brick,stone trim,skylights, Plaster or best drywall,paneling,custom Some special fixtures,more than one Com tete H.V. C. shakes or metal on good structure vinyls,terrazzo,hardwoods bath per bedroom A 2,049.47 23.80 190.40 VI Special site-built sash and entries, Custom ceilings and cabinetry,inlaid Extensive fixtures and custom ete best clay,slate parquet,matched stones and woods hardware throughout H.V.AIC. 4,931.10 57.26 458.11 V Best masonry veneer,much fine trim Coffered ceilings,site-built cabinetry, High-quality fixtures,structured wiring, Complete and fenestration niches,many extras high amps,fine hardwareH.V.A.C. 4,127.46 47.93 383.45 DIV-V--Fine masonry veneet,'trims,best-- -Good plaster,ornamental,detail,marble, -Good custom ffxtuns,morethanorie Complete metal,tile,some artglasscustom carpet,parquet kitchen or food preparation area---;---Compete n3,456.11 40.14 321.08 MASONRY Face brick veneer,stone trim,slate or Plaster,good detail,custom ceiling,wall Some special custom fixtures electrical Complete-3,456.1.1--- VENEER Ill tile,some custom sash �`� and floor finishes and plumbing,Integrated systems H.V.A.C. 2,894.98 33.62 268.95 II Brick or stone veneer,slate,metal, Plaster,some ornament,tile,average Custom fixtures,electrical and ete heavy structure,solarium custom carpet,hardwoods plumbing,home automation H.V.AIC. 2,425.13 28.16 225.30 Double walls,good veneer,skylights, Plaster or best drywall,paneling,custom Some special fixtures,more than one e let good shakes or metal vinyls,terrazzo,hardwoods bath per bedroom Complete HN.AetC. 2,032.03 23.60 188.78 VI Special site-built sash and entries, Custom ceilings and cabinetry,inlaid Extensive fixtures and custom best clay,slate Complete y parquet,matched stones and woods hardware throughout H.V.A.C. 4,859.19 56.43 451.43 V Best sidings,EIFS,much fine trim and Coffered ceilings,site-built cabinetry, High-quality fixtures,structured wiring, Complete fenestration niches,many extras high amps,fine hardware HN.A.C. 4,066.53 47.22 377.79 IV Fine siding,stucco,marble trim,best Good plaster,ornamental detail,marble, Good custom fixtures,more than one Complete Dmetal,tile,some artglass custom carpet,parquet kitchen or food preparation area H.V.A.C. 3,404.33 39.53 316.27 III Siding,brick or stone trim,slate or tile, Plaster,good detail,custom ceiling,wall Some special custom fixtures,electrical Complete some custom sash and floor finishes and plumbing,integrated systems H.V. C. 2,851.06 33.11 264.87 II Half timber and stone trim,slate, Plaster,some ornament,tile,average Custom fixtures,electrical and metal,heavy structure,solarium custom carpet,hardwoods plumbing,home automation Complete H.V.A.C. 2,387.99 27 73 221.85 Double walls,stone trim,skylights, Plaster or best drywall,paneling,custom 9 Some spec' I filttul%s,:ndte Iran one Complete shakes or metal on good structure vinyls,terrazzo,hardwoods bath rer�p� ro�n• H.V.A.C. 2,000.60 23.23 185.86 • • ••• • Fireplace,balconies and porches and built-in appliances are not included.See Page 35 for garage costs• 1ItaNd w vwni height is 1a Brit(3.05 meters),excluding gables.Add or deduct 3%for each foot (.305 meter)of deviation. For small residential elevators and fire sprinkler systems,see notes on Page 38 and 39.See Page 26 for basement costs. *HIGH-VALUE HEATING,VENTILATING AND AIR CONDITIONING COMPLETE • SQUARE METER COSTS SQUARE FOOT COSTS Costs for high-value mechanical items are listed separately from those for other buildings in this �t.� C. • • 1IMmit • EethE; EXTREME MILD MODERATE_ _ EXTREME - • •TY • �-IMgJ'� LIM T CLIMATE CLIMATE CLIMATE CLIMATE section because of the special requirements. Costs listed to the right are averages. The • Vt• t=3(105, CV5,D2: $235.79 $12.08 $16.26 $21.91 moderate climate cost is included in the base cost in the tables. If a cubic foot cost is used, use "114.86 0156.79 213.91 10.67 14.57 19.87 one-tenth (1/10)the difference shown, to adjust the base cubic foot cost. For cooling only,, use IV 101.49 140.38 193.85 9.43 13.04 18.01 III 90.55 126.40 176.84 8.41 11.74 16.43 70%to 80%of the costs listed.For heating only,use 60%to 70%. For ground-loop heat source • 11 �8Q22 r• ; 113f 4 160.43 7.45 units,add$3.86 to$5.37 per square foot($41.55 to$57.80 per square meter). 10.56 14.90 I • 01;10 �O 2.T 9 146.45 6.61 9.48 13.61 MARSHALL VALUATION SERVICE The data included on this page becomes ofsolele after update delt*very,•scherfuled forAugust 2016. ®2014 CoreLogic®,Inc.and it licensors,all rights reserved. Any reprinting,distribution,creation of derivative works,and/or public displays is strictly prohibited. 812014 f 1 2 ' US STRUCTURAL DESIGN LLC ITY1 CONSULTING ENGINEERS 7850 NW 146 Street,Suite 305,Miami Lakes,FL 33016 T.305.512.5860 F. 305.512.5861 www.optimussd.com . . . . . . . . . . . . . . . . . . . . . . . . . . . . ALMEIDA - BARRANTES RESIDENCE CALCULATIONS i r �"V R I a E t t fzcf S- / LOCATED AT: cr 9879 NE 13" AVENUE FEB 16 2016 MIAMI SHORES, FL 33138 BY: .. ... . . . . .. . .. . . . . ... . 000 0:6 Soo 0:0 00: .. ... .. . . . .. •• •• Tanya Homleid P.E. . .. . .. . . . . •• •• PE#61706 January 25,2016 ... . . . . ... . . . . . . ... . . . . . . . . . . . . . . . .. .. . . . .. .. I i US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305,Miami Lakes,FL 33016 T. 305.512.5860 F. 305.512.5861 VV w.ontimussd.com . . . . . . . . . . . . . . . . . . . . . . . Table of Contents: E - 1 Windcalculations ....................................................................................... 2 Loads ....................................................................................................... 6 Roof trusses connectors ................................................................................. 7 Roofframing ............................................................................................. 241 Reinforcing channel for exist. Concrete beam ..................................................... 38t Columns reactions ...................................................................................... 42 4 Concrete slabs 1 Grade beams ............................................................................................. 47 # Helical piles capacity check up ........................................................................ 99 Pile cap ...................................................... ............. .............' .... 101 090 0 1 I 1 , 1 • •.. • •.. .•. • • .. • .• . . • • • • • • • • • • : :0: : : : Page 1 ... . . . ... . . N t i MECAWind Version 2 . 1 . 1 . 4 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2015 com } Date 7/1/2015 Project No. Company Name Designed By Address Description City Customer Name State Proj Location File Location: Z:\Projects\OPTIMUS-PROJECTS\Barrantes-Residence\Calcs\Barrantes_MecaWind.wnd i 4 l / a 3J 2 1� i' Roof 1not 1 111112 21 1 :2 h r ` I , 21-__ ----- ��i alts Hip Roof 7 6<-27 a Wind Pressure on Components and Cladding (Ch 30 Part 1) { All pressures shown are based upon ASD Design, with a Load Factor of 61 Width of Pressure Coefficient Zone "a" = 5.516 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf -------------------------------------------------------------------------- . Zone 1 1.00 1.00 1.0 1 0.50 -0.90 28.01. . -44.49 -Zone.-2- Zone 3 1.00 1.00 1.0 3 0'.50 -1.-7'0 28.01 _, -77.44 Zone -4 1.00 :. 1.00 f.'0 '4 1.00 -1.10 48:.61 52.73 Zone 5 1.00 1.00 1.0 5 1.00 -1.40 48.61 -65.08 Zone 2H 1.00 1-.00 1.0 2H 0.50 -2.20 20.60 -90.62 Zone 3H 1.00 1.00 1..0 3H 0.50 -3.70 20.60 -152.41 Zone 3H 1.00 1.00 1.0 3H 0.50 -3.70 20.60 -152.41 A < 10 SF 3.00 3.00 9.0 4 1.00 -1.10 48.61 -52.73 B < 10 SF 3.00 3.00 9.0 5 1.00 -1.40 48.61 -65.08 C < 20 SF 4.00 4.00 16.0 4 0.96 -1.06 47.12 -51.24 D < �20 SF 4.00 4.00 16.0 5 0.96 -1.33 47.12 -62.11 E < 30 SF 5.00 5.00 25.0 4 0.93 -1.03 45.71 -49.83 F < 30 SF 5.00 5.00 25.0 5 0.93 -1.26 45.71 -59.29 G <• 40 SF 6.00 6.00 36.0 4 0.90 -1.00 44.56 -48.68 H < 40 SF 6.00 6.00 36.0 5 0.90 -1.20 44.56 -56.99 J < 50 SF _ 7.00 7.00 49. 0 Q.�8 ;a.98 43.59 -47.71 K < 50 SF 7.00 7..00 4.9.•0 •5 • • 0.88 •-1.16 43.59 -55.04 L (GARAGE) 8.90 ' 1'..P0 .••8.e:4 : : ;,;0 •.1.10 48.61 -52.73 Trusses case 1 2.00 17.,.9b "**' „1 •.' 110 . 1.80 19.77 -40.37 Trusses case 1 2.00 17.90 106.8 2 0.30 -1.20 19.77 -56.85 Trusses `case 1 2.00 17.90 106.8 2H 0.30 -2.20 16.00 -90.62 Trusses case 2 2.00 7.34•• 17.Be 1 e e 0.41•-0.•88 25.96 -43.46 Trusses case 2 2.00 :7;30; 17.1 :?H • 0.45• -2.2.0 18.54 -90.62 Trusses case 3 2.00 x;30;. 16.e H ;. 0�.5� �3:. �0 20.60 -152.41 I Page 2 ... . . . ... . . Hip case 4 2.00 13.30 59.0 2 0.35 -1.31 21.66 -61.57 Hip case 4 2.00 13.30 59.0 3H 0.35 -2.78 16.00 -114.32 Girder case 5 2.00 17.90 106.8 2 0.30 -1.20 19.77 -56.85 Girder case 5 2.00 17.90 106.8 2H 0.30 -2.20 16.00 -90.62 Trusses case 6 2.00 10.70 38.2 2 0.38 -1.41 23.22 -65.46 Trusses case 6 2.00 10.70 38.2 2H 0.38 -2.20 16.00 -90.62 , Khcc:Comp. & •Clad. Table 6-3 Case 1 . = 1.03 1 Qhcc: .00256*V^2*Khcc*Kht*Kd = 41.19 psf v so o o so so: so 9 I .. I . •• ••. •• • • • .• • •• • • •• • • • • • • •• • •• • • • • •• • •• • • • • • • • • • • • • • • • . Page 3 a f MECAWind Version 2 . 1 . 1 . 4 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2015 w w,me ca en ter,)r.r.s_es.c_o__m Date 7/13/2015 Project No. Company Name Designed By Address Description t City Customer Name State Proj Location I File Location: Z:\Projects\OPTIMUS-PROJECTS\Barrantes-Residence\Calcs\Barrantes_MecaWind.wnd I Roof not I t r�J t "i I 2 I � t I +a W �� v 2 _1 t t l Iy'a[Ls Hip Roof? 0==2? { a. s Wind Pressure on Components and' Cladding (Ch 30 Part 1) A11 pressures shown are based upon ASD Design, with a Load Factor of . 6 Width of Pressure Coefficient Zone "a" = 5.516 ft Description Width Span Area, Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf --------------- --------------------------------------------------------. . . t Zone 1 1.00 1.00 1.0 1 0.50 -0.90 28.01 -44.49 I ..<.z_ .. --Zone-2 00 __ 1.0.0;x- 1•.0 2..,.-x.0:•'50--1..70 28.01_._„J 7_.44 -..,,._ Zone. 3 1.00 1.00 1.0 .3 0.50 -1.70 28.01 -77.44 Zone 4 1.00 1.00 1.0 4 1.00 -1.10 48.61 -52.73 Zone 5 1.00 1.00 1.0 5 1.00 -1.40 48.61 -65.08 Zone 2H 1.00 1.00 1.0 2H 0.50 -2.20 20.60 -90.62 Zone 3H 1.00 1.00 1.0 3H 0.50 -3.70 20.60 -152.41 Zone 3H 1.00 1.00 1.0 3H 0.50 -3.70 20.60 -152.41 A < 10 SF 3.00 3.00 9.0 4. 1.00 -1.10 48.61 -52.73 B < 10 SF 3.00 3.00 9.0 5 1.00 -1.40 48.61 -65.08 C < 20 SF 4.00 4.00 16.0 4 0.96 -1.06 47.12 -51.24 D < 20 SF 4.00 4.00 16.0 5 0:96 -1.33 47.12 -62.11 E < 30 SF 5.00 5.00 25.0 4 0.93 -1.03 45.71 -49.83 F < 30 SF 5.00 5.00 25.0 5 0.93 -1.26 45.71 -59.29 ' G<40 SF 6.00 6.00 36.0 4 0.90 -1.00 44.56 -48.68 H<40 SF 6.00 6.00 36.0 5 0.90 -1.20 44.56 -56.99 J<50 SF 7.00 7.00 49.0 .4 • 0,8$ -p.98 43.59 -47.71 • K<50 SF 7.00 7•11 1:.b 1 •0!88 -1.16 43.59 -55.04 L GARAGE 18.00 1090 1S-00: : :0i44 %.31 46.75 -61.37 Trusses case 1 2.00 17•QQ JQC A.I •••0:3: w0*80 19.77 -40.37 k Trusses case 1 2.00 17.90 106.8 2 0.30 -1.20 19.77 -56.85 Trusses case 1 2.00 17.90 106.8 2H 0.30 -2.20 16.00 -90.62 1 1 Trusses case 2 2.00 7.30••17.8.1 •••0.45•&0 4% 25.96 -43.46 • • Trusses case 2 2.00 ;7:30; 17A g '2H • 0.45•-2920 18.54 -90.62 Trusses case 3 2.00 3 30;• 6.6.3H :•0*A .3:7b 20.60 -152.41 1 . .. .. . . . .. .. Page i Hip case 4 2.00 13.30 59.0 2 0.35 -1.31 21.66 -61.57 I Hip case 4 2.00 13:30 59.0 3H 0.35 -2.78 16.00 -114.32 Girder case 5 2.00 17.90 106.8 2 0.30 -1.20 19.77 -56.85 Girder case 5 2.00 17.90 106.8 2H 0.30 '2.20 16.00 -90.62 Trusses case 6 2.00 3.50 7.0 2H 0.50 -2.20 20.60 -90.62 Khcc:Comp. & Clad. Table 6-3 Case 1 = 1.03 Qhcc: .00256*V^2*Khcc*Kht*Kd = 41.19 psf f i 4 i P � 1 G .. ... . . . . . .. . .. . . . . ... . • • t' • • • • • • • Or 0:0 • • . • • Page 5 • .w •• • • • •• ,•• v � { I t I } r LOADS: ROOF LOADS: SD= 30 psf } Dead= 40 psf Live= 30 psf GROUND FLOOR LOADS: SD= 25 psf Dead= 125 psf Live= 40 psf 1 F 1 . i e } I + •• • • •• • • • • • • •• • •• • • • • ••• • • • • 0:0•• • • ' ••• Page 6 4 t Roof dead load= 40 psf Roof live load= 30 psf 1 ROOF TRUSSES CONNECTORS: I e ROOF TRUSSES REACTIONS: 1.) Roof trusses case 1: Calculated wind pressures= Roof zone 1= -41 psf Roof zone 2= -57 psf, Roof zone 2H= -91 psf Btrib= 2 ft a Wd= 80 plf W1= 60 plf Ww= -82 plf (zone 1) -114 plf (zone 2) -182 plf (zone 2H) See attached talcs for reactions at supports: Rd1= 810 lb Rd2= 810 lb R11= 7201b R12= 72011 Rw1= -1720'lb Rw2= -1720 Ib i 2.) Roof trusses case 2: Calculated wind pressures= Roof zone 1= -44 psf Roof zone 2H= -91 psf Btrib= 2 ft Wd= 80 plf Wl= 60 plf Ww= -88 plf (zone 1) 4 -182 plf (zone'2H) See attached calcs for reactions at supports: Rd1= 580 Ib Rd2= 240 Ib R11= 4401b R12= 180 lb Rw1= -11801b Rw2= -250 Ib 3.) Roof trusses case 3: Calculated wind pressures= Roof zone 3H= -153 psf Atrib= 9 sf 1= 4.3 ft Wd= 84 plf WI= .. b3•plf • • Ww= •• -320 plf (zone 3H) See attached calcs for reactions at supports: ..: •.: ••• ••• Rd1= 180 lb. Rd2= 180 Ib R11:a ... x.35 Ib ••; .-.R12= 135 Ib RWM; -6i9 Ib .• :Rw2= -689 Ib • ". Page 7 . . . . . . . . . . ^ i ^ / Printed:25 JAN File:Z:Projects\OPTIMUS-PROJECTS\Barrantes-Residence�Caics\ENERCALC\barrantes-residence.ecE Wood Beam ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11.6.2z Description 1.Roof trusses case 1 ^ 2x6 2x6 2x6 X Span 17.90 ft Span 3.0'ft Span 3.0 ft Service loads entered.LoadFactors will be applied for calculations. / ^ | Load for Span Number 1 Uniform Load: O=KO80 Lr=0.06O~YV=-01&0. Tributary Width=18A Load for Span Number ' Uniform Load: D=O.O64O. Lr=O.N0. Tributary Width=1.Ofi Uniform Load: YV=-0.1820 k/ft,Extent=O.O—^^2.0Oft, Tributary Width=1.Ofl Uniform Load: YV=-0.O82UWft,Extent=2.6O—'^3.350ft, Tributary Width=1.Ofi Uniform Load: YY=-0.1140kKt.Extent=3.350—p^14.550ft, Tributary Width=1.00 Uniform Load: YV=-08D2Ok/ft.Extent=14.550—``15.30ft, Tributary Width=1.O# ` Uniform Load: YY -0182Dk/ft,Extent=15.30--17.SUft, Tributary Width=1.0A Load for Span Number 11Uniform Load: D~U�8O b=U�6O \�=��182O,Jhbu��W�h�1�� . ' ^ | ~ / °° °°° . ° ° ° ° ° ° ° ° ° ' Load Combination Max Stress Ratios 00 see 60 9,L mmary of Moment Values Summary of Shear Values 1.000 1.000 1.000 1.000 ° ^ * � * °°� � � ° ° ° paQa8 . | ' . i Printed:25 JAN 2016.11:25AM File:Z:1Projects\OPTIMUS-PROJECTS1Barrantes-ResidencelCalcs\ENERCALCIbarrantes-residence.ec6 Wood Beam File: INC.19832011,Buildi6.11.6.23,Ver.6.11.6.2f Description: 1.Roof trusses case 1 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=3.0 ft 1 0.595 0.962 1.000 1.000 1.000 1.000 1.000 -0.56 892.56 1,500.00 0.93 168.39 175.00 Length=17.90 ft 2 4.022 0.962 1.000 1.000 1.000 1.000 1.000 3.80 6,033.54 1,500.00 0.93 168.39 175.00 Length=3.0 ft 3 0.595 0.962 1.000 1.000 1.000 1.000 .1.000 -0.56 892.56 1,500.00 0.32 168.39 175.00 +0.60D+W+H 1.000 1.000 1.000 1.000 Length=3.0 ft 1 0.638 0.794 1.000 1.000 1.000 1.000 1.000 0.60 956.83 1,500.00 0.76 138.97 175.00 Length=17.90 ft 2 2.732 0.794 1.000 1.000 1.000 1.000 1.000 -2.58 4,098.37 1,500.00 0.76 138.97 175.00 Length=3.0 ft 3 0.638 0.794 1.000 1.000 1.000 1.000 1.000 0.60 956.83 1,500.00 0.34 138.97 175.00 r 1 , I ical Reactions-U4664d upport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 pport 4 Overall MAXimum -1.719 -1.719 D Only 0.813 0.813 Lr Only 0.717 0.717 W Only -1.719 -1.719 D+Lr 1.530 1.530 D+W -0.906 -0.906 D+Lr+W -0.189 -0.189 Go 0:0 000 i { I 1 1. • S t. • • • • • • • • • eve : • : Page 9 •.. . . . •.. • i Printed:25 JAN 2016.11:25AM Wood:,Beam File:Z:\Projects\OPTIMUS-PROJECTS1Barrantes-ResidencelCalcs\ENERCALC%arrantes-residence.ecE ENERCALC,INC.19832011,Build:6.11.6.23 Veri6.11.6.2f �- Description: 2.Roof trusses case 2 , } ...___............................................................_..........._..........................._....._--. ._..__._......._.......---....._........._....__............._._.._.._.. W(-0.088) W(-0.182) D(0.08) Lr(0.06)W(-0.182) -� D(0.08) Lr(0.06) t i 2x6 2x6 I Span= 3.0 ft Span =7.30 ft ` Apphed'LOadS � _ s Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.080, Lr=0.060, W=-0.1820, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.080, Lr=0.060, Tributary Width=1.0 ft Uniform Load: W=-0.1820 kKt,Extent=0.0->2.60 ft, Tributary Width=1.0 ft Uniform Load: W=-0.0880 klft,Extent=2.60 »7.30 ft, Tributary Width=1.0 ft J r Maxtmum`Forces 8r Stresses f6elbad Combmattons .__-.�_ ......... ...... ___._._--_ _._.-. 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 �+Lr+H •• ••• • • • f Length=3.0 ft 1 0.666 0.555 1.000 1.000 1.000 1.000 1.000 0.63• 9991* 1,3�.OQ : :.1.5 • 97.17 175.00 Length=7.30 ft 2 0.681 0.555 1.000 1.000 1.000 1.000 1.000 0.64 •1,022rs 4,jape•• ; 21.53•• 97.17 175.00 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 •• 000 Length=3.0 ft 1 0.595 0.496 1.000 1.000 1.000 1.000 1.000 -0.56 892.56 1,500.00 0.48 86.75 175.00 Length=7.30 ft 2 0.608 0.496 1.000 1.000 1.000 1.000 1.000 0.58 912.64 1,V0.00.•• 9.48 •86.75 175.00 +0.60D+W+H 1.000 1.000 1.000 1.000 ••• •:• • • • • • • 6 8 • • • • Length=3.0 ft 1 0.638 0.384 1.000 1.000 1.000 1.000 1.000 0% 3. '�• � . 5Ua.00 • 6.37 • 27.14 175.00 Length=7.30 ft 2 0.638 0.384 1.000 1.000 1.000 1:000 1.000 0..6 • 9•:t).83 1040.00 : 6.17• •67.14 175.00 OV Page 10, d 1 r t - Printed:25 JAN 2016,11:25AM. Wood Beam File:Z:1Projects\OPTIMUS-PROJECTS1Barrantes-ResidencelCalcsIENERCALC\barrantes-residence.ecE ENERCALC,INC.1983-2011,Build:6.11.6.23 Ver.6.11.6.2F `,UE ,s y,' ''3'• d Description: 2.Roof trusses case 2 { f Cea ReaCtlOns^UnfaCtOfed _ Support notation:Far left is#1 Values in KIPS bination Support 1 Support 2 Support 3MAX'mum -1.180 0.4250.581 0.2430.436 0.182 -1.180 -0.253 1.017 0.425 -0.599 -0.010-0.163 0.172 a k A t t t =.qww� f _ -�- _ � _. .. . J =vi N -' . ----malt .s m n � i - � _. �}. _ t _t• L .M .. I V t •• ••• • • • • • •• 1 • • • ••• • • • Page 11 4.) Hip trusses case 4:` Calculated wind pressures= Roof zone 2= -62 psf F Roof zone 3H= -115 psf Atrib= 9 sf 1= 4.3 ft Atrib= 35 sf 1= 13.3 ft Wd= 84 plf W1= 63 plf Ww= -241 Of (zone 3H) Wd= 105 plf W1= 79 plf Ww= -163 plf (zone 2) See attached calcs for reactions at supports: Rd1= 1120 lb Rd2= 650 lb RI1= 840 Ib R12= 480 lb Rw1= -2390 Ib Rw2= -930 Ib C 5.) Girder trusses case 5: Calculated wind pressures= Roof zone 2= -57 psf Roof zone 2H= -91 psf Btrib= 2 ft r Wd= 80 plf WI= 60 plf Ww= -114 plf (zone 2) -182 plf (zone 2H) Reactions case 2: Wd= 120 plf W1= 90 plf Wup= -125 plf Reactions case 4: Pd= 650 lb P1= 480 lb Pup= -930 Ib See attached calcs for reactions at supports: Rd1= 2680 lb Rd2= 2680 lb .2000,1b. _ R12= r 2000 lb Rw1= -3790 Ib Rw2= -3790 Ib 4 I 6.)Girder trusses case 6: Calculated wind pressures= Roof zone 2H= -91 psf Btrib= 2 ft Wd= 80 plf W1= 60 plf Ww= -182 plf (zone 2H) r See attached calcs for reactions at supports: Rd1= 480 lb Rd2= 40 lb R11= 360 Ib R12= 3014 Rw1= -1100 Ib Rw2: '.: -%O;Ib . ... . ... . . . , i 4 •�• .:. • 1 / ^ / ^ 125 JAN 2016.11:25Am Wood Beam ENERCALC,INC.19n201 11,Build:6.11.6.23,Ver:6.11.6.2'� Description 4.Hip trusses case 4 VV 0.24r) 2x6 2x6 Span 4.30 ft Span 13.30 ft 'kj�lgd Gi-di Service loads entered.Load Factors virill be applied for calculations. Load for Span Number I / ^ ^ Load for Span Number 2 . Uniform Load: D=0.1060Lr=U.07SU. Thhutary,Width=1.00 " Uniform Load: YV=-0240�it,Extent=0.0->1.30 ft, TributaryWidth=1.00 Uniform Load: VV=4l1640 k/ft,Exten =13O–'`13.3Oft, Tributary Width=180 ~ . ' ^ � Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Length=4.30 ft 1 1.000 1.000 15 228.50 175.00 Length=13.30 ft 2 3.250 1.166 1.000 1.000 1.000 1.000 1.000 3.07 4,874.94 1,po.oQ jja .2b4.09 175.00 + / | | °°° ° ° ° ° °°° ~ ° ° ° °� � ° ° °°° 13�m�� °° ~� | , r 4 i 1 t r j Printed:25 JAN 2016.11:25AM Wood B@8111 File:Z:\Projects\OPTIMUS-PROJECTS\Barrantes-ResidencelCalcsIENERCALC\barrantes-resldence.ec6 ENERCALC,INC.1983-2011,Buildi6.11.6.23,Ver:6.11.6:2£ Description: 4.Hip trusses case 4- j. 1 I r Vertical Reactions U6fac46red upport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -2.390 1.128 D Only 1.124 0.647 r Lr Only 0.840 0.482 r W Only -2.390 -0.928 D+Lr 1.965 1.128 D+W -1.265 -0.281 D+Lr+W -0.425 0.200 J 'w t j I 7 d I, 1 W l k t t . • ••• • vale 14 . ~ ` ^ ^ ' PfintDd:25 JAN 2016,11:25AM File:Z:\Projects\OPTIMUS-PROJECTSkBarrantes-Residence\Caics\ENERCALC\barrantes-residence.ecE 1111 Wood Beam ENERCALC,INC.1983-2011,Build:6,11.6.23,Ver:6.11.6.2z Description 5)Girder truss case 5 Span 3.0 ft Span 17.90 ft Span 3.0 ft pplied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Numb er 1 -t Uniform Load: D=&O80 Lr=&O00 VY=~&1820. Tributary Width=1D0 Load for Span Number 2 Uniform Load D=O.O8O. b=O.0GU. Tributary Width=1.0# Uniform Load Vv=-0.182Ok1ft,Extent=O.O—»2.GOft, Tributary Width=1.U# ' Uniform Load: VY=-0.1140kfft.Extent=2.68—^>153Oft, Tributary Width=18A Uniform Load: VV=-0.1820k/ft.Extent=15.3O—,^17.90 ft, Tributary Width 1.O0 Uniform Load: D=O12O. Lr=O.09O. YV=-0.1250. Tributary Width=1.0fi | PointLou : D=0.60. b=0.480. VY=-0.930k@}8.90# Point Load: D=0.GSO b=O.480 VV=4l930k@)11.OM . ' Loo hx8pu ��Numb* 3 - Uniform Load D=0.08O Lr 0.060, VV=-0.182B. Tributary Width=1.00 ximum Forces&Stresses for Load Combination Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values . . / - � ' � | | Page 15 l | r Printed:25 JAN 2016.11:25AM File:Z:IProjectslOPTIMUS-PROJECTS1Barrantes-Residence\Calcs\ENERCALCIbarrantes-residence.ecE Wood'Beam ENERCALC,INC.'1983.2011;Build:6.11.6.23,Ver:6.11.6.2f Description: 5)Girder truss case 5 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+Lr+H 1.000 1.000 1.000 1.000 i 'Length=3.0 It 1 0.800 4.264 1.000 1.000 1.000 1.000 1.000 -0.63 999.67 1,250.00 4.10 746.16 175.00 Length=17.90 ft 2 #.### 4.264 1.000 1.000 1.000 1.000 1.000 21.18 33,612.20 1,250.00 4.10 746.16 175.00 Length=3.0 ft 3 0.800 4.264 1.000' 1.000 1.000 1.000 1.000 -0.63 999.67 1,250.00 0.36 746.16 175.00 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 Length='3.0 It 1 0.714 3.808 1.000 1.000 1.000 1.000 1.000 -0.56 892.56 1,250.00 3.67 .666.41 . 175.00 Length=17.90 ft 2 #.### 3.808 1.000 1.000 1.000 1.000 1.000 18.92 30,022.63 1,250.00 3.67 666.41 175.00 Length=3.0 ft 3 0.714 3.808 1.000 1.000 1.000 1.000 1.000 -0.56 892.56 1,250.00 0.32 666.41 175.00 +D+W+H 1.000 1.000 1.000 1.000 Length=3.0 ft 1 r 0.583 0.787 1.000 1.000 1.000 1.000 1.000 0.46 728.33 1,250.00 F 0.76 137.70 175.00 Length=17.90 ft 2 4.144 0.787 1.000 A.000 1.000 1.000 1.000 -3.26 5,180.17 1,250.00 0.76 137.70 175.00 Length=3.0 it 3 0.583 0.787 1.000 1.000 1.000 1.000 1.000 0.46 728.33 1,250.00 0.26 137.70 175.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 Length=3.0 ft ' 1 0.066 1.387 1.000 1.000 1.000 1.000 1.000 0.05 82.12 1,250.00 1.34 242.77 175.00 Length=17.90 ft 2 9.358 1.387 1.000 1.000 1.000 1.000 1.000 7.37 11,697.07 1,250.00 1.34 242.77 175.00 Length=3.0 ft 3 0.066 1.387 1.000 1.000 1.000 1.000 1.000 0.05 82.12 1,250.00 0.03 242.77 175.00 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 Length=3.0 ft 1 0.323 0.149 1.000 1.000 1.000 1.000 1.000 0.25 403.44 1,250.00 0.14 26.14 175.00 Length=17.90 ft 2 0.743 0.149 1.000 1.000 1.000 1.000 1.000 0.59 928.34 1,250.00 0.14 26.14 175.00 Length=3.0 ft 3 0.323 0.149 1.000 1.000 1.000 1.000 1.000 0.25 403.44 1,250.00 0.14 26.14 175.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000 Length=3.0 ft 1 0.714 3.808 1.000 1.000 1.000 1.000 1.000 -0.56 892.56 1,250.00 3.67 666.41 175.00 Length=17.90 ft 2 #.### 3.808 1.000 m 1.000 1.000 1.000 1.000 18.92 30,022.63 1,250.00 3.67 666.41 175.00 Length=3.0 ft 3 0.714 3.808 1.000 1.000 1.000 1.000 1.000 -0.56 892.56 1,250.00 0.32 666.41 175.00 +0.60D+W+H 1.000 1.000 1.000 1.000 Length=3.0 ft 1 0.765 1.763 1.000 1.000 1.000 1.000 1.000 0.60 956.83 1,250.00 1.70 308.57 175.00 Length=17.90 ft 2 #.### 1.763 1.000 1:000 1.000 1.000 1.000 -8.12 12,881.73 1,250.00 1.70 308.57 175.00 Length=3.0 ft 3 0.765 1.763 1.000 1.000 1.000 1.000 1.000 0.60 956.83 1,250.00 0.34 308.57 175.00 r i @ItIC81 R@8Ct1011S-UnfaCtOfed Support notation:Far left is#1 Values in KIPS. w -.. --- Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 4.683 4.683 D Only 2.680 2.680 Lr Only 2.003 2.003 W Only -3.792 -3.792 D+Lr 4.683 4.683 D+W -1.112 -1.112 D+Lr+W ' 0.891 0.89 I Page 16 Printed:25 JAN 2016,11:25AM File:Z:\ProjectskOPTIMUS-PROJECTS\Barrantes-Residence\Caics\ENERCALC\barrantes=reside ecE Wood Beam ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.146.2'j Description 6.Trusses case 6 .................................... ................................................................ ............. ........................-.......................................... ................................................................. ....... ............................................................. D(0.08) Lr(0.06)W(-0.182) D(0.08) Lr(0.06)W(-0.182) 2x6 2x6 Span=3.0 ft Span=3.50 ft Service loads entered.Load Factors will be applied for calculations. Apiphidlo"'a-d's' Load for Span Number 1 Uniform Load: D=0.080, Lr=0.060, W=-0.1820, Tributary Width=1.0 fi Load for Span Number 2 Uniform Load D=0.080, Lr=0.060, W=-0.1820, Tributary Width=1.0 fi ximum Forces&Stresses for Load Combinations Load d 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+Lr+H Length=3.0 ft 1 0.666 0.375 1.000 1.000 1.000 1.000 1.000 *•16?-: 9:9-6: .1-5g0f .--0.36 65.62 175.00 Length=3.50 It 2 0.666 0.375 1.000 1.000 1.000 1.000 1.000 0 -0.63 0: 9991OW *1,560.00 e • 0.36 65.62 175.00 40 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 •0 . : : : : :0: • 1 Length=3.0 ft 1 0.595 0.335 1.000 1.000 1.000 1.000 1.000 *-0.'56'0 892.96 1*500J0 0 00 0.32 58.59 175.00 Length=3.50 It 2 0.595 0.335 1.000 1.000 1.000 1.000 1.000 -0.56 892.56 1,500.00 0.32 58.59 175.00 +0.60D+W+H 1.000 1.000 1.000 1.000 Length=3.0 ft 1 0.638 0.359 1.000 1.000 1.000 1.000 1.000 • t.:e 9L6`6.3 *1.510.00 .6.15 62.81 175.00 Length=3.50 ft 2 0.638 0.359 1.000 1.000 1.000 1.000 1.000 010 " %3 1:'500.40 • :0.Z5 62.81 175.00 0 00 Page 17 I Punted:25 JAN 2016,11:25AM File:Z,\Projects\OPTIMUS-PROJECTS\Barrantes-Residence\Calcs\ENERCALC\barrantes-residence.ecE Wood .Beam ENERCALC,INC.19832011,Build:6.11.6.23,Ver:6.11.6.2: wwljwal_. Description: 6.Trusses case 6 @ItIC81 R@8Ct1011S-UnfactOred � Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -1.099 -0.085 ,D Only 0.483 0.037 Lr Only 0.362 0.028 W Only -1.099 -0.085 D+Lr 0.845 0.065 D+W -0.616 -0.047 D+Lr+W -0.254 -0.02 1, r i t a F y r r •• • • •• • • • • • 1 t Pio A a • r r l i ROOF TRUSSES CONNECTORS: r 1.) Connectors type'A': Trusses, case 1: Pd= 810 lb P1= 720 lb Pw= -1720 lb Pd+P1= 1530 lb 0.6Pd+Pw= -1234 lb • I Trusses, case 2: Pd= 580 lb P1= 440 lb Pw= 1180 lb Pd+PI= 1020 lb 0.6Pd+Pw= -832 lb Trusses,case 3: Pd= 180 lb P1= 135 lb Pw= -688.5 lb Pd+P1= 315 lb 0.6Pd+Pw= -581 Ib r 1 Trusses, case 6: Pd= 480 lb P1= 360 lb Pw= -1100 lb Pd+PI 840 lb 0.6Pd+Pw= -812 lb Design loads: Gravity= 1530 Ib Net Uplift= -1234 Ib Simpson single embedded strap HETA-12 with 7-16d nails(Florida approval FI-11473) Uplift capacity= 1780 Ib, O.K. 6 9 Y J t f i •• '••• •• • • • •• Y Y • ••• • ••• ••• • 1 • •• • •• • • • • a 1 I ••• • • • • ••• • • . pige h j � d ° W Masonry Connectors t t t t I tLMS 'Embedded Truss Anchorsand TrussSeat Snap-in The embedded truss anchor series provides an 9g ',11�' engineered method to properly attach roof trusses to i t _1'A• 1+i° concrete and masonry walls.The products are designed with staggered nail patterns for greater uplift resistance. i Information regarding the use of two anchors on , single-and multi-ply trusses Is included. The TSS,a companion product of the META,provides t a moisture barrier between the concrete and truss.The N preassembled unit is riveted with no height adjustment. The DETAL20 is a high capacity embedded truss H anchor for attachment of single-ply trusses to concrete N and masonry walls.It combines dual embedded anchors with a structural moisture-barrier seat that is partially embedded in the concrete or grout.This seat serves to y W protect the truss and also provides additional lateral and uplift capacity.The embedded anchors are pre-attached to the moisture barrier through slots that allow for arA� Pt' ®„ slight amount of adjustability,providing flexibility during installation to avoid rebar.The moisture-barrier seat ' jrEmeetl' 2'ir _ Emb includes tabs at each end for optional attachment to the Embe form board in concrete tie-beam applications. \` ° MATERIAL:HHETA-14 gauge;HETA-16 gauge; 4" ept HETAL—strap 16 gauge,truss seat 18 gauge; Embedm META-18 gauge;TSS-22 gauge; DETAL-16 gauge(Barrier-18 gauge) META with TSS DETAL20 HETAL FINISH:Galvanized.Some products available in ZMAX® U.S.Patent 7,987,636 HETA20 coating;see Corrosion Information,page 14-15. Model, 1N INSTALLATION:•Use all specified fasteners. No. (HHETA similar) I See General Notes. TSS2 1 I •The META,HETA and HHETA are embedded 4"into a TSS2-2 3'/a 6'n1in.concrete beam or 8°nominal grouted block wall; HETAL is embedded 5'/,6";DETAL is embedded 41/2. ITSS4 3% F2 •The DETAL20 is installed centered and flush on top I - •". of an 8'masonry bond beam or concrete tie beam. The moisture barrier seat bears on masonry face s Moisture barrier a. shell or concrete tie beam form boards;the two ; not shown(Typ.) ash Fi - flanges embed into grout or concrete.The two l ...................................... embedded anchors shall be installed vertically into grout or concrete. Sec ,..,,;9 •The TSS moisture barrier may be preattached to a r e dne Typical META the truss using 6d commons. ` dist,nue Installed with TSS G y •For mislocated truss anchors which are greater Q than 1/8'but less than 11/2'from the face of the truss, a shim must be provided.Shim design by Truss '-- = Engineer.When gap is greater than 11/2',install new anchors. Typical DETAL n •In double embedded anchor installations,do not install fastenersInstallation v where the straps overlap when wrapped over the truss heel. 6°y Typical HETA20 CODES:See page 13 for Code Reference Key Chart. Miq Installation z` I Q These products are available with additional corrosion protection.Additional products on— l this page may also be available with this option,check with Simpson Strong-Tie for details. N Single Embedded Anchor Installation .:SP Uplift Load 160 Load Duration Increase Lateral Loads (m n.)r L7 ModelH 10dx1'/ `16d (160) Code 8 No. Ret. •' '� ' Z Quantity I Load Odantity'l toad F1 F2 AZ META12 8 7 1 1450 1 6 1450 340 725 Straps may be installed straight META14 Discontinued—See META12 and META16 or wrapped over to achieve listed loads o w META16 1 12 7 1450 6 1450 340 725 META18 14 7 1450 6 1450 340 725 1.Loads have been increased for wind or seismic loading. z Reduce where other loads govern. META206 16 7 1450 6 1450 340 725 2.Minimum fc=2500 psi.Minimum f'm=1500 psi. META22 18 7 1450 6 1450 340 725 3.For simultaneous loads in more than one direction, o META24 20 7 1450 6 1450 340 725 the connector must be evaluated as described in Note e, page 18 under Instructions to the Designer. META40 36 7 1450 6 1450 340 725 4.Five nails must be installed into the truss seat of the HETAL. M 7 1520 7 1780 340 725 5.Parallel-to-walilead iow�rdsrfacrrof HGTAL is 1W5 lbse• HETA12 8 6.It is accepta0Q�e to use acifftedlrurflbei9of festaRer' p f HETA16 12 .9 1810 8 1810 340 725 provided that Vere is qi;1du6t%Cin apli:Iooktac% ( HETA206 16 9 1810 8 1810 340 725 F27 See example on}age 17i.111ter•I loads do not apply • when fewer fifn 7 fdsRt Rers afeused Vth t*HfTAeRd HETA24 20 9- 1810 8 1810 340 725 HHETA anchors or less than 6-16d or 7-10dx1'/2 fasteners HETA40 36 9 1810 8 .1810 .340 725 are used with the META anchor. HHETAI2 8 7 1565 7 1820 340 g15 7.The HHET4 allovja�l F1 load can be increased to 435 lbs. f the strip it wrapp d over gil Uusf of a minifhffl of. HHETA16 12 10 2235 9 2235 3407 815 12 nailsereinstalbd. • • • • • • 8.MinimumS{tcing:q�mtlltiple*aRchorlhstallttioRis 2 tirRes• HHETA201 16 10 2235 9 2235 3407 815 the embgVent dVX for fug b'dd.Sel Rouble E1r 9ddet,• HHETA24 20 10 2235 9 2235 3407 815 Anchor Installation table on page 167 for loads on closer HHETA4036 10 2235 9 2235 3407 815 spaced anchors. 9.Minimum edge distance for HETA/META is 1'/Z for concrete HETAL12 •7 10" 1085 10" 1270 4155 1100 and 2'tor rmKmry.• • • • 99* • • HETAL16 11 141 1810 13" 1810 4155 1100 10.NAILS:16d= .1620dia.x rJ22"IV: 10dx11/2=0.1J8"di3 x i'/2" on jj • • 166 ® HETAL20 15 141 1810 13^ 1810 4155 1100 See page 22-28 for ether•ail sines and inforrRa90 X ••• • • • ••• • • 2.) Connectors type 'B': Hip trusses, case 4: Pd= 1120 lb P1= 840 lb Pw= -2390 lb Design loads: Gravity= 1960 Ib Net Uplift= -1718 Ib Simpson double embedded strap HETA with 10-10dx1-1/2 nails(Florida approval FL11473) i Uplift capacity= 2035 Ib O.K. 3.)Connectors type 'C': Girder trusses,case 5: Pd= 2680 lb Pl= 2000 lb Pw= -3790 lb Pd+P1= 4680 Ib 0.6Pd+Pw= -2182 Ib Simpson tiedown MGT with 22-10d nails and (1) 5/8" diam.threaded rod+Simpson SET Epoxy-Tie embedded 12" into concrete beam on each side(Florida approval FL11470) Uplift capacity= 3965 Ib O.K. I' r r 3 Y •• ••• •• • • • •• 1 • ••• • ••• ••• • Oi ••• • • • • ••• • • �MasonryConnectnrsrM Monk METAMETAMETAMETAUDETALMS EmbeTruss Anchors-and Truss Seat Snap-in dded - Double Embedded Anchor Installation Model SP Uplift Load Capacity(160) Lateral Loads(160)' :Code Moisture barrier No. Gly. Application 1 Ply 2 or 3 Ply F1 F2 Ref. not shown(Typ.) Fasteners' Load Fasteners' *.Load I0. DETAL20 1 CMU 18-10dx1'/z 2480 - — 20009 1370 r Concrete 18 -1 A 2480 — — 2000 1505 F2 META 2 CMU 10-10dx1Y2 1985 14-16d 1900 1210 1160 l _Concrete 10-10dx1'/2 1985 14-16d 2565 1210' 1160 F27 ' HETA 2 CMU 1010dx1'/z 2035 12 t6d 2500 1225' 1520 "I - Concrete 10-10dx1'/z 2035 12-16d 2700 1225' 1520 CMU Min.10-10dxl1/2 2035 12-16d 2500 1225' 1520 95 Rebar o 4 HHETA 2 Concrete 10-10dx1'/ 2035 '14-16d' 3350 1225' 1520 1.Loads include a 60%load duration increase on the fasteners for wind or seismic loading. 2.Minimum fc=2500 psi.Minimum f'm=1500 psi. r 3.For simultaneous loads in more than one direction,the connector must be evaluated as described in Note e, Typical Installation page 18 under General Instructions for the Designer. with two METAS 4.Install with spoons facing outward and straps spaced no more than W wider than the truss width. 5.The DETAL20 requires 6-10dx1'/2"nails in the truss seat and 6-10dx1'/2'nails into each strap. For all other models,install half of the required fasteners in each strap. 6.Lateral loads for META,HETA and HHETA anchors apply only to 2-or 3-ply applications with anchors spaced a minimum of 3'apart.For single-ply applications use lateral loads from the Single Embedded Anchor Installation table on page 166.DETAIL lateral loads apply for single-ply application. 7.Ft lateral loads listed may cause an additional%e"deflection beyond the standard% limit where the straps are installed not wrapped over the heel as shown. 8.Two HHETA anchors may be installed in a concrete tie beam on a 2-or 3-ply truss with 2 fewer nails for an allowable uplift load of 3050 lbs. 9.Noted Ft lateral loads for the DETAL20 may cause an additional 1/32"deflection beyond the standard'Is"limit. 10.Single-ply trusses may use either 10dx1'/2 or 16d nails with allowable loads limited to the single-ply column.2-or 3-ply trusses shall use 16d nails. 11.NAILS:16d=0.162'dia.x 3'/z'long,10dx11/2=0.148"dia.x 1'/2"long.Seepage 22-23 for other nail sizes and information. straps Ties MSTAM and MSTCM models are designed for wood to ? Typical masonry applications: MSTAM36 The MSTC series has countersunk nail slots for a lower Installation 9/1s' nailing profile. FINISH:Galvanized.Some products are available in it stainless steel or ZMAX®coating;see Corrosion Information 11/z I• page 14-15. 'INSTALLATION: c Oo I •Use all specified fasteners.See General Notes. Clear •Attaches to grouted concrete block and wood framing 1'�: Span o Or } •rJirim,ur t end aTid edge cisa'ice foT:1n"'screws is 1CODES:See page 13 for Code Reference Key Chart. +..e..W.._._n_-w srz•-=-s These products are available with additional corrosion protection. h o Additional products on this page may also be available with this 112" option,check with Simpson Strong-Tie for details. Masonry Application Z a Dimensions Fasteners(Total) AllowableTension/Uplift Loads Ma Toof p Model Ga DF/SP SPF/HF Code o o No. W L Nails CMU Concrete Ret. L 401/4' (160) (160) ° 0 MSTAM24 18 11/4 24 9-10d 5-'/4x2'/4 Titen 5-'/4x13/Titen 1500 1500 _}MSTAM36 16 11/4 36 13-10d 8-Y4x2Y4 Titen 8'/4x13/4 Titen 1870 1870 F27 ° N MSTCM40 16 3 40'/a 26-16d sinkers 14'/4x21/4 Titer 14-1/4x13/4 Titer 4220 4220 �4 Z MSTCM60 16 3 59%2 26-16d sinkers 14-'/4x2!Titen 14-1/4x13/4 Titer 4220 4220• ° o 1.Loads include a 60/load duration increase on the fasteners for wind or earthquake loading. ° 0 3" 2.Minimum edge distance 1'/2"using Titen®screws. 3.Minimum f'm=1500 psi and f'c=2500 psi. •• •• • • • • 10 e 4.Products shall be installed such that the Titen screws are not exposed to the weather. 0 • 5.See page 159 for Titen screw information. • •�, • • a ••4 • 6.NAILS:16d Sinker=0.148"dia.x 31/:long,10d=0.148"dia.x 3"long.See page 22-23 for other nail sizes and informatiii.• • • • • U Floor-to-Floor Clear Span Table 2"TYp• 0 0 Fasteners(Total) AllowableTension/Uplift Loads • ••• • •• •40 • Model Clear DF/SP SPF/HF Cade : : o•• p• No. Span Nails CMU Concrete Ref•0 • rss' •—s • • • _. (160) (160) 0 �s-► • •• I s _�I • ® MSTAM36 16 or 18 710d 4'/4x2'/4 Titen 4-'/4x13/4 Titen 1400 1380 • • rT '�• MSTCM40 16 or 18 14-16d sinkers '10-'/x21/4 Titer '10-'/4x13/4 Titen 2800 2420 F27 11/4. MST{�M6 MSTCM40 MSTCM60 22'/4 26 16d sinkers 14-Y4x2Y4 Titen 14-1/4x13/Titen 4220 4220 .. . . •• t4er MS;CM MSTCM601 261/4 20-16d sinkers 14-Y4x2Y4 Titer I 14-1/4x13/4 Titen 3840 3320 •• ' • • • • Vmilart • • ••• • See notes above. : :00.: : : : pze 22 167 a t i rMasonryCnnnecfnrs 1 MTSMIKSMTwiststrapsa o The MTSM and HTSM offer high strength truss to masonry connections. IV MATERIAL:MTSM-16 gauge;HTSM-14 gauge ° FINISH:Galvanized.See Corrosion Information, ° ? I = Moisture barrier • ° page 14-15. not shown • , INSTALLATION: '• �I1114� •Use all specified fasteners.See General Notes. TypicalMTSM20 °pi • . o° ` •Installs with hex head Titen screws. Min. .• •Attach to either side of grouted concrete block Installation , with a minimum one#5 rebar horizontal 1 P. CODES:See page 13 for Code Reference Key Chart. #5 Rebar Min. ......................... _............. ..........._......................?.............................. ................. ... ......... ..................................._......................_ •. Fasteners' DF/SP SPF/HF Allowable Lateral Madel Allowable Uplift Loads' Allowable Uplift Loads' Loads(DF/SP/SPF/HF) Code L No. L 10d 10dx1'h 10d 10dx11h F1 F2 Ref. Truss CMU Concrete (160) (160) (160) (160) (160) (160) N a MTSM16 16 7-10d 4'/4x2'/4Titen 4-1/4x1'/<Titen 860 860 750 750 a` MTSM20 20 7-10d 4-'/4x2'/4Titen 4-'/4x1 Y44 Titen 860 860 750 750 2351 90, F27 Pilot Hole o HTSM16 16 '8-10d 4-1/4x2'/4 Titen 4-Y4x1%Titen" 1175 1175 '1020 1020 a (Typ•) HTSM20 20 10-10d 4'/.x2YTiten 4-Yxi'/Titer 1175 1175 1020 1020 • Fasteners m not 1"Tvp 1.Loads have been increased for wind or earthquake loading with no further increase allowed.Reduce where other loads govern. a required • 2.Twist straps do not have to be wrapped over the truss to achieve the allowable load. ® • 3.Minimum edge distance for Titen screw is 11/2". 0 �� 4.See page 159 for Titen screw information. 5.Table allowable loads were determined using test ultimate/3 or fastener calculation values. HTSM20 MTSM16 6.Products shall be installed such that the Titen screws are not exposed to the weather. MTSM20 HTSMi6 7.Minimum f'm=1500 psi and fc=2500 psi. 8.Lateral loads apply when on the wall side Titen screws are installed into the first four hexagonal holes from the bend line and on similar) similar) the truss/rafter the first seven nail holes near the bend line are filled.Any other fasteners required can be installed in any open hole. 9.NAILS:10d=0.148'dia.x 3'long,10dx11/2=0.148"dia.x 1'/2"long.See page 22-23 for other nail sizes and information. MUMT .-irder Tiedowns l The MGT and HGT series are girder tie downs for moderate to high load l applications that are typically installed prior to roof sheathing.The MGT i owraps over the heel and is anchored on one side of the truss.The HGT straddles the heel and anchors on both sides of the truss.The HGT is field e adjustable,making it suitable for trusses with top chord slopes up to 8/12. Moisten IM The HGT is available in sizes for 2-,3-and 4-ply widths. nobaner t shown t� MATERIAL:MGT=12 gauge;HGT-7 gauge FINISH:MGT—Galvanized;HGT—Simpson Strong-Ties gray paint Install a ° p >.....�s_ minimum ,INSTALLATION:.-_Use,all specified fasteners:See,General Notes.,_ ,-� -.. •; =nom #64� -- •When the HGT-3 is used with a 2-ply girder or beam,shimming is nails into ° the face required and must be fastened to act as one unit. ••.>I o •Attach to grouted concrete block with a minimum one#5 rebar 1,/4" 3'Min . f'�' I horizontal in the top lintel block. a •See page 188 for wood applications. CODES:See page 13 for Code Reference Key Chart. #S�Rfebar L z MGT Typical MGT Installation o U 0.C. Fasteners DF/SP SPF/HF FT :Model Dim Allowable Allowable Code z No. W Between Concrete/ Uplift Loads Uplift Loads Rei. 3/4'dia. r Anchors CMU Girder (160) (160) washers MGT 33/4 — 1-s/1 22-10d 3965 3330 F26 ; 3/a dia.washers required (washers not (not supplied) Moisture d HGT-2 3M6 5% 2-3/4 16-10d 10980 6485 I9 supplied) barrier i � not shown � HGT-3. 4'%6 7% 2-3/4 16-10d 10530 9035 120' 1 2� • •••' • • • N F19 \ i • • • • • o HGT-4 6%6 9 2-% 16-10d 9250 9250 \� ••4° •i ••i 1.Attached members must be designed to resist applied loads. """\; •i • �' ' 2.Minimum f'm=1500 psi and f'c=2500 psi. I 3e/a' 4" 3.To achieve the loads listed for the MGT and HGT,anchorage into a 8"wide concrete tie-beam or grouted and reinforced CMU tie-beam can be made using 1 Simpson Strong-Tie®SET Epoxy-Tie®adhesive with a minimum embedment depth of 12'. 1 • • •,•• ...00"•• Vertical reinforcement may be required to transfer the loads per Designer. 21$" • -• • v 4.Allowable loads have been increased for wind or earthquake loading with W • •#5 Rela ;• • " no further increase allowed;reduce where other loads govern. Z , •• • Mia • • 5.The MGT can be installed with straps vertical for full table load provided all specified ( �1I16 i Crescent. nails are installed to either a solid header or minimum double 2x6 web. washer HGT-2 Typical HGT-2 Installation 6.Table allowable loads were determined using tested lowest ultimate/3 or fastener supplied (HGT-3 and • • • • • • ilti Jonc rete calculation values. and HGT-4 similar) • • • • • • • • 7.NAILS:1 od=0.148'dia.x 3"long.See page 22-23 for other nail sizes and information. required • • • ••• • • • 168 • •• •• • • • P40 4 ... . . .. ... . . i ' I Roof loads= 40 psf. roof live load= 30 psf k k ` ROOF LOADS: 1.) UNIFORM LOAD FROM ROOF FRAMING AT GL A, BAND C Roof trusses case 1 reactions: Rd= 810.0 Ib @ 24" RI= 720.0 Ib @ 24" I Unif. Loads: Wd= 405.0 plf Wl= 360.0 plf > 2.) UNIFORM LOAD FROM ROOF FRAMING AT GL 1,4 AND 5 Roof trusses case 2 reactions: Rd= 580.0 Ib @ 24" R1= 440.0 Ib @ 24" Unif. Loads: Wd= 290.0 plf' WI= 220.0 plf i t 1 .. t a I I ` r I . • •• • • • • ••• • •• ••• •• • • • •• I • •• • •• • • • • t • •Pe e'24 ROOF BEAMS: , 1.,RB-6 AT GL 1/A-C: 8x18 w/2#6 T&B AND#3 STIRRUPS @ 7-1/2" Roof load= Wd= 290 plf WI= 220 plf span= 9.25 ft See attached calcs. reactions: Rd= 2050 lb RI= 1020 lb 2."CHECK TB AT OPENING ON GL C/1-2: 8x12 w/246 T&B AND#3 STIRRUPS @ 12" Roof load= Wd= 405 plf W1= 360 plf span= 7 ft F See attached calcs. reactions: Rd= 1770 lb RI= 1260 lb 3. RB-3 AND RB-4 AT GL B/3-5: XL H Roof load= Wd= 290 plf WI= 220 plf span= 51 ft 5.1 ft See attached calcs. reactions: Rd= 840 lb R1= 4201b Rd= 2800 lb R1= 14001b Rd= 840 lb R1= 420 lb 4.RB-1 AND RB-2 AT GL 4&5/B-C: 8x18 w/2#6 T&B AND#3 STIRRUPS @ 7=1/21" . - i - -�'=`—.spa.-_. ._c-s-•_—a...r:-:..e.�...-..- ., -s < - � _..-.. s--tea -�.�-. �. -Roof,load= Wd= 290 plf WI= 220 plf span= 9.25 ft See attached calcs. reactions: Rd= 2050 Ib R1= 1020 Ib 5. RB-5 AT EXISTING GARAGE: 8x24 w/2#6 T&B AND#3 STIRRUPS @ 10-1/2" t I Existing roof loads: Dr= 40"psf Lr= 30.01f ••, ••• ••• , Atrib= 216 sf 1= 25.3 i:t •: ••: :.: . . Wd= 342 plf WI= 256'olf ••• •• •• i • ••• • ••• ••• • See attached calcs. . reactions: Rd= 5150 lb R1= 243q lb;• ••� �• Rd= 5150 Ib RI= 2V0 Ib• • r ... . . . . ... . . • • . •Page•25 ... . . . ... . i 4 Printed:25 JAN 2016,11:25AM Concrete Beam File:Z:lProjectslOPTIMUS-PROJECTS1Barrantes-ResidencelCaldsIENERCALCbarranles-msidence.ec6 ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11.6:2£ Description: 1.RB-6 AT GL 1/A-C Material Properties Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc1/2 = 5.0 ksi Phi Values Flexure: 0.90 ` fr= fc *7.50 = 530.33 psi Shear: 0.750 e • y Density = 150.0 pcf R 1 = 0.80 LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi _ fy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_, # 3 Number of Resisting Legs Per Stirrup= 2 Load Combination 2006 IBC&ASCE 7-05 8,n D 0.29 L(0.22 i i i $„WX18"t1 I i t I Span=9.30 ft .. ---------- . ..... —._.......... - ................... ._..._.................. ................. .......... . . .... ..---..................... _. ... CrossSection&'Reinforcing Details m� Rectangular Section, Width=8.0 in, Height=18.0 in Span#1 Reinforcing.... _ 246 at 2.250 in from Bottom,from 0.0 to 9.30 ft in this span 2416 at 2.250 in from Top,from 0.0 to 9.30 ft in this span 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 ___:____:_Uni-form Load -D_,0.290,-L. 0.220,ktft,-Tributary Width=1.O,fi ” DESIGN'SUMMARY_ .._ r- • .. ..... ........ ......_........................... ..... Maximum Bending Stress Ratio = 0.160 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.002 in Ratio= 47274 Mu:Applied 9.514 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn`Phi:Allowable 59.520 k-ft Max Downward Total Deflection 0.007 in Ratio= 15758 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span 4.650ft Span#where maximum occurs Span#1 Cross Section Strength&Ineitia-'_____'_^ m' Phi*Mn (k-ft) Moment of Inertia (inA4) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr-Btm Tension Icr-Top Tension Section 1 2-#6 @ d=15.75',2-#6 @ d=2.25', 59.52 59.52 3,888.00 1,061.52 1,061.52 Vertical Reactions-~Unfactored 4 Support notation:Far left is#1 .. .. • • • • Load Combination Support 1 Support 2 • • •• • • Overall MAXimum 3.069 3.069 • • .•. •• D Only 2.046 2.046 L Only 1.023 1.023 .1 D+L 3.069 3.069 • •�• •�• �•� I _ -. . .- - -- — _ • • Shear Stirrup Requirements r _•: : ;` • Entire Beam Span Length Vu<PhiVc/2, Re d Vs=Not Re d, use stirrups spaced at 0.000 in ' • •• • • • • • P 9 9 Q P P e•• �• �•• �• • • • • -Maximum Forces&Stresses for LoadCombinations Y i Load Combination Location(ft) Bending Stress Results (k-ft) + Segment Length Span# in Span Mu:Max phi*Mnx Stress Ratio ••• • • . . .• • • MAXimum BENDING Envelope • • • ••• • • Span#1 1 4.650 9.51 59.52 0.16 �'.� ••Page;26 +1.40D ••• • • • ••• • : , 3 v • 9 i 1 Printed:25 JAN 2016,11:25AM Concrete Beam File:Z:\Projects\OPTIMUS-PROJECTSOarrantes-Residence\Calcs\ENERCALCIbarrantes-residence.ecE ENERCALC,INC.1983-2011,Build:6,11.6.23,Ver.6.11.6.2; a "x Description: 1.RB-6 AT GL 1/A-C a Load Combination " Location(ft) Bending Stress Results (k-ft) t .Segment Length Span# in Span Mu:Max phi"Mnx Stress Ratio '. 'Span#1 1 4.650 6.66 59.52 0.11 +1.20 D+0.50 L r+1.60 L+1.60 H Span#1 1 4.650 9.51 59.52 0.16 +1.20 D+1.60L+0.50S+1.60H 'Span#1 1 4.650 9.51 59.52 0.16 +1`.20D+1.60Lr+0.50L Span#1 1 4.650 6.90 59.52 0.12 +1:20D+0.50L+1.60S Span#1 1 4.650 6.90 59.52 0.12 +1.20 D+0.50 Lr+0.50 L+1.60 W Span#1 1 4.650 6.90 59.52 0.12 +1.20 D+0.50L+0.50S+1.60W Span#1 " 1 4.650 6.90 59.52 0.12 +1'20D+0.50L+0.20S+E Span#1 1 4.650 6.90 59.52 0.12 Overall Maximum Deflections-Un factored`Loads- Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 'D+L 1 0.0071 4.743 0.0000 0.000 + Maxhum'Deflections for Load Combinations Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Deft Location in Span D Only 1 0.0047 4.743 0.0000 0.000 D+L 1 0.0071 4.743 0.0000 0.000 D Only 1 0.0047 4.743 0.0000 0.000 L Only 1 0.0024 4.743 0.0000 0.000 D+L 1 0.0071 4.743 0.0000 0.000 t 9.7 73 .. �. 4:9 POO - m E 0 _BEAM-.-as 0,91 1.84 X2.77 .3.7.0 _ 4.63 - 5.56 6.51- 7.44 6.37 - -.9.30 - Distance(ft) - •+1.40D■+1.ZD0+D,5DL•+1.6DL+1.60H■+1.Z5D+1.6DL+0.5D5+1.6DH i+1.ZDD+I.6DL•+0.5DL•+1.ZDD+D.SDL+1.6D5•+I.ZDD+0.5DL•+D.5DL+1.6DW'■+1.20D+D.5DL+D.505+1.6DW•+1.ZDD+D.5DL+D.ZD5- 4.2 _ 2.1 1 , BEAM-» N I 4.2 _ 0.91 1.84 2.77 3.70 4.63 5.56 • •64i; : : •t.44 : : ••4B.37I 9.30 Distance(ft) • ••• •• • -• • • • •+1.40D■+1.ZDD+0.5D1•+1.60L+1.60H■+1.ZDD+S.6DL+0.SD5+1.6DH O+1.Z0D+I.60L-+D.SOL'■+i.ZDD+0.S0L+1.665■+1.ZDD+D.SDL,+O j.DL+1%CW j+1;0D:0.S+L+..#b:+1.f dk W+1.ZDD+D.51)L+D.ZD5- I so* Or • •• • •• • • • • I • • • • • • • • :.•.: :.•Ppge 27 j Printed:25 JAN 2016.11:25AM File:Z:kProjects\OPTIMUS-PROJECTS\Barrantes-Residenoe\Calcs1ENERCALC\barrantes-residence.ece Concrete Beam ENERCALC,INC.1983-2011,Build:6.11.6.23�,�Ver:6.11.6.Z 117, Description 1.RB-6 AT GL 1/A-C BEAM -0.0036 -0.0054 .0.00 00 72 0.65, 1.58 2.70 3.63 4.56 5.67 6.60 7.72 8.65 9.30 Distance(ft) 0 DO-IV N D.I.0 DO-ty S LO-ly N D+L 000 0:0 0 'go 0 go: • 00 0:9 4:0 :•: OP.f ge,28 0% . i f w P609d:25 JAN 2016,11:25AM Concrete Be1R1 File:Z:\ProjectslOPTIMUS-PROJECTS\Barrantes-ResidencelCalcsIENERCALCIbarrantes-residence.ecE ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11.6.2; Description: 2.TB-1 AT GL C/1-2 1 Material Properties Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc 1/2 = 5.0 ksi Phi Values Flexure: 0.90 E r= fc '7.50 = 530.33 psi Shear: 0.750 O O I yf Density = 150.0 pcf R 1 = 0.80 k LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi fy Main Rebar - 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_ # 3 k Number of Resisting Legs Per Stirrup= 2 } Load Combination 2006 IBC 8,ASCE 7-05 --- Bin D 0.405 L 0.36 a e I I C l 8"wx12"h i Span=7.0 ft --- ...... ....._.............................................................. ......... ...................... ...... . ......... .. .... ......... ..................: Cross Section&Reinforcing Details Rectangular Section, Width=8.0 in, Height=12.0 in Span#1 Reinforcing.... 246 at 2.250 in from Bottom,from 0.0 to 7.0 ft in this span 246 at 2.250 in from Top,from 0.0 to 7.0 ft in this span r 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-=_0.4050,L._13_.6D_klft Tributary�Iyidth a-1-0 DESIGN SUMMARY _........ [" . ^^w_• � � � --- ....... ...... ........ Maximum Bending Stress Ratio 0.202: 1, Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.004 in Ratio=' 20073 Mu:Applied 7.240 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 35.760 k-ft Max Downward Total Deflection 0.010 in Ratio= 8354 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span 3.500ft Span#where maximum occurs Span#1 Cross Section"Strength&Inertia Phi*Mn (k-ft) Moment of Inertia (in A4 Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr-Btm Tension Id-Top Tension Section 1 2-#6 @ d=9.75",2-#6 @ d=2.25`, 35.76 35.76 1,152.00 363.36 363.36 Vertical 'k 6—a-c"tions-Unfactored � Support notation•gar"i6#4 .. Load Combination Support 1 Support 2 • • •• "• • • • • Overall MAXimum 3.027 3.027 • • • • • • • • • •• ••• •• • • • •• D Only 1.767 1.767 L Only 1.260 1.260 D+L 3.027 3.027 • ••• • ••• •.• • -tl shear Stirrup Requirements Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs"—=Not Regd, use stirrups spaced at 0.000'in; •• • •. • Maximum Forces.&Stre4ses�6r Load Combinations •• •• • Load Combination Location(ft) I Bending Stress Results (k-ft) { Segment Length Span# in Span Mu:Max phi*Mnx Strese Ratio• • • MAXimum BENDING Envelope • • • ••• • • " • " ' Span#1 1 3.500 7.24 35.76 20 •• .• Page 29. • • .. •• � t NntLd:25 JAN 2016,11:25AM File:Z:�Projects\OPTIMUS-PROJECTS\Barrantes-Residehce\Caics\ENERCALCtarrantes-residence.ecE r 11 Concrete Beam ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11.6j.2! Description 2.TB-1 AT GL C/1-2 Load Combination Location(ft) Bending Stress Results k-ft) Segment Length Span# in Span Mu:Max PhNnx Stress Ratio Span#1 1 3.500 4.33 35.76 0.12 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 3.500 7.24 35.76 0.20 +1.20D+1.60L+0.50S+1.60H Span#1 1 3.500 7.24 35.76 0.20 +1.20D+1.60Lr+0.50L Span#1 1 3.500 4.81 35.76 0.13 +1.20D+0.50L+1.60S Span#1 1 3.500 4.81 35.76 0.13 +1.20D+0.50Lr+0.50L+1.60W Span#1 1 3.500 4.81 35.76 0.13 +1.20D+0.50L+0.50S+1.60W Span#1 1 3.500 4.81 35.76 0.13 +1.20D+0.50L+0.20S+E Span#1 1 3.500 4.81 35.76 0.13 4 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defi Location in Span D+L 1 0.0101 3.5701- 0.0000 0.000 Maximum'Deflec,tions for Load Combinations -Un"fac't"6r'-ed'Loads Load Combination Span Max.Downward Defi Location in Span Max.Upward Defi Location in Span D Only 1 0.0059 1 3.570 0.0000 0.000 D+L 1 0.0101 3.570 0.0000 0.000 D Only 1 0.0059 3.570 0.0000 0.000 L Only 1 0.0042 3.570 0.0000 0.000 D+L 1 0.0101 3.570 0.0000 0.000 7.4 5.5 3J BEAM-- 6.67 1.35 2.04 2.74., 3.42 4.11 4.81 E.49 6.18 6.86 DIstance(ft) N+1ADD 0+1.ZDD+D.SDL1.6DL+1.fiDH 0.1.ZDD+1.6DL+D.5D5+i.6DH 0+1.Z5D+1.60L5.SDL N+1.2DD+D.5DL+1.6DS E+1.Z6D+D.SDLD.SBL+1.6DW 11.+1.ZbD+D.SDL+D.SD5+1.6DW o.1.ZD +D.5DL+D.ZD5 4.2'. 2.1, BEAM Z -2.1 -4.2 0.67 1.35 2.04 2.74 3.42 *'449 6.18 6.86 Distance(ft) • so so o o 6 • o 2+1ADD 0+1.ZDD+D.5DL1.fiDL+1.&bH E+1.ZDD+1.6DL.D.SD5+L.6DH W+1.ZDD+1.6DL-+D.5DL 9+1.Z5D+D.S6L+1.6Ds;sw +1.ZbD+6.5DL+D.Z05- so *so so o 6 so o *so o see • % • o:% so e so o 6:6 o o4.* :o Page 30 : : , , ^ ` Printed:25 JAN 2016,11:25AM File:Z:Trojects\OPTIMUS-PROJECTS�Barrantes-Residence\Caics\ENERCALC\barrantes-residence.ecE [Concrete Beam ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11.6.Z Description 2.TB-1 AT GL C/1-2 -0.003 -0.005 -0.008 °= | Distance�=�nw ^ ~=^ ' ^ , / / ^ ° . ` ' ' ^ ` ^ ^ ` / - V: Page 31 Printed:25 JAN 2016,11:25AIM File:Z:kProjects\OP'r]MUS-PROJECTS\Barrantes-Residence\Calcs\ENERCALC\barrantes-residence.ec' 11 .C' Concrete Beam ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6. 1.6.j2z IT"- X I affWA"I X Description 3.RB-4 AT GL B/3-5 Material PropertiesCalculations per ACI 318-08,IBC 2009,CIBC 2010,ASCE 7-05 fc1/2 5.0 ksi Phi Values Flexure: 0.90 1fr= fc 7.50 = 530.33 psi Shear 0.750 • y Density = 150.0 pd 0.80 k LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi E-Stirrups 29,000.0 ksi fy-Main Rebar 60.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# # 3 Number of Resisting Legs Per Stirrup= 2 Load Combination 2006 IBC&ASCE 7-05 an ............ D(O.29)L(O.22) D(0.2%L(0.22) I F 8"w x 18"h 8"w x 18"h Span=5.10 ft Span=5.10 ft ................ .............. ........... .......................... ..................................................................... .......... Cross'Section&R inforcing Details Rectangular Section, Width=8.0 in, Height=18.0 in Span#1 Reinforcing.... 246 at 2.250 in from Bottom,from 0.0 to 5.10 ft in this span 246 at 2.250 in from Top,from 0.0 to 5.10 ft in this span Span#2 Reinforcing.... 246 at 2.250 in from Bottom,from 0.0 to 5.10 ft in this span 246 at 2.250 in from Top,from 0.0 to 5.10 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. ---Beam self-weight- *ulated,apAaddedAoAoads Load for Span Number I Uniform Load: D=0.290, L,=0.220 k/ft,Tributary Width 1.0 ftLoad for Span Num6e.r 2 Uniform Load: D=0.290, L=0.220 k/ft, Tributary Width' 1.0 fl .......... Maximum Bending Stress Ratio = 0.048: 1 Maximum Deflection Section used for this span Typical Secticin Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mu:Applied -2.861 k-ft Maz Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 59.520 k- Max Downward Total Deflection ft 0.000 in Ratio= 999<360 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span 0.000ft Span#where maximum occurs Span#2 ............................. ........................................... .......... ............ ................. .................................................. .............. .............................................. Cross Section Strength&Inertia 0* 000 0 0 0 9 PW*Mn 9(k-ft) Moment of Inertia (in'14) • : 00 . , 0 a 0 Cross Section Bar Layout Description • . ..: jtrn.*Fertj C %op Tension I gross Icr-Btm Tension Icr-Top Tension Section 1 2-#6 @ d=15.75",2-#6 @ d=2.25', o;`*e *_,*5j52.0 ..* 59-52 3,888.00 1,061.52 1,061.52 Section 2 2-#6 @ d=15.75",2-#6 @ d=2.25', 59.52 59.52 3,888.00 1,061.52 1,061.52 Vertical_ Reactions-Unfactored Support notation Far left is#1 Load Combination Support 1 Support 2 o *SuFrW 3 go. 0:0 0% go. Overall MAXimum 1.262 4.207 1:62 • o; ; . .- : : D Only 0.842 2.805 0142 • •• 0.0 go- L Only 0.421 1.402 0.421 D+L 1.262 4.207 1.262 'A Shear Stirrup Requirements' 0:0 Entire Beam Span Length:Vu<PhiVc/2, Req'dVs=Not Reqd, use sbCupsj)aWdV ;.18T)in • 00 0 Page 32 Maximum Forces&IStresses.for Load Combinations 9 � f Printed:25 JAN 2016,11:25AM Concrete Beam File:Zi\Projects\OPTIMUS-PROJECTS\Barrantes-Residence\Calcs\ENERCALC\barrantes-residence.ec6 ENERCALC,:INC.1983.2011,;Build:6.11.6.23,Ver:6.11.6 Z Description: 3.RB-4 AT GL B/3-5 Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 5.076 -2:79 59.52 0.05 Span#2 2 5.100 -2.86 59.52 0.05 +1.40D Span#1 1 5.076 -1.96 59.52 0.03 Span#2 2 5.100 -2.00 59.52 0.03 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 5.076 -2.79 59.52 0.05 Span#2 2 5.100 -2.86 59.52 0.05 +1.20D+1.60L+0.50S+1.60H Span#1 1 5.076 -2.79 59.52 0.05 Span#2 2 5.100, -2.86 59.52 0.05 +1.20D+1.60Lr+0.50L Span#1 1 5.076 -2.03 59.52 0.03 Span#2 2 5.100 -2.07 59.52 0.03 1 +1.20D+0.50L+1.60S Span#1 1 5.076 -2.03 59.52 0.03 Span#2 2 5.100 -2.07 59.52 0.03 +1.20D+0.50Lr+0.50L+1.60W Span#1 1 5.076 -2.03 59.52 0.03 Span#2 2 5.100 -2.07 59.52 0.03 , +1.20D+0.50L+0.50S+1.60W Span#1 1 5.076 -2.03 59.52 0.03 Span#2 2 5.100 -2.07 59.52 0.03 +1.20 D+0.50 L+0.20S+E Span#1 1 5.076 -2.03 59.52 0.03 Span#2 2 5.100 2.07 59.52 0.03 6verall,Maximum'Deflections-Unfactored Loads Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Defl Location in Span 7 D+L 1 0.0003 2.125 0.0000 0.000 D+L 2 0.0003 2.975 0.0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Span. Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0002---72 2,125 _ , 0.0000 0.000 'D Only �2_ _�_-.0.0002' :_.:.... ...:2 :'ti----.x_0.000 `"=0.000 ... D+L 1 0.0003 2.125 0.0000 0.000 D+L ' 2 0.0003 2.975 0.0000 0.000 - D Only 1 0.0002 2.125 0.0000 0.000 D Only 2 0.0002 2.975 ' 0.0000 0.000 L Only 1 0.0001 2.125 0.0000 0.000 L Only 2 0.0001 2.975 0.0000 0.000 D+L 1 0.0003 2.125 0.0000 0.000 D+L 2 0.0003 2.975 0.0000 0.000 OS' BEAM---s> Y , -0.6 -1.8 • • 0.97 1.97 2.96` _. 3.96 4.95 5.93 6.92 7.92 • 8.91 9.93 00* Distar6e(ft)••• - •+1.4DD■+I.ZD0+D.SD0+I.60L+1.6DH■+1.ZDD+I.5DL+D.SDS+L.6DH■+1.Z1d>+1*DL-+b.SDL.■+S�DDr D.SD;?..6D5 0 T1*ZgD+6.%+D.SDL+1.6Dw M+1.z DD+D.SDL+D.SD5+1.6Dw-V+1.ZDD+D.5DL+D.ZD5- • •• • •• • • • • ••• • • • • ••• • • ' Page 33 .... . . . ... . . R t: Printed:25 JAN 2016,11:25AM Concrete Beam File:Z:U'rojects\OPTIMUS-PROJECTS1Barrantes-ResidencelCalcsIENERCALCIbarrantes-residence.ecE ,ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11:6.2, Description: 3.RB-4 AT GL B/3-5 2.9 Y 1.4 BEAM—— m ' d L N -1.4 -2:8 0.97 1.97 '' 2.96 3.96 4.95 5.93, 6.92. 7.92 8.91 9.93 Distance(ft) •+1.40D■+1,20 D+D.501•+1.60L+1.6DM■+3.200+1.801+D.S05+1.6DM.+1.200+3.6 D1-+D.SDL■+1.2DD+D.SDL+1.6DS•+1.2DD+D.SDL•+D.SDL+I.6DW\+1.2DD+D.5OL+D.5DS+1.66W■+1.LDD+D.SO3+D.2D5 BEAM--ss -0.00007 ,5 -0.00014 -0.00020 { -0.00027 0.601.62 - 2.64 346 4.68 S.36 6.38 7.40 8.42 - 9.44 0.00 Distance(ft) ■DO•ly•'D+L■DO•ly".LO•ly■D+L k j j • •• ••• • • • • • •• • •• • • • • ••• • k •• • • •• • • • • • ... . . . . ... . . k . Page 34 . .. .. . . . .. .. r Y Printed:25 JAN 2016.11:25AM Concrete Beam File:Z:1ProjectslOPTIMUS-PROJECTS\Barrantes-ResidencelCaks\ENERCALCIbarrantes-residence.ece ENERCALC,INC.1963=2011;Build:611.6.23,Ver.6.11.6.2£ �ri Description: 5.RB-5 AT GARAGE ' Material Properties Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 j fc = 5.0 ksi Phi Values Flexure: 0.90 fr= fc1/2 '7.50 = 530.33 psi Shear: 0.750 yf Density = 150.0 pcf R 1 = 0.80. k LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups +- 40.0 ksi E-Stirrups = 29,000.0 ksi ,fy-Main Rebar = 60.0 ksi Stirrup Bar Size#=Y # 3 ,E-Main Rebar = 29,000.0 ksi , Number of Resisting Legs Per Stirrup= 2 f Load Combination 2006 IBC&ASCE 7-05 sin D 0.342 L 0.256 i i 8"wx24"h Span=19.0 ft ------- —. ......... _......... ....... .......... Cross Section&Reinforcing Details Rectangular Section, Width=8.0 in, Height=24.0 in Span#1 Reinforcing.... 246 at 2.250 in from Bottom,from 0.0 to 19.0 ft in this span 246 at 2.250 in from Top,from 0.0 to 19.0 ft in this span _ Applied Loads Service loads entered.Load Factors will be applied for calculations Seam self weight calculated and added to loads Load.for Span Number 1 j —L niform Load-:-Q-=.l).3420-L=0.2560_k/ft Tributary Width_1.O fl_-� DESIGN'SUMMARY _ - - • .._ .. _ Maximum Bending Stress Ratio = 0.574: 1. ,Maximum Deflection Section used for this spanTypical Section Max Downward L+Lr+S Deflection 0.024 in Ratio= 9377 Mu:Applied 47.833 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn'Phi:Allowable 83.280 k-ft Max Downward Total Deflection 0.067 in Ratio= 3400 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span 9.500ft t Span#where maximum occurs Span#1 Cross Section Strength,&Inertia Phi"Mn (k-ft) Moment of Inertia (in14) Cross Section Bar,Layout Description Btm Tension Top Tension I gross Icr-Btm Tension Icr-Top Tension Section 1 2-#6 @ d=21.75",2-#6 @ d=2.25", 83.28 83.28 9,216.00 2,149.45 2,149.45 Vertical Reactions-Unfactored .. •.Supportnotaipn:Fir igftis J1. Load Combination Support 1 Support 2 • • •• • • • • : t Overall MAXimum 7.581 7.581 +• • • • • • • • '• D Only 5.149 5.149 ' " " ' ' • •• L Only 2.432 2.432 D+L 7.581 7.581 Shear Stirrup Requirements r �:s: : : : ; ' • • Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not R eqd, use ffrupsaacd#d at '0000 0� • � � � � ' Maximumforces&Stresses for Load Combinations -* '` ' Load Combination Bending Stress Results (k-ft) Se ment Len th San# Location(ft) r 9 9 P in Span Mu:Max••• •Phi"Mnx .Sgesz g31'o MAXimum BENDING Envelope • • • .., Span#1 1 9.500 47.83 0,157 Page 35 +1.40D ••• • • • ••• • f 1 y i ' r Printed:25 JAN 2016.11:25A.M Concrete Beam File:Z:(Projects\OPTIMUS-PROJECT51Barrantes-ResidencelCalcsIENERCALCIbarrantes-residence.ec6 ENERCALC,INC.19832011,Build:6.11.6.23,Ver.6.11.6.2: Description: 5.RB-5 AT GARAGE Load Combination Location(fl) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio ` Span#1 1 9.500 34.24 83.28 0.41 +1.20 D+0.50 L r+1.60 L+1.60 H ( Span#1 1 9.500 47.83 83.28 0.57 +1.20D+1.601-450S+1.60H 1 Span#1 1 9.500 47.83 83.28 0.57 +1.20D+1.60Lr+0.50L Span#1 1 9.500 35.13 83.28 0.42 +1.20D+0.50L+1.60S 1 Span#1 1 9.500 35.13 83.28 0.42 1 +1.20D+0.50Lr+0.50L+1,60W a Span#1 1 9.500 35.13 83.28 0.42 +1.20D+0.50L+0.50S+1.60W Span#1 1 9.500 35.13 83.28 0.42 +1.20D+0.50L+0.20S+E Span#1 1 9.500 35.13 83.28 0.42 Overall Maximum Deflections-Unfactored ' ._._.._ ,, . :. , Loads , Load Combination, Span Max.""Defl; Location in Span Load Combination Max."+"Defl Location in Span D+L 10.0671 9.310 0.0000 0.000 Maximum Deflections for LoadCombinations--'Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0427 9.310 0.0000 0.000 D+L 1 0.0671 9.310 0.0000 0.000 D Only 1 0.0427 9.310 0.0000 0.000 L Only 1 0.0202 9.310 0.0000 0.000 D+L 1 0.0671 9.310 0.0000 0.000 49 37 8, 24 c E 0 ' 146 ,3.76 5.66 7.56 -9.46 11.36 13.26 15.16 17.06 18.96 Distance(ft) •♦1ADD.+1.Z0D+D.SDL.+I.6DL+1.60H■+1.Z0D+1.6DL+0.S05+1.60H■+1.ZDD+I.6DL-+D.SDL•+1.ZDD+D.50L+1.6D5■+1.Z0D+D.5DL-+0.S0L+I.6DW R+1.Z1)11+D.5DL+D.SD5+1.60W•.+1.ZbD+D.S0L+D.ZD5 10 5' BEAM---> a L 1 1 -10- 1.86 3.76 S.66 ••�.56••: : :9.6•• : :-'11.• 1326 15.16 17.06. 18.96 ••• 15istan"ft)• • • • • 0+1.4DD +S.ZDD+0.5DL-+1.6DL+1.6DH f+1.Z0D+1.6DL+D.SD5+1.6DH•+I.ZDD+1.66L-*D.SDL•1i+1DDID.:L+:6D:0:.ZDDOD. DL-+D.SDL+L.6DW■+I.ZDD+D.5DL+D.SD5+1.6DW•+%.ZDD+O.SDLtD.ZDS- so 000 00 0 • ••• • ••• ••• • • •• • •• • • • • as • •• • • • F , ••• • • • • ••• • • • • • Page 36 / / , , NmW:mJAN 2016,11:25AM File:Z:\Projects\OPTIMUS-PROJECTS\Barrantes-Residence\Calcs\ENERCALCIbarrantes-residence,ece Concrete Beam ENERCALC,INC.1983-2011,Build:6.11.6.23.Ver:6.11,6.2, Description 5.RB-5 AT GARAGE -0.034 | , '— '— -- — -- —� —'' 14.63 ~~ ~~ | , Distance u�"�nv ,~*�~° / . y - . | � / } ^ ^ i ' / ^ / ^ ' ~ ^ ^ | - 1 °°: � . / Page 37 / 6. REINFORCING CHANNEL C15x33.9 FOR EXISTING CONC. BEAM AT LIVING ROOM/TERRACE: Existing roof loads: Dr= 40 psf Lr= 30 psf Btrib= 20.3 ft Wd= 812 plf WI= 609 plf k Existing beam: Wd= 133 plf (assuming existing beam is 8x16) reinforcing channel: Wd= 33.9 plf Total loads: Wd-total= 979 plf WI-total= 609 plf span= 21.4 ft see attached calculations: Rd1= 10480 lb kl1= 6520 lb Rd2= 10480 lb R12= 6520 lb 6.1)CONNECTION BETWEEN EX.CONCRETE BEAM AND NEW REINFORCING CHANNEL: Shear at connection: Vd= 10480 Ib VI= 6520 Ib Area C15x33.9= 10.00 in2 f E xbar= 4.4 in attached calcs Q= 44.4 in3 A x xbar (combined= 902.00 in4 attached calcs Surface in contact,t= 15.00 in depth of channel ; t= 55.8 Ib/in2 VQ/I x t as .�_ _ :. 5/$--diam-AS�tb'i 432S -� -t�rubolts:4- -. vall- --- 16600=1b-- - —AISG-Mantt-al�--�-�-T-.�-- vbolt=i*t"*spacing Min.spacing= 19.82 in Sreqd=vbolt/� x t Spacing between bolts= 16 in O.K. i6.2)EXISTING CONCRETE BEAM AT LIVING ROOM/TERRACE REACTION: See attached calcs: ` Rd1= -1810 Ib R11= -1040 Ib Rd2= 21970 lb R12= 13560 lb Rd3= 842: Ib ••;Rj2; 5270 Ib .. ... .. . . . .. a • ••• • ••• ••• • •• • • •• • • • • • • •• • •• • • • • • Page 38 . .. .. . . . .. .. ... . . . ... . . f � r r Printed:25 JAN NIB,11:25AM Steel Beam File:Z\ProjectslOPTIMU&PROJECTS1Barrantes-Residence\Calcs\ENERCALC\barrantes-residenceeecE ENERCALC,INC.19B3-201 Build:6.11.6.23,Ver.6.11.6.Z r Description: 6.REINFORCING CHANNEL C15x33.9 r Material Properties _ A. 2 Calculations per AISC 360.05,IBC 2009,CBC 2010,ASCE 7.05 Analysis Method: Allowable Stress Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC&ASCE 7-05 .................................._.................._..._......_..__.._..._.. --..._...._._......._..._....._._.._...............__......___._..._..............................._....................................._................. a ,. f. D(0.979)L(0.609) Span=21.40 ft C15X33.9 i Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.9790, L=0.6090 k/ft, Tributary Width=1.0 ft i ,DESIGN SUMMARY Maximum Bending Stress Ratio = 0.717: 1 Maximum Shear Stress Ratio= 0.158 : 1 Section used for this span C15X33.9 Section used for this span C15X33.9 Mu:Applied 90.905 k-ft Vu:Applied 16.992 k Mn/Omega:Allowable 126.747 k-ft Vn/Omega:Allowable 107.78 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 10.700ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 `Maximum Deflection Max Downward L+Lr+S Deflection 0.317 in Ratio= 809 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.827 in Ratio= 310<360 EXISTING CONC, BEAM WILL. 4w:ivmAIN. DEFLECTION Max Upward Total Deflection 0.000 in Ratio=, 0<360 IS OK Maximtun,Foices•&Stiesses.forr-LoadLombinations, Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# MV.._ :, Mmax+ Mmax- Ma-Max.. Mnx _Mnx/Omega,Cb, , Rm,, . Va Max Vnx..Vnx/Omega Dsgn.L= 21.40 ft 1 0.442 0.097 56.04 56.04 211:67 126.75 1.00 1.00 10.48 180.00 107.78 +D+L+H Dsgn.L= 21.40 It 1 0.717 0.158 90.91 90.91 211.67 126.75 1.00 1.00 16.99 180.00 107.78 +D+0.750Lr+0.750L+H Dsgn.L= 21.40 ft 1 0.648 0.143 82.19 82.19 211.67 126.75 1.00 1.00 15.36 180.00 107.78 +D+0.750L+0.750S+H I Dsgn.L= 21.40 ft 1 0.648 0.143 82.19 82.19 211.67 126.75 1.00 1.00 15.36 180.00 107.78 +D+0.75 0 Lr+0.750 L+0.750 W+H Dsgn.L= 21.40 ft 1 0.648 0.143 82.19 82.19 211.67 126.75 1.00 1.00 15.36 180.00 107.78 +D+0.750L+0.750S+0.750W+H Dsgn.L= 21.40 It 1 0.648 0.143 82.19 82.19 211.67 126.75 1.00 1.00 15.36 180.00 107.78 +D+0.750Lr+0.750L+0.5250E+H i Dsgn.L= 21.40 ft 1 0.648 0.143 4111119••• • • • 82.19+ 9V.67 126.75 1.00 1.00 15.36 180.00 107.78 +D+0.750L+0.750S+0.5250E+H • • • • • • • • • Dsgn:L= 21.40 ft 1 0.648 0.143 •X62.19 •: ••+ : :8 18: •211.67 126.75 1.00 1.00 15.36 180.00 107.78 _ .....r . _ _._ d._._ _, __. ...___. .. Overall Maximum Deflections-Unfactored Loads •• ••• go: •• Load Combination Span Max.-"Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.00000 i•• 0.0000 ••• 00: • 0.0000 0.000 Vertical Reactions-Unfactored ••; euAort notation:FaPleft i'#1+ Values in KIPS Load Combination Support 1 Support 2 0• ;• ••• :• ••• ••• Overall MAXimum 16.992 16.992 D Only 10.475 10.475 LOnly 6.516 6.516 ••• • • • ••• • • D+L 16.992 16.992 i i i•i i i i • Page 39 ••• • • • ••• • • c ' r r 3 } I REINFORCING CHANNEL-COMBINED SECTION PROPERTIES M S r { ---------------- RECzIONS ---------------- , Area: 13-1.e000 sq in Perimeter: 59.8828 in Sounding box: X: --1.0555 -- 4.3442 in R Y: -Tero41 -- 8.+0359 in Centroid: X: 0.0000 in Y: 0.0000 in Moments of inertia: X: 3045.5195 sa in sq in 1': 'J02.0a&-1 sq in sq in Product of inertia: XT-: -22.02io4 sq in sq in Radii of gyration: X: 4.ro995 in 1': 2.55-1-1 in Principal moments (sq in sq in) and X-i' directions about centroid: I: 3045.-1458 alone 3/40.9999 -`0.0103-1i8 J: 901.a&04 a long 3/40.0103 0.99e 3 i-a , I i l • •• • •• • • • • 0:0 •Y • • • • 0:0•• • • :••.: : : : :• .: Page 40 u r t i • 1 i Printed:25 JAN 2010,11:25AM -Concrete Beam File:Z:lProjects\OPTIMUS-PROJECTSIBarranles-ResidencelCalcsIENERCALCtarrantes-residence:ecE ENERCALC,INC.1983.2011,Build:6.11.6.23,Ver:6.11.6.2; Description: 6.2 EXIST CONC BEAM F r F,Material Properties Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc1/2 = 3.0 ksi Phi Values Flexure: 0.90 fr= fc '7.50 = 410.79 psi Shear: 0.750 • • yr Density = 145.0 pcf R 1 = 0.850 k LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi _ fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi ' E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_ # 3 Number of Resisting Legs Per Stirrup= ti 2 {Load Combination 2006 IBC&ASCE 7-05 8 in r D 0.979 L 0.609 D 0.979 L 0.609 41 8"wx18"h 8"wx18"h Span=7.80 ft Span=21.40 ft 1 .. __ .. _.............................. ___ ......... _............... ..... ............ __ ....... ....................... ............. ........... ........... _Cross Section&Reinforcing Details Rectangular Section, Width=8.0 in, Height=18.0 in Span#1 Reinforcing.... 246 at 2.250 in from Bottom,from 0.0 to 7.80 ft in this span 246 at 2.250 in from Top,from 0.0 to 7.80 ft in this span Span#2 Reinforcing.... 246 at 2.250 in from Bottom,from 0.0 to 7.80 ft in this span 246 at 2.250 in from Top,from 0.0 to 7.80 ft in.this span Applied Loads Service loads entered.Load Factors will be applied for calculations. �.. ,Q— Load'foc Span Number 1�--R.---_ Uniform Load: D=0.9790,.L=0.6090 klft, Tributary Width-1.0fl Load for Span Number 2 Uniform Load: D=0.9790."L=0.6090 klft, Tributary Width=1.0 fl r E � Vertical Reactions-Unfactored � Support ation:Far left is#1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum -2.854 3S 13.6 D Only -1.809 2%7Z ; x.424•; ; . • L Only -1.070 13.59! •• 5.201 • •• • • • D+L -2.854 3?.?29 • 13.694 • • ' a 1 r COLUMNS REACTIONS: 1.TC COLUMNS AT GL 1/A-B , Reaction from RB-6: Pd= 2050 Ib RI= 1020 Ib a TC= Pd= 1100 lb 3150 Ib 1020 Ib 2.TC COLUMNS AT GL C/1-2 F Reaction from TB-1: Pd= 1770 Ib RI= 1260 Ib TC= Pd= 1100 Ib 2870 Ib 1260 Ib 3.C7 COLUMNS AT GL B/4 Reaction from RB-4: Pd= 2800 Ib RI= 1400 Ib Reaction from RB-1: Pd= 2050 Ib RI= 1020 Ib C7= Pd= 3438 lb C 8288 Ib 2420 Ib 4.TOCOLUMNS AT GL 5/B-C Reaction from RB-2: Pd= 2050 Ib RI= 1020 lb TC= Pd= 3438 Ib 5488 lb 1020 lb 5.C8 COLUMNS AT GARAGE _.—Reactionfrorn,RB=5:_-----..-x7-Pd= --,-R1=- --7243,G4b-.... –�_ C8= Pd= 1100 Ib 6250 Ib 2430 Ib 6.C5 COLUMNS AT LIVING ROOM Reaction from exist. beam: Pd= 21970 Ib R1= 13560 Ib C5= Pd= 2658 lb 24628 lb 13560 lb . .. . . . . ... . .. ... .. . . . .. . .. . .. . . . . ... .. . . . ... . . • Page 42 GROUND FLOOR SLABS: 8"SLAB REINF.WITH#5@10"O./C. EW T&B As= 0.37 in2/ft2 Ground floor loads: D= 125 psf L= 40 psf Flood elevation 10 ft Bott. Of slab elevation 7.3 ft Hw= 3.8 ft hydrostatic pressure= -234 psf 1.2D+1.6L= 214 psf 1.2D+2Fa= -318 psf 0;9D+2Fa= -356 psf governs La= 17.3 ft Lb= 23.3 ft a M,= 0.75 factored�'load= -356 psf factored load D= 150 psf factored load Fa= -468 psf Negative moment: { case 2 applies Coeff. Ca, neg= 0.069 Coeff. Cb,,neg= 0.022 Ma,-Oleg= Mb, neg= 4.23 kip-ft/ft d= 6.19'in As`req, neg= 0.30 in2/ft As prov, neg= 0.37 in2/ft As, neg IS O.K. Dead load positive moment: case 2 applies Coeff. Ca, pos d= 0.028 Coeff. Cb, pos d= 0.009 Ma, pos d= 1.26 kip-ft/ft .: .': :.: •. i Mb, pos d= 0.73 kip-ft/ft • • • .. ... .. . . . .. d=1 6.19 in As'req= 0.05 in2/ft ••• •;• ••• •;• ••; .. . . .. . . . . . . .. . .. . . . . ... . . . . ... . . 0 000 • • • Page 43 ••• • • • ••• • • 1 Hydro. load positive moment: case 2 applies r Coeff. Ca, pos d= 0.045 Coeff. Cb, pos d= 0.014 F Ma, pos Fa= 6.33 kip-ft/ft Mb, pos Fa= 3.54 kip-ft/ft d= 6.19 in As req= 0.26 int/ft r As req, pos= 0.31 int/ft Y As prov, pos= 0.37 int/ft As,pos IS O.K. .STAIR LANDING SLABS: 7"SLAB REINF.WITH#4@12" O./C. EW T&B As= 0.20 in2/ft2 Ground floor loads: D= 113 psf L= 40 psf a Flood elevation 10 ft Bott. Of slab elevation 7.3 ft Hw= 3.7 ft hydrostatic pressure= -229 psf 1.2D+1.6L= 199 psf 1.2D+2Fa= -323 psf ,0.9D+lF.a=� —, ��, -356-,psf— __---,,governs Y 0V 04: • •• • • • • ••• • •• ••• •• • • • •• 9 h ":.•.: : : :.•.: Page 44 ••. • • • ••• . • P w 1 f f t i Printed:25 JAN 2016,11:27AM Concrete.Beam File:Z;1Projects\OPTIMUS-P_ROJECTS1Banantes-Residence\CalcsIENERCALCIbanantes-residence.ecE ENERCALC,INC.19832011,Build:6.11.6.23.Ver.6.11.6:Y Description: 7"stair landing slab Material Properties Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc1/2 = 5.0 ksi ifi Phi Values Flexure: 0.90 fr= fc "7.50 = 530.33 psi Shear: 0.750 - I yf Density = 150.0 pcf R 1 = 0.80 X LtWt Factor = 1.0 Elastic Modulus. = 4,030.51 ksi Fy-Stirrups 40.0 ksi - fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi r E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_ # 3 Number of Resisting Legs Per Stirrup= 2 i Load Combination 2009 IBC&ASCE 7-05 i. D 0.113 H(-0.229) i � I i , I I 12"wx7"h i ...._._.............................................................._._................._...._......_............._....................._. Span=3.40 ft ............ ,Cross Section&Reinforcing Details Rectangular Section, Width=12.0 in, Height=7.0 in Span#1 Reinforcing.... 144 at 2.125 in from Bottom,from 0.0 to 3.40 ft in this span 144 at 2.125 in from Top,from 0.0 to 3.40 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.1130, H=-0.2290 k/ft, Tributary Width=1.0 ft -DESIGN SOMMARAMM - .Maximum Bending Stress Ratio = 0.088: 1 Maximum Deflection +Section used for this span Typical Section Max Downward L+Lr+S Deflection 0:000 in:Ratio=j 0<360. " Mu:Applied -0.5149 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio=I 0<360 Mn*Phi:Allowable 5.876 k-ft Max Downward Total Deflection 0.000 in Ratio=j 999<360 Load Combination +0.90D+2.OH Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span 1.700ft Span#where maximum occurs Span#1 Cross Section Strength&mInertia Phi*Mn (k-ft) Moment of Inertia (in A4) Cross Section Bar Layout Description a Btm Tension Top Tension I gross Icr-Btm Tension Icy-Top Tension Section 1 1-#4 @ d=4.875",1-#4 @ d=2.125', 5.88 5.88 343.00 27.35 27.35 VerticalReactionsUnfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 •• ••• . •> • • • •• Overall MAXimum -0.389 -0.389 • : ••. • • 0 0 0 DOnly 0.192 0.192 '. •; ; : : : :•: •• H Only -0.389 -0.389 •• ••• •• • ' • •• Shear Stirrup Requirements_ Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd, use ztirrupscpaced at .0.004 is•_ ••• • _Maximum Forces&Stresses for Load Combin_ations • .. .. Load Combination Location(ft) Bending Awss Resultso (k-ft • • • • Segment Length Span# in Span Mu:k1ax phi*Mnx Stress Ratio MAXimum BENDING Envelope "Span#1 1 1.700 -0.51 •.. • 5.88• • • 44 . • +1.20D+1.60L+0.50S+1.60H • • • • • • Span#1 1 1.700 -0.33 5.88 086 Page.45 +0.90D+2.01-1 • •• •• • • • •• •• ] . ( . . / " Printed:25 JAN 2016,11:27AM File:Z:\ProjectskOPTIMUS-PROJECTS\Barrantes-Residence\Calcs\ENERCALC%arrantes-residence.ecE Concrete Beam ENERCALC,INC.1983-201 1,–Build:6.11.6.23,Ver:6111.6.Z Description 7"stair landing slab ��m�� Bending Stress Results (k-ft . Locabon(ft) Segment Length Span# in Span Mu:Max nx Stress Ratio ' Load Combination Span Max."-'Defl Lo.cation in Span Load Combination Max."+"Def! Location in Span 1 1 0.0000 0.000 H Only -0.0005 1.734 _Maxir�6m' Defle"itions, or Load Combinations Load Combination Span Max.Downward Defl Location in Span Max.Upward Defi Location in Span D Only 1 0.0002 1.734 0.0000 0.000 H Only 1 0.0000 0.000 -0.0005 1.734 D Only 1 0.0002 1.734 0.0000 0.000 H Only 1 0.0000 0.000 -0.0005 1.734 BEAM— Distance(ft) 0.6 BEAM -03 Distance(ft) 0.00051 0.00032 000013 BEAM- -0.00006 ^^ ` ' . ° ° °°° ° ° ° ° ' 0 0°°°0 0 0 0 0°°°� Page 46 ° . . / ` k Ground floor loads: D= 125 psf L= 40 psf GRADE BEAMS: F a 1.)GRADE BEAM GB-1 AT GRIDLINE 1/A-B Roof framing= Wd= 290 plf WI= 220 plf Roof beam= Wd= 150 plf CMU= Wd= 378 plf stem wall= Wd= 207 plf 8"Slab load= Atrib= 76 sf 1= 17.33 ft Wd= 548 plf WI= 175 plf, Total loads= Wd-total= 1573 plf W1= 395 plf Wd-total= 755 plf Wl= 175 plf Concentrated load from TC= Pd= 3150 lb P1= 1020 lb i span= 8.7 ft 8.7 ft Reaction at supports: f Rd1= 7200 lb R11= 1500 lb Rd2= 19990 lb R12= 3990 lb j Rd3= 7190 lb R13= 1500 lb } 1 , rt •• ••• • • • • • •• • ••• • ••• ••• • •• • • •• • • • • • • •• • •• • • • • • I [ ••• • • • • ••• • • • • • • • Page 47 ... . . . ... . . F 1 - 1 Printed:25 JAN 2016.11:25AM Concrete<Bealln File:Z:1ProjectslOPTIMUS-PROJECTSIBarrantes-ResidencelCalcsIENERCALC%arrantes-residence.ecE ENERCALC,INC.1983.2011,Build:6.11.6.23,Ver.6.11.6 2£ Description: 1.)G13-1 AT GL 1/A-C t 4iM8terlal PrOpertl@S 1 v p Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc1/2 = 5.0 ksi Phi Values Flexure: 0.90 fr= f c *7.50 = 530.33 psi Shear: 0.750 • • • W Density = 150.0 pcf R 1 = 0.80 LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_ # 3 Number of Resisting Legs Per Stirrup= 2 Load Combination 2006 IBC&ASCE 7-05 i • 5 Lein 1 D(3.15)L(1.02) D(3.15)L(1.02) I j 1)0.573L 0.395 I D(0.7551_(0.117; L D 0.755 0.175 D 1.573 L 0.395 i 18"wx24"h 18"wx24"h Span=8.70 ft Span=8.70 ft ... .. .. __...--- .--__... _- . ...._._ .... .... ........... ...................... ......... ....__. ......-- ...._.... -... ......._...._._. Cross Section&Remfor'cing betaiis +Rectangular Section, Width=18.0 in, Height=24.0 in Span#1•Reinforcing.... 346 at 2.750 in from Bottom,from 0.0.to 8.70 ft in this span 346 at 2.250 in from Top,from 0.0 to 8.70 ft in this span Span#2 Reinforcing.... 1- 346 at 2.750 in from Bottom,from 0.0 to 8.70 ft in this span 3-#6 at 2.250 in from Top,from 0.0 to 8.70 ft in this span .. a. Service loads entered.Load Factors.will be applied for ,Applied Loads pplicalculations. _-_- -Beam self weight calculated and-added to loads.- Load for Span Number 1 Unlfofm Load: D=1.573, L=0.3950 k/ft,Extent=0,0 »4.50 ft, Tributary Width=1.0 fi Point Load: D=3.150, L'=1.020 k @ 4.50 ft Uniform Load: D=0.7550, L=0.1750 k/ft,Extent=4.50 »8.70 ft, Tributary Width=1.0 fi Load for Span Number 2 r Uniform Load: D=1.573, L=0.3950 k/ft,Extent=4.50--»8.70 ft, Tributary Width=1.0 fi ,Point Load: D=3.150, L=1.020 k @ 4.50 ft Uniform Load: D=0.7550, L=0.1750 k/ft;Extent=0.0 »4.50 ft, Tributary Width=1.0 fi �4 DESIGN SUMMARY Maximum Bending Stress Ratio = 0.235: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mu:Applied -30.670 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 130.76 k-ft Max Downward Total Deflection 0.002 in Ratio= 56235 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span 0.000ft. •.• • . . . . .. Span#where maximum occurs Span#: _..... .. Cross Section Strength&Inertia 00 000 •. •• •• Phi*Mn. (k-ft) Moment of Inertia (in^4) Cross Section Bar Layout Description • •• • 1311jension••jop Tension I gross Icr Btm Tension Icr-Top Tension Section 1 3-#6 @ d=21.25",3-#6 @ d=2.25", • • • • • •125.44 • -.13Z76 20,736.00 3,234.83 3,386.83 Section 2 3-#6 @ d=21.25",3-#6 @ d=2.25", •.; ; • ••: :125"A •• :13 76 20,736.00 3,234.83 3,386.83+ i Vertical Reactions Unfactored F ' 00 • Support notatIbn:Far lefMs#1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 8.703 23.988 N% D Only 7.202 19.994 v.188+ • • • • • • L Only 1.502 3.994 .:.504 • i i•i i i • i Page 48 D+L 8.703 23.988 •��9i• �� ••• •i• i• •i Printed:25 JAN 2016,11:25.AM File:Z:�Projects\OPTIMUS-PROJECTS\Barrantes-Residence\Calcs\ENERCALC\barrantes-residence.ecE Concrete Beam ENERCALC,I NC,'1983-2011,Build:6.11.6.23,Ver:6.11.6.2, Description 1.)GB-1 AT GL 1/A-C Shear'st'i-r,,rup-'Requirements,---,----- Entire Beam Span Length:Vu<PhiVcF2,-Re-q"d-V-s'=-'Not-R-e'q'-d,-u-s'e-*stirrups spaced at 0.000 in MiiiM6 m-,r6r-6ii'i'ttiii-se'"'s"f'-o-r,-L-o-a-d"C'-o,-m,bi,n-akbion-s- 'Loaa Combination Location(ft) Bending Stress Results (k-ft) ., Segment Length Span# in Span Mu:Max Phi-Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 8.659 -30.03 130.76 0.23 Span#2 2 8.700 -30.67 130.76 0.23 +1.40D Span#1 1 8.659 -27.30 130.76 0.21 Span#2 2 8.700 -27.89 130.76 0.21 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 8.659 -30.03 130.76 0.23 Span#2 2 8.700 -30.67 130.76 0.23 +1.20D+1.60L.+0.50S+1.60H Span#1 1 8.659 -30.03 130.76 0.23 Span#2 2 8.700 -30.67 130.76 0.23 +1.20D+1.60Lr+0.50L Span#1 1 1 8.659 -25.48 130.76 0.19 Span#2 2 8.700 -26.02 130.76 0.20 +1.20D+0.50L+1.60S 'Span#1 1 8.659 -25.48 130.76 0.19 Span#2 2 8.700 -26.02 130.76 0.20 +1.20D+0.50Lr+0.50L+1.60W jSpan#1 1 8.659 -25.48 130.76 0.19 ,Span#2 2 8.700 -26.02 130.76 0.20 +1.20D+0.50L+0.50S+1.60W Span#1 1 8.659 -25.48 130.76 0.19 Span#2 2 8.700 -26.02 130.76 0.20 +1.20D+0.50L+0.20S+E Span#1 4 1 8.659 -25.48 130.76 0.19 Span#2 2 8.700 -26.02 130.76 0.20 Overall Maximum Deflections-Unfactored Loads Load Combination Span- Max. Defi Location in Span Load Combination' Max."+"Defi Location in Span D+L 1 0.0019 3.625 0.0000 1 0.000 _D+L. 2 0.0018 ,_-:-"-5-075-- 0.0000 0.000 Maximum Deflections' for Load Combinations -Unfactored Loads, Load Combination Span. Max.Downward Defi Location in Span Max.Upward Defi Location in Span D Only 1 0.0015 3.625 0.0000 0.000 D Only 2 0.0015 5.075 0.0000 0.000 D+L 1 0.0019 3.625 0.0000 0.000 D+L 2 0.0018 5.075 0.0000 0.000 D Only 1 0.0015 3.625 0.0000 0.000 .D Only 2 0.0015 5.075 0.0000 0.000 L Only 1 0.0003 3.625 0.0000 0.000 L Only 2 0.0003 5.075 0.0000 0.000 D+L 1 0.0019 3.625 0.0000 0.000 D+L 2 0.0018 5.075 0.0000 0.000 t 20 7 00, BEAM ................... 00 E 2 -18 Ns, .0. 0 V 6,:-31 .4 1.66 3.36 •:1e 0 0 ' 6.79 0 149. . . :10.15 11.89 13.59 15.29 17.03 Distance(ft) V+1.4DD 0+1.ZDD+D.5DL,,1.6DL+1.60h W-ZDD+1.6DL.D.SD5.1.6DH 0+1.ZDD.1.600+b-SDL 0+1.ZDD+D.SDL+1.6D5 W+1.Z0D+D.SDL-+D.S0L+1.6DW M+1.ZDD.D.5DL+D.SD5+1.6bW W+1.ZDD+D.S0L+D.ZDS so* Page 49 i M Printed:25 JAN 2016,11:25AM Concrete Beam File:'ZaProjects\OPTIMUS PROJECTS1Bartantes-ResidencelCalcsIENERCALCIbartantes-residence:ecE ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver.6.11.6.2f Description: 1.)GB-1 AT GL 1/A-C r Is I e BEAM-.. •8 16 lb6 3.36 5.10 6.79 0.49 10.15 11.89 13.59 "15.29 17:03 Distance(ft) Y+1.4DD'■+L.20D+D.SOL,+1.6DL+L.60H 0+I.2DD+1.60L+D.505+1.6OH■+1.2DD+I.BDL-+D.SDI N+1.26D+D:50L+1:60S 0'+1.2DDTD.SDL-+O.SOL+I.6DW i+1.2DD+D.SDL+D.SDS+I.6DW■+1.2DD+D.SDL+O.2DS- BEAM•-•s s -0.0005 G -0.0009 v O 0.0014 -0 0019 t.02 2.76 4.50 5.95 7.69 9.14 10.59 12.33 14.07 15.81 17.26 Distance(ft) '•DO•ly■D+L-i DO•ly'■.LO•ly-Y D+l e ti 1 •• ••• • • • • • •• •• ••• •• • • • •• • •• • • • • l A • Page 50 r I t 2.) GRADE BEAM GB-1 AT GRIDLINE A/1-2 I Roof framing= Wd= 405 plf W1= 360 plf Roof beam= Wd= 150 plf CMU= Wd= 378 plf t stem wall= Wd= 207 plf 8"Slab load= Atrib= 133 sf 1= 24 ft Wd= 693 plf Wl= 222 plf Total loads= Wd-total= 1833 plf Wl= 582 plf span= 7.5 ft 7.5 ft 7.5 ft Reaction at supports: Rd1= 68501b RI1= 17501b - Rd2= 18830 lb R12= 4800 lb Rd3= 18830 lb R13= , 4800 lb Rd4= 6850 lb R14= 1750 lb 3.)GRADE BEAM GB-1 AT GRIDLINE 2/A-C ; stem wall= Wd= 207 plf r 8"Slab load= Atrib= 76 sf 1= 17.33 ft Wd= 548 plf W1= 175 plf —..Total loads=— Wd,total= .. .._755 plf-- :rWJ=Y — span= 17.33 ft Reaction at supports: v Rd1= 10440 lb R11= 1520 lb f • • • • • • • •Go • • •• • •• • • • • • • ' ' ' Page 51 . •• •• Goo . •• .. t i a , Printed:25 JAN 2016,11:26AM COf1CTete Beam File:Z:\Projects\OPTIMUS-PROJECTS\Barrantes-Residence\Calcs\ENERCALCtbarrantes-residence.ecE ENERCALC,INC.1983 2011,Buiki:6:11.6.23,Ver:6.11.6.2: Description: 2.)GB-1 AT GLA AND C/1-2 rt1eS E Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc 112 = 5.0 ksi 6 Phi Values Flexure: 0.90 fr= f c "7.50 = 530.33 psi Shear: 0.750 y Density = 150.0 pd p 1 = 0.80 LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi ` fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_ # 3 Number of Resisting Legs Per Stirrup= 2 j Load Combination 2006 IBC 8,ASCE 7-05- D(1.833 -05- D 1.833 1-(0.582) D(11.833 1-(0,582) D(1.833)L 0.582 I � 18"wx24"h 18"wx24"h 18"wx24"h r " Span=7.50 ft Span=7.50 ft Span=7.50 ft i i ter, Cross Section"&Reinforcing Details_ Rectangular Section, Width=18.0 in, Height=24.0 in Span#1 Reinforcing.... 346 at 2.750 in from Bottom,from 0.0 to 7.50 ft in this span 346 at 2.250 in from Top,from 0.0 to 7.50 ft in this span Span#2 Reinforcing.... 346 at 2.750 in from Bottom,from 0.0 to 7.50 ft in this span 346 at 2.250 in from Top,from 0.0 to 7.50 ft in this span •. I Span#3 Reinforcing.... 3 346 at 2.750 in from Bottom„from 0.0 to 7.50 ft in.this an sP 346 at 2.250 in from Top,from 0.0 to 7.50 ft in this span .. Applied Loads Service loads entered.Load Factors will be applied for calcul6tion8. ' ' 'Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=1.833, L=0.5820 k/ft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=1.833, L=0.5820 k/ft, Tributary Width=1.0 fl ° r Load for Span Number 3 )*Uniform Load: D=1.833, L=0.5820 k/ft, Tributary Width=1.0 fi DESIGN SUMMARY.. ~' -�� • ....... _._-._..__._.. ---- ... . ......... ....._. - .. _ ....__.._.... Maximum Bending Stress Ratio = 0.158: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Ratio=, 6<360 Mu:Applied -20.648 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn'Phi:Allowable 130.76 k-ft Max Downward Total Deflection 0.001 in Ratio= 70184 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span tMol Span#where maximum occurs • Spanj,4.3 , ._ Cross Section Strength_ .&Inertia i Phi"Mn (k-ft) Moment of Inertia. (in^4) Cross Section Bar Layout Description • ••• • ••.' Rtm densien Top Tension I gross Icr-Btm Tension ,Icr-Top Tension Section 1 3-#6 @ d=21.25",3-#6 @ d=2.25", • • • • • • •125944• 130.76 20,736.00 3,234.83 3,386.83 Section 2 3-#6 @ d=21.25",3-#6 @ d=2.25', '; ;. ' '; ;. ' ; 425'4; 130.76 20,736.00 3,234.83 3,386.83 Section 3 3-#6 @ d=21.25",3-#6 @ d=2.25", •• • •• • '125.44 130.76 20,736.00 3,234.83 3,386.83 +VVertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support. • Suppoi-63 • "ppo#4 • Overall MAXimum 8.595 23.96 . -2:.6Z.• • 8.52 • D Only 6.849 18. 5 ; .1a.84 i i 6.8"'.: Page 52 L Only 1.746 4l8E1• 0 x.801• 0 9 01.746 • X Printed:25 JAN 2016.11:26AM Concrete Beam File:Z:NProjects\OPTIMUS-PROJECTS\Barrantes-Residence\Calcs\ENERCALC\barrantes-residence.ecE ENERCALC,INC.19832011,Build:6:11:6:23,Ver.6.11.6.2; Description: 2.)GB-1 AT GL A AND C/1-2 Vertical'Reactions-Unfactored p Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 Support 4 D+L 8.595 23.636 23.636 8.595 _S eear stirrup Requirements Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd;use stirrups spaced at 0.000 in Maximum Forces&Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) , Segment Length Span# in Span Mu:Max phiWnx Stress Ratio MAXimum BENDING_Envelope Span#1 1 7.438 -19.62 130.76 0.15 Span#2 2 7.500 -20.65 130.76 0:16 Span#3 3 15.000 -20.65 130.76 0.16 +1.40D Span#1 1 7.438 -17.09 130.76 0.13 Span#2 2 7.500 -17.98 130.76 0.14 Span#3 3 15.000 -17.98 130.76 0.14 l +1.20 D+0.50 L r+1.60 L+1.60 H Span#1 1 7.438 -19.62 130.76 0.15 Span#2 2 7.500 -20.65 130.76 0.16 Span#3 3 15.000 -20.65 130.76 0.16 +1.20 D+1.60 L+0.5 0 S+1.60 H Span#1 1 7.438 -19.62 130.76 0.15 Span#2 2 7.500 -20.65 130.76 0.16 Span#3 3 15.000 -20.65 130.76 0.16 +1.20D+1.60Lr+0.50L Span#1 1 7.438 -16.20 130.76 0.12 Span#2 2 7.500 -17.05 130.76 0.13 Span#3 3 15.000 -17.05 130.76 0.13 1 +1.20D+0.50L+1.60S Span#1 1 7.438 -16.20' 130.76 +0.12 Span#2 2 7.500 -17.05 130.76 0.13 Span#3, 3 15.000 -17.05 130.76 0.13 +1.20D+0.50Lr+0.50 L+160W Span#1 1 7.438 -16.20 130.76 0.12 Span#2 2 7.500. -17.05 .130.76 0.13.. ,r_ Span#3 _._ _• 3,- 15.000 <..p 17.05 130.76 0:13 +1.20D+0.50L+0.50S+1.60W Span#1 1 7.438 '-16.20 130.76 0.12 Span#2 2 7.500 •-17.05 130.76- 0.13 Span#3 3 15.000 -17.05 130.76 0.13 +1.20D+0.50L+0.20S+E Span#1 1 7.438 -16.20 130.76 0.12 Span#2 2 7.500 -17.05 130.76 0.13 Span#3 3 15.000 -17.05 130.76 0.13 Overall Maximum Deflections•Unfactored Loads Load Combinafion Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span ` D+L 1 0.0013 3.188 D+L -0.0000 7.688 D+L 2 0.0001 3.563 D+L -0.0001 6.563 D+L 3 0.0013 4 313 0.0000 6.563 _Maximum Deflections for Load Combinations Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 •0.0010 • • • + -6.148 • • -0.0000 7.688 D Only 2 •9.0001•i ••i i ••3.5h i •• -0.0001 6.563 D Only 3 ;n.601Q j, •• • 14.3:3 • 0.0000 0.000 r D+L 1 0.0013 3.188 -0.0000 7.688 D+L 2 0.0001 3.563 -0.0001 6.563 D+L 3 • o-QW 3 • +•.4.313 ••• • 0.0000 0.000 D Only 1 ; :0.0QI0 ; ; ; 3.188 •• ; ; -0.0000 7.688 D Only 2 000.0001 • •• • 3.513 • • • -0.0001 6.563 D Only 3 •• 0.00 •• . 4.313 • • 0.0000 0.000 L Only 1 0.0003 3.188 -0.0000 7.688 L Only 2 0.0000 3.563 -0.0000 6.563 L Only 3 •1.1001 • • • 414843 • • 0.0000 0.000 D+L 1 :.0013 : :•: 3:188 : -0.0000 7.688 D+L 2 Q.000:.••; 3 63 ;�'• -0.0001 6.563 Page,53 D+L 3 01.0019 0 0 070313 • 0 0.0000 0.000 r i i } Printed:25 JAN 2016,11:26AM Concrete Beam File:'Z.,TroectslOPTIMUS-PROJECTS\Barrantes-ResidencelCalcsIENERCALC16arrantes•residence.ec@ ENERCALC,INC.1983.2011,Build:6.11.6.23,Ver:6.11.6.2' Description: 2.)GB-1 AT GLA AND C/1-2 17 7 1 BEAM- L` 2 E 0 .12 .21 2.19 4.44 6.69 6.81 11.06 13.31 1550 1775 20.00 22.25 Distance(ft) 1 ■+1A0D■+1.ZDD+O.SDL.+I.6DL+1.6DH•+1.LDD+I.6DL+D:SOSt1.60H.+1.Z5D+1.60LD.SDL.+1.ZDD+D.SDL+1.6D5••+1.ZDD+D.5DLD.SO1.+I.6DW•f1.ZDD+O.SDL+D.SD5+1.6DW•_+1.ZDO+D.SDI+D.ZOS 17 8 d Xo, BEAM— �5 -8 17 2.19- 4.44 6.69 - 8.81 .11.06 - 13.31 15.50 17.75 20.00 22.25 Distance(ft) - •+1ADD■+1.Z01>+D.5DL.+1.6DL+1.6DH■+I.ZDD+I.6DL+D.SDS+1.60H■+1.ZOD+I.6DL•+D.SDL 61+1.ZDD+D.SOL+I.60S■+1.ZDD+D.SDL-+D.SOL+1.60W N+I.ZOD+O.SOL+D.SOS+I.6DW.+I.ZDD+D.SDL+O.Z1)S- 0.0001 BEAM---7> -O A003 f r. .G. •0.0006 -0.0010 - r _ - , 7 _ _ � __ t �. I'• .0.0013 ... ... 1.69- 4,31 6.94 8.44 - 11.06 13.69 0.00. 17.06 19.69 21.94 rrr - Distance(ft) 2 DO•ly■D+L■DO•ly•LO•ly A D+L r •• ••• • • • • • •• •• ••• •• • • • •• f i •• • • •• • • • • • t ••• a • • • ..• • • :.•.: : : :.•.: Page'54 L 1 Printed:25 JAN 2016,11:26AM concrete Beam File:Z:\ProjectskOPTIMUS-PROJECTS\Barrantes-Residence\Calcs\ENERCALC�barrantes-residence.ecE ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11.6.2, Description 3.)GB-1 AT GL A AND 2/A-C Material Properties Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc112 5.0 ksi Phi Values- Flexure: 0.90 fr= fc 7.50 = 530.33 psi Shear 0.750 1 • 0 W Density = 150.0 pcf R 1 = 0.80 LtWt Factor = 1'0 1 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi E-Stirrups = 29,000.0 ksi fy-Main Rebar = 60.0 ksi -Stirrup Bar Size# # 3 E-Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup= 2 Load Combination 2006 113C&ASCE 7-05 18.n D(O.755 L(0.175) J, 18"w x 24"h Span=17.330 ft ........................ Cross Section&Reinforcing Details Rectangular Section, Width=18.0 in,*Height=24.0 in Span#1 Reinforcing.... 346 at 2.750 in from Bottom,from 0,0 to 17.330 ft in this span 346 at 2.250 in from Top,from 0.0 to 17.330 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number I Uniform Load:,D=.0:7550,.L=0.1750.k/ft,-Tributary,Width i-1._0 fi.- DESIGN SUMMARY .................... ............................ ............................. ........ .... ............. ..........:.............................. I i maximum Maximum Bending Stress Ratio = 6T. i Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.004 in Ratio= 48985 ti Max Upward L+Lr+S Deflection Mu:Applied 64.796 k-ft 0.000 in Ratio= I 0<360 Mn Phi:Allowable 125.44 k-ft Max Downward Total Deflection 0.033 in Ratio= 6211 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span 8.665ft Span#where maximum occurs Span#I o .,c.r..si'S' e"c"tion Strength&Inertia Phi*Mn (k-ft) Moment of Inertia (in'14) Cross Section Bar Layout Description Btrn Tension Top Tension I gross Icr-Btrn Tension lcr-Top Tension Section 1 3-#6 @ d=21.25",3-#6 @ d=2.25", 125.44 130.76 20,736.00 3,234.83 3,386.83 r-ver'ti"c"a'l--R-,ea—c,t,ion'-s,_-_Un_f_actor'e'd SUVOI nolalion Far left is#1 Load Combination Support 1 $u�port 2. 11.958 11*958 • Overall MAXimurn r: • D Only 10.441 10.441 0 L Only 1.516 1.516 D+L 11.958 11.958 009 0 '-S"fi-ear'$-tirr'u'p'k'e-qu'i're"me'n'ts Entire Beam Span*Length:Vu<PhiVc/2, Req'd Vs=N:t ReU usb stin'tils speced at @1.000 in0 Maximum Forces&Stresses for Load G�ombinations`" • Load Combination Location(ft) —Bending Stress Results k-ft) I Segment Length Span# in Span W:Max, . 0 pW41ax Stre%s Ratio MAXimum BENDING Envelope • 0 0 000 : Span#1 1 8.665 %.84 125.44 • *0.52 Page 55 +1.40D • i { Printed:25 JAN 2016,11:20AM [Concrete B@alll File:Z:lProjects\OPTIMUS-PROJECTS1Barrantes-Residence\Calcs�ENERCALCIbarrantes-residence.ecE ENERCALC,INC.1983 2011,luild:6.11.6:23,Ver.6.11.6:2: Description: 3.)GB-1 AT GL A AND 2/A-C 1 Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length San# 9 9 P in Span Mu:Max phi`Mnx Stress Ratio Span#1 . 1 8.665 63.33 125.44 -; 0.50 +1.20D+0.50Lr+1.60L+1.60H 1 Span#1 1 8.665 + 64.80 125.44 0.52 +1.20 D+1.60L+0.50S+1.60H Span#1 1 8.665 64.80 125.44 0.52 +1.20D+1.60Lr+0.50L Span#1 1 8.665 57.57 125.44 0.46 +1.20D+0.50L+1.60S Span#1 1 8.665 57.57 125.44 0.46 +1.20 D+0.50 Lr+0.50 L+1.60 W Span#1 1 8.665 57.57 125.44 0.46 +1.20 D+0.50L+0.50S+1.60W Span#1 1 8.665 57.57 125.44 0.46 +1 .20D+0.50L+0.20S+E Span#1 1 8.665 57.57 125.44 0.46 Overall Maximf)eflections•Unfactored`Loads um Load Combination Span -Max'."-"Deft Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.0335 8.838 r 0.0000 0.000 Maximum Deflections for Load Combinations -UnfactoredLoads� Load Combination Span Max.Downward Defl Location in Span Max.Upward Def! Location in Span l D Only 1 0.0292 8.838 0.0000 0.000 1 D+L 1 0.0335 8.838 0.0000 0.000 D Only 1 0 0.0292 8.838 0.0000 0.000 L Only 1 0.0042 8.838 0.0000 0.000 D+L 1 0.0335 8.838 0.0000 0.000 66 1 50 • ci E' - 1.69 3.43 5.16 6.89 8.63. 10.36 12.09- 13.83 15.56 ,1729 , Distance(ft) ■+1.400 A+1.2DD+0.SDL-+1.60L+1.66H 0+1.2DD+1.6DL+D.SD5+1.60H■+1.200+1.60L•+D.5DL O+1.2DD+6.S0L+1.6D5■+1.20D+0.50L-+O.SDLt1.6DW It+1.iDD+0.50L+O.SD5+1.6DW■+1.2DD+D.5DL+0.205 F B BEAM--» uAu L N -8 i •15 ••• • i, 1.69 3.43 •S.� • • ..89 • • •6.63•• 1036 12.09 13.83 Y5.56' 17.29 • • • • • • 1: • • •••0, • Msta�ce Eft)• W+1.i 4DD■+1.LDD+D.50L•+1.6DL+1.60H■+1.20D+1.6DL+0.505+1.6DM +1. ¢i 1.�6L•;D.Se1 +1.�r�•0.5DL•1.605®+1.2DD+0.5DL-+0.SDL+1.60W■+1.20D+.D.50L+0.505+1.6DW■+1:L0D+D.SDL+D.205- • ••• • ••• ••• • •• • • •• • • • • • l 0:0•• • • • • ••• • • • • • • • Page 56 ... . . . ... . . w I 1 t � f F Printed:25 JAN 2016,11:26AM Concrete Beam File:Z:\Projects\OPTIMUS-PROJECTS1Barrantes-ResidencelCalcs1ENERCALC%arrantes-residence.ec@ ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11.6.Z, Description: 3.)GB-1 AT GL A AND 2/A-C BEAM---» -0.009 r 'G -0.017 -0.026 -0.034 1.21. 2.95 4.68 6.41 8.15 9.80 11.61 13.34 15.08 16.81 Distance(ft) _ ■DO-IV■D.L■DO•ly■LO•ly i D+L _ 'F .l 1 t. 1 - �i�__ _� ____.. _ _...s-.,sem._....—�.__; _•�_.--_. �—.<—_. ...�-.�—a— _ - _ 1 ' l i •• ••• •• • • • •• I • •• • •• • • • • • ••• • • . . • • • :.-.: Page"57 { { 4.)GRADE BEAM GB-1 AT GRIDLINE 3/B-C } stem wall= Wd= 207 plf -8"Slab load= Atrib= 71 sf 1= 16.8 ft Wd= 528 plf WI= 169 plf Total loads= Wd-total= 735 plf WI= 169 plf span= 15.2 ft 1.3 ft Reaction at supports: E Rd1= 8940 lb R11= 1280 lb Rd2= 10610 lb RI2= 1510 lb 5.)GRADE BEAM GB-3 AT TERRACE stem wall= Wd= 207 plf k 1 Terrace Slab load= D= 125 psf L= 60 psf Btrib= 4.8 ft Wd= 600 plf Wl= 288 plf # A span= 8.7 ft Reaction at supports: Rd 1= 5870 lb RI1= 1250 lb { 1 ..• • • • . • . . • oo 0.• • • • • • • • 0.0 I • ••• • ••• ••• • •• • • •• • • • • • ••• • • • • ••• • • : : •. Page 58 . •• •• . . . •• . ... . . . •.. . . t Printed:25 JAN 2016,11:26AM Concrete Beam FileiZ:TrojectslOPTIMUS-PROJECTS%Barrantes-Residence\Calcs\ENERCALCtbarrantes-residence.ecE ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11.6.2f Description: 4.)GB-1 AT GL A AND 3/B-C Material Properties Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc = 5.0 ksi Phi Values Flexure: 0.90 fr= fc1/2 "7.50 = 530.33 psi Shear: 0.750 • IV Density = 150.0 pcf R 1 = 0.80 LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi ° fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_ # 3 Number of Resisting Legs Per Stirrup= 2 Load Combination 2006 IBC&ASCE 7-05 le in D(0.7351_(0.169) D 0.735 L(0.169) IFr i 18"wx24"h. "wx24"h Span=15.20 ft Span=1.30 ft ................ . ..........._ ....... _......-_ .... ......................... ....... ......... ........................._................_..... - Cross Section&Reinforcing Details Rectangular Section, Width=18.0 in, Height=24.0 in Span#1 Reinforcing.... 346 at 2.750 in from Bottom,from 0.0 to 15.20 ft in this span 346 at 2.250 in from Top,from 0.0 to 15.20 ft in this span Span#2 Reinforcing,... f 346 at 2.750 in from Bottom,from 0,0 to 15.20 ft in this span 3-#6 at 2.250 in from Top,from 0,0 to 15,20 ft in this span Applied Loads_ - Service loads entered.Load Factors will be applied for calculations. _Beam seltweightcalculated.and added.to_loadsr- Load for Span Number 1 Uniform Load: D=0.7350, L=0.1690 k/ft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.7350, L=0.1690 klft, Tributary Width=1.0 ft DES/GN SUMMARY ! �- • Maximum Bending Stress Ratio = 0.384: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.002 in Ratio=. 76636 Mu:Applied 48.164 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 125.44 k-ft Max Downward Total Deflection 0.019 in Ratio= 9565 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection -0.005 in Ratio= 6046 Location of maximum on span 7.528ft 1 Span#where maximum occurs Span#1 i -- ........ ................... .....--_._....... ..._.. _.... __....._ ... -_....... ..... ........... ............ .......... _Cross Section Strength&Inertia _ •. .•• • • • • • • Phi*Mn (k-ft) Moment of Inertia (in"4) Cross Section Bar Layout Description • • Btm Tension Top Tension I gross Icr-Btm Tension Icr-Top Tension Section 1 3-#6 @ d=21.25",3-#6 @ d=2.25", . • ; •• • • • • 425.44 130.76 20,736.00 3,234.83 t 3,386.83 Section 2 3-#6 @ d=21.25",3-#6 @ d=2.25', 125.44 130.76 20,736.00 3,234.83 3,386.83 V Vertical'Reactions•Unfactored__ Support notation:Far left is#1 Load Combination Support 1 • sup 2 �ftor?t• ••• • Overall MAXimum 10.215 ••12.V6 • • D Only 8.940 • 10.01-2 • •• • • • • L Only 1.275 1.513 ' • D+L 10.215 12.126 j t Shear Stirrup Requirements��"�W � _';�,��;• • ••. • Entire Beam Span Length Vu<PhiVc/2, Req'd Vs=NoN�Req i use s�rru=s,s=oace iat i.0:0 i: Page 59 Maximum'forces&Stresskes for LoadwCorvl ipal&s•• • • •• •• i i r Printed:25 JAN 2616,11:20W ConcreteBeamFile:Z:1ProjectslOPTIMUS-PROJECTS1Barrantes-ResidencelCalcsIENERCALC\barrantes-residence.ecE .ENERCALC,INC.1%3-2011,8uild:6.11.6.23,,Ver:6.11.6.2; t Description: 4.)GB-1 AT GL A AND 31B-C Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max phi'Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 7.528 48.16 125.44 0.38 Span#2 2 "15.200 -1.43 130.76 0.01 '+1.40D Span#1 1 7.528 47.21 125.44 0.38 Span#2 2 15.200 -1.40 130.76 0.01 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 7.528 48.16 125.44 0.38 I e Span#2 2 15.200 -1.43 130.76 0.01 t +1.20D+1.60L+0.50S+1.60H Span#1 1 7.528 48.16 125.44 0.38 Span#2 2 15.200 -1.43 130.76 0.01 +1.20D+1.60Lr+0.50L Span#1 1 7.528 42.87 125.44 0.34 Span#2 2 15.200 -1.27 130.76 0.01' +1.20D+0.50L+1.60S 1 Span#1 1 7.528 42.87 125.44 0.34 f Span#2 2 15.200 -1.27 130.76 0.01 +1.20D+0.50Lr+0.50L+1.60W Span#1 1 7.528 42.87 125.44 0.34 Span#2 2 15.200 -1.27 130.76 0.01 +1.20 D+0.50 L+0.50 S+1.60 W Span#1 1 7.528 42.87 125.44 0.34 Span#2 2 15.200 -1.27 130.76 0.01 +1.20D+0.50L+0.20S+E Span#1 1 7.528 42.87 125.44 0.34 Span#2 2 15.200 -1.27 130.76 0.01 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.0191 7.347 D+L -0.0001 15.222 2 0.0000 7.347 D+L -0.0052 1.300 �v,Maximum Deflections for..Load Combinations -Unfactored.Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only- .�n 1 0.0167.. 7:347 -0.0001, . , 15.222 -D Only .,.- 2.>._--_0.0000 '0 000 --'- 0045 _ - D+L 1 0.0191 7.347 -0.0001 15.222. 1'D+L 2 0.0000 '0.000 -0.0052 1.300 D Only 1 0.0167 7.347 -0.0001 15.222 D Only 2 0.0000 0.000 -0.0045 1.300 L Only 1 0.0024 7.347 -0.0000 15.222 L Only 2 0.0000 0.000 -0.0006 1.300 D+L 1 0.0191 7.347 -0.0001 15.222 D+L 2 0.0000 0.000 -0.0052 1.300 49 a 36 24 BEAN--> 152 3.11 4.70 6.30 7.89 9.48 11.07 12.67 14.26 15.91 0+1.4DD■+1.2DD+0.5D0+1.6DL+1.6DM W+1.2DD+1:6DL+D.5D5+1.6gj1 w4tl.20%+I.6DL-+D•SDL4F.+l.VD+D.5DL+1.6 5 We1.6DD+D.SDL,+D.SDL+1.60W V+1.2DD+D.5DL+0.505+1.6DW N+1.2DD+D.SDL+D.2DS 0.: • • 9.: • • • • • 00• •• • •• • • • • t y ••• • • • • *00, 0 • Page 60 i Printed:25 JAN_W16,11:2aAM Concrete BeamFile:Z:1Projects\OPTIMUS-PROJECTS1Barrantes•ResidencelCalcsIENERCALCIbarrantes-residence.ecE ENERCALC,`INC.1963.2011,Build:6.1s1.6.23,Ver:6.11.6.2' , Description: -.4.)GB-1 AT GL A AND 3/13-C c 13 i 6 I BEAM—r> -7 •13 1.52 3.11 - 4.70 6.30 - 7.89 '9.48 11.07 12.67 14.26' 15.91 ' Distance(ft) '•+1.46D'-•+1.2DD+0,SD0+I.6DL+1.60M■+I.LDD+1.60L+0.SDS+L.6DH 0+1.LDD+I.B0L,+D.SDL 9+1.161D+D.SDL+I.60S■+I.1UD+D.SDL,+D.SDL+1.60W i+1.20D+D.SDL+D.S0S+L.6DW■+1.IDD+D.SDL+0.20S- 0.004 BEAM---» -0.002 G -0.008 O -0.014 9 (j •0.019. t' 0.76. 2.28 3.80 5,32 6.84 8.36 9.88 11.40 12.92 14.44 15.27 } Distance(ft) �•DO-IV E D+L•DO-IV•LO-Iy 9 D+L �-.�.. __ 1• .. ,. - '° -�. _<c _a-act .c-.vs-'"—.-�-s� ,_.ss,.� a.�.�z._ �--•�_ _.•�e_..s-se_.' ti..-._ti—»_ �--wits.--�:.a_1�_,_ c�.. k 1 f � t •• ••• • • • • • •• 1 • ••• • ••• ••• • ••• • • • • ••• • • • Page 61 . .. .. . . . .. .. ... . . . ... . . r Printed:25 JAN 2016.11:26AM File:'Z:\ProjectsIOPTIMUS-PROJECTS\Barrantes-ResidencelCalcs\ENERGALC\barrantes-residence."ecE Concrete,Beam ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6'.11.61', I 501AL 7777-' Description: 5.)GB-4 AT TERRACE '-Material-Properties' Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc 1/2 5.0 ksi Phi Values Flexure: 090 fr= fc 7.50 = 530.33 psi Sh6ar: 0.750 tV Density = 150.0 pcf R 1 = 0.80 LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# # 3 Number of Resisting Legs Per Stirrup 2 Load Combination 2006 IBC 8;ASCE 7-05 30m D(0.6)L(O.288) 30'w x 24"h Span=8.70 ft ............. .................... ................... ........---........ ........ .. ............................................. ...................................................................... .......... .................................................. driosis Secition;&Rii'nf6rcing-Details_ RectangularI Section, Width=30.0 in, Height—=R0 Tin Span#1 Reinforcing.... 646 at 2.750 in from Bottom,from 0.0 to 8.70 ft in this span 646 at 2.250 in from Top,from 0.0 to 8.70 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Spin Number I Load:D=0.60—L=0.2880 k/ftTributary Width 1.0ft—, DESIGNSUMMARY ......................... ....... ............................ ........................................................ Maximum Bending Stress Ratio 0.080: 1 Maximum Deflection J. .000 i Section used for this span Typical Section Max Downward L+Lr+S Deflection 0 n Ratio= 0<360 Mu Applied 19.687 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio 0<360 Mn Phi:Allowable 247.53 k-ft Max Downward Total Deflection 0.002 in Ratio= 68941 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span 4.350ft Span#where maximum occurs Span#1 'Cross`Section Strength-& Phi*Mn (k-ft) Moment of Inertia (in A 4) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr-Btm Tension Icr-Top Tension Section 1 6-#6 @ d=21.25',6-#6 @ d=2.25', 247.53 256.91 34,560.00 6,320.40 1 6,613.44 .— ' —"",""i "--' " "'—"'------' 0 Vertical Reactions-Unfactored es ego Support ripta�pn FA left is#1 Load Combination Support 1 Suppo12 Overall MAXimum 7.125 7.125 • D Only 5.873 5.87? 0*0 •09 L Only 1.253 1.253 D+L 7.125 7.125 - Shear Stirrup Requirements, 0 0 Entire Beam Span Length:Vu<PhiVc/2, Reci'd Vs=Not RAQ usCVrrLrps spt( d at:p.060 ij Maximum Forces CSiriiiis for Load Combilikion?' Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span U May, •plo-Wx*•Jtre&s Ratio, MAXimurn BENDING Envelope ; ; • ;.; ; ; • Span#1 1 4.350 1:.69 2f.5: : :9.% Page 62 +1.40D *00 0 • Printed:25 JAN 2016,11:26AM ntes-Residence\Calcs\ENERCALC%arr6ntes-residenre,ece Concrete Beam File:Z:\Projects\OPTIMUS-PROJECTS\BarraENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11.6 AWWARWV�U, Description 5.)GB-4 AT TERRACE Load Combination Location(ft) Bending Stress Results k-ft) Segment Length Span#- in Span Mu:Max PhiWnx Stress Ratio Span#1 1 4.350 17.88 247.53 0.07 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 4.350 19.69 247.53 0.08 +1.20D+1.60L+0.50S+1.60H Span#1 1 4.350 19.69 247.53 0.08 +1.20D+1.6OLr+0.50L- Span#1 1 4.350 16.69 247.53 0.07 +1.20D+0.50L+1.60S Span#1 1 4.350 16.69 247.53 0.07 +1.20D4.5OLr+0.50L+1.60W Span#1 1 4.350 16.69 247:53 0.07 +1.20D+0.50L+0.50S+1.60W Span#1 1 4.350 16.69 147.53 0.07 +1.20D+0.50L+0.20S+E Span#1 1 4.350 16.69 247.53 1 OV Overall Maximum Deflections-Unfactored Loads Load Combination Span Max. Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.0015 4.263 0.0000 0.000 -Maximum eflections for Load Combinations -Unhciored Load's 'Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0012 4.263 1 0.0000 0.000 D+L 1 0.0015 4.263 0.0000 0.000 D Only 1 0.0012 4.263 0.0000 0.000 L Only 1 0.0003 4.263 0.0000 0.000 1 D+L 1 0.0015 4.263 0.0000 0.000 20 is is E • BEAM.- 0.83 1.70'. 2.55 1,42 4.27 5.14 5:99 6.86. 7.71 858 Distance(ft) +1.25D+1.615L-+D.5DL W+L.2DD.D.SDL+1.6D5 U+1,Z0D+D.50L-+D.51)L+i.60W 0+1.Z0D+D.S0L+0.Sb5+1.6DW W+1.Z5D+0.S0L+D.ZD5- 2 .BEAM.- m5 -9- 0.83 1.70 2.55•0 :,41.* •Ct 5.14 5.99 6.86 7.71 8.58+ • •* +:.ZDI+D Disfanct(f : • H+1A DD 0+1.ZDD+D.5DL1.6DL+1.&0H 0+1.ZDD+1.6DL+D.505+1.60H 0+?ZJD+1.b%j+.:DLJAV. 61)9-6 4.1.2DD+0.5DL.+D.50L+1.60W N+1.20D+D.5DL+D.SD5+1.6DW N+1.Z0D+b.SDL+0.Z15S so 00 0:0 Page 63 + / ' ` , . ' Nnie*25JAN 2016.11:26AM File:Z:\Projects�OPTIMUS-PROJECTS\Barrantes-Residence�Calcs\ENERCALC\barrant�es-residence�.ece Concrete Beam ENERCALC,INC.1983-2011,BW4:6.11.6.23,Ver:6.11.6.2, Description 5.)GB-4 AT TERRACE -0.0004 -0.0008 Distance(ft) ` | ^ ' ^ ^ ^ ` ^ ' ^ ` � . ^ i | ° °° ° ° ° °° °� °° See ° ° / ° ° ^ / ^ °°° Page 64 . | f r a 6.)GRADE BEAM GB-1 AT GRIDLINE 4/13-C stem wall= Wd= 207 plf 8"Slab load= Atrib= 71 sf 1= 16.8 ft Wd= 528 plf W1= 169 plf Terrace Slab load= D= 125 psf L= 60 psf Atrib= 25 s 1= 12.2 ft Wd= 256 plf Wl= 123 plf F Total loads= Wd-total= 991 plf Wl= 292 plf span= 8.4 ft 8.4 ft Reaction at supports: Rd1= 4540 lb R11= 920 lb Rd2= 15130 lb R12= 3070 lb Rd3= 4540 lb RI3= 920 lb 7.)GRADE BEAM GB-1 AT GRIDLINE 5/B-C stem wall= Wd= 207 plf Terrace Slab load= D= 125 psf L= 60 psf Btrib= 2.5 ft Wd= 313 plf WI= 150 plf Total loads= Wd-total=. 519 plf W1= 150 plf = f2.4 ft 8 4 ' Reaction at supports: . . . - Rd1= 3050 lb R11= 470 lb Rd2= 10170 lb R12= 1570 lb Rd3= 3050 lb R13= 470 lb ,j P • •• • •• • • • • • Page 65 . .. .. . . . .. .. a i d 1. Printed:25 JAN 2016,11:26AM t Concrete Beam File:Z:\ProjectslOPTIMUS-PROJECTS\Barrantes-ResidencelCalcsIENERCALCIbarrantes-residence.ec8 ENERCALC,INC.1983.2011,Build:6.11.6.23,Ver:6.11.6:2£ Description: 6.)GB-1 AT GL A AND 4/B-C Materl7l Properties Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc112 = 5.0 ksi Phi Values Flexure: 0.90 i fir= f c '7.50 = 530.33 psi Shear: 0.750 W Density = 150.0 pd p 1 = 0.80 LtWt Factor = 1.0 Elastic Modulus' = 4,030.51 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_ # 3 ' Number of Resisting Legs Per Stirrup= 2 1 t • • • Load Combination 2006 IBC&ASCE 7-05 D 0.991 L 0.292 D 0.991 L 0.292 i i i 18"wx24"h 18"wx24"h i Span=8.40 ft Span=8.40 ft t ... .. ... ......... _............... ........ ._.. _Cross Section&Reinforcing Details Rectangular Section, Width=18.0 in, Height=24.0 in Span#1 Reinforcing.... 346 at 2.750 in from Bottom,from 0.0 to 8.40 ft in this span 346 at 2.250 in from Top,from 0.0 to 8.40,ft in this span Span#2 Reinforcing.... r 346 at 2.750 in from Bottom,from 0.0 to 8.40 ft in this span 346 at 2.250 in from Top,from 0.0 to 8..40.ft in this span .r I Applied Loads Service loads entered.Load Factors will be applied for calculations. -----Beam selfeweight'calcUlatedand added to.loads --- 4_.�w _- _ ,:> t,�, �_,,. .• �•� ._,�� r �._ Load for Span Number 1 ; Uniform Load: D=0.9910, L=0.2920 k/ft, Tributary Width=1.0 fi Load for Span Number 2 , Uniform Load: D=0.9910, L=0.2920 k/ft, Tributary Width=1.0 fi DES/dksUMMARY ------ -- .... ......... ........ ........ +Maximum Bending Stress Ratio = 0.148: 1 Maximum Deflection Section used for this span Typical Section Max Downward L•+Lr+S Deflection0.000 in Ratio= 0<360 Mu:Applied -19.372 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 130.76 k-ft Max Downward Total Deflection 0.000 in Ratio.= 999<360 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span 0.000ft Span#where maximum occurs Span#2 .......................... ----- _._....... .... _ ......__.. _..... Cross Section Strength&Inertia - e•• ••• • • • • • 4Pbi*Mn (k-ft) Moment of Inertia (in"4) Cross Section Bar Layout Description •• •; •• rUlTe%on Top Tension I gross Icr-Btm Tension Icr-Top Tension Section 1 3-#6 @ d=21.25",3-#6 @ d=2.25 •• • ; •• • • ; :121 130.76 20,736.00 3,234.83 3,386.83 , Section 2 3-#6 @ d=21.25',3-#6 @ d=2.25 125.444 130.76 20,736.00 3,234.83 3,386.83 ;_Vertical Reactions•Unfactored'_ j Support notation:Far left is#1 Load Combination Support 1 Supp%2 •;•Suppog% 0:* ••; �'• Overall MAXimum 5.459 INV X5.43%� • • � , � D Only '4.539 1�.j30 • 4.5 9•• • ••• • • L Only 0.920 3.066 0.920 D+L 5.459 18.196 5.459 Shear StirrupFRequirements ••• • ••• • _ . _ - . Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs-Not Reqd,Use slirru s aa#et 0.600 ir► • 11-1-1-0--o' 9-a • • Page 66 Maximum Forces„&Stresses for Load Combinat 4rp •• •' • • • •• •• 1 Printed:125 JAN 2016,11:26AM File:Z:\Projects\OPTIMUS-PROJECTS\Barrantes-Residence\Caics\ENERCALC\barrantes-residence.ecE Concrete Beam ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11.6.Z Description 6.)GB-1 AT GL A AND 4/B-C Load Combination Location(ft) Bending Stress Results (k-ft Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio 'MA-Ximum BENDING Envelope Span#1 1 8.360 -18.91 130.76 0.14 Span#2 2 8.400 -19.37 130.76 0.15 11.40D Span#1 1 8.360 -17.37 130.76 0.13 Span#2 2 8,400 -17.79 130.76 0.14 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 8.360 -18.91 130.76 0.14 Span#2 2 8.400 -19.37 130.76 0.15 +1.20D+1.60L+0.50S+1.60H Span#1 1 8.360 -18.91 130.76 0.14 Span#2 2 8.400 -19.37 130.76 0.15 +1.20D+1.60Lr+0.50L Span#1 1 8.360 -16.15 130.76 0.12 Span#2 2 8.400 -16.54 130.76 0.13 +1.20D+0.50L+1.60S Span#1 1 8.360 -16.15 130.76 0.12 Span#2 2 8.400 -16.54 130.76 0.13 +1.20D4.5OLr+0.50L+1.60W Span#1 1 8.360 -16.15 130.76 0.12 Span#2 2 8.400 -16.54 130.76 0.13 +1.20D+0.50L+0.50S+1.60W Span#1 1 8.360 -16.15 130.76 0.12 Span#2 2 8.400 -16.54 130.76 0.13 +1.20D+0.50L+0.20S+E Span#1 1 8.360 -16.15 130.76 0.12 Span#2 2 8.400 -16.54 130.76 0.13 Overall Miximunn'Deflections-Unfactored Loads Load Combination Span Max. Defi Location in Span Load Combination Max."+*Deft Location in Span D+L 1 0.0010 3.500 0.0000 0.000 D+L 2 0.0010 4.9000.0000 0.000 ;Maximum"Deflections forload"Co'Ainae'oni Untici6inid.16ad's"""" Load Combination Span Max.Downward Defl., Location in Span Max.Upward Defi Location in Span i �knly 0.0008 3.500 0.0000 0.000 D Only -7060-0----0'006- y D+L 1 0.0010 3.500 0.0000 0.000 D+L 2 0.0010 4.900 0.0000 0.000 D Only 1 0.0008 3.500 0.0000 0.000 D Only 2 0.0008 4.900 0.0000 0.000 L Only 1 0.0002 3.500 0.0000 0.000 L Only 2 0.0002 4.900 0.0000 0.000 D+L 1 0.0010 3.500 0.0000 0.000 D+L 2 0.0010 4.900 0.0000 0.000 BEAM-. -4 E *0 es: .12 00 0 -20 1.60 3.28 4.96 6b0 8.28 9.80 .11.52 13.20 14.88, 1652 Distance(ft) X LADD 0+1.2DD+D.S5L-+1.60L+1.6DH 0+1.ZDD+1.5DL+D.5D5+1.51W%4T1.Z%:+4q.50L-+DJ1L e • n.1.ZDD+D.5DL+D.SDS+1.6DW E.1.20D*+D.SDL.D.2D5- 0 see 000 t 0 :•••: 0 0 9 :•••: Page 67 / . , , ` u Rinted:25 JAN 2016,11:26AM File:Z:\Projects\OPTIMUS-PROJECTS�Barrantes-Residence\Calcs�ENFR(,ALCla�antes-residence.ecE Description 6.)GBA AT GL A AND 4/B-C BEAM— Distance(ft) == N"� °.00049 .0^w74 °ow98 — 2 | } Distance | � =,°,° , ",~ R,"��8,,,*=,,` | . ' ^ ' ^ ^ ` ' ' . . / °°° / ° °°° ° °°% °°o °°: ° ~ ~ ° ° ° ° ° ° � ° ° ° ^ ° ° °� °°° , . °° Page 68 * � f b t' - Printed:25 JAN 2018,1128AM Concrete Beam File:Z:\ProjectslOPTIMUS-PROJECTS1Barrantes-ResidencelCalcsIENERCALC\barrantes-residenee.ec@ ENERCALC,INC.1983.2011,Build:6.11.6.23,Ver:6.11.6.2£ Description: 7.)GB-1 AT GL A AND 5/B-C F Material Fi oper6iii Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 1 fc1/2 = 5.0 ksi Phi Values Flexure: 0.90 fr= f c *7.50 = 530.33 psi Shear: 0.750 y Density = 150.0 pcf R 1 = 0.80 4 LtWt Factor = 1.0 Elastic Modulus = 4;030.51 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar = 60:0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_ # 3 Number of Resisting Legs Per Stirrup= 2 Load Combination 2006 IBC&ASCE 7-05 1e In r. DO.519 LO.15 DO.519 L0.15 r i i 18"wx24"h 18"wx24"h i Span=8.40 ft Span=8.40 ft Cross Section&Reinforcing Details Rectangular Section, Width=18.0 in, Height=24.0 in Span#1 Reinforcing.... 346 at 2.750 in from Bottom,from 0.0 to 8.40 ft in this span 346 at 2.250 in from Top,from 0.0 to 8.40 ft in this span Span#2 Reinforcing.... 346 at 2.750 in from Bottom,from 0.0 to 8.40 ft in this span 34f6 at 2.250 in from Top,from 0.0 to 8.40 ft in this span .- A lied Load.S �F _ , P r 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_=0.5190, L=0.150 klft, Tributary Width=1.0 fi Fi . Load for Span Number 2 Uniform Load: D=0.5190, L=0.150 k/ft, Tributary Width=1.0 fi � � e <.:,: .................................... _. ......... Maximum Bending Stress Ratio = 0.095: 1 Maximum Deflection Section used for this span Typical Section + Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mu:Applied -12.373 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 130.76 k-ft Max Downward Total Deflection 0.000 in Ratio= 999<360 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span 0.000ft .j Span#where maximum occurs Span#2 ............. ....._ .... ... ...... ............................................ ....................... Cross Sectwn Strength Phi*Mn (k-ft) Moment of Inertia (in"4) Cross Section• Bar Layout Description Btm Tension Top Tension I gross Icr-Btm Tension Icr-Top Tension Section 1 3-#6 @ d=21.25",3-#6 @ d=2.25', •• 600 . • • •12%44•0 130.76 20,736.00 3,234.83 3,386.83 Section 2 3-#6 @ d=21.25",3-#6 @ d=2.25', • • -000 ' : :125+44•• 130.76 20,736.00 3,234.83 3,386.83 Vertical Reactions Unfactored'�� ;Suppo nalatien:farlef9#1 Load Combination Support 1 Support 2 ••Sup$3 3 Overall MAXimum 3.525 11.749 3.525 D Only 3.052 10.174 3 052 . ••• ••• '. L Only 0.473 1.575. • •:0 473 ; ; •• J. D+L 3.525 11.749-.0 :3:525. • : ' :•• • • ShearStiirup Re'qu'irements .• " • Entire Beam Span Length Vu<PhiVc/2, Req d Vs Not Regd use stirrups spaced at 0.000 in Maximum Forces&,Stresses for Load Combinations•_. ••• Page 69 • • i i L Printed:25 JAN 2016.11:26AM Concrete Beam File:Z:IProjects\OPTIMUS-PROJECTS1Barrantes-Residence\Calcs\ENERCALCIbarrantes-residence.ecE ENERCALC,INC.1983-2011,Buildi6.11:6.23,Ver.6.11.6Z Description: 7.)GB-1 AT GL A AND 5/B-C 1 Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max phi"Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 8.360 -12.08 130.76 0.09 Span#2 2 8.400 -12.37 130.76 0.09 +1.40D Span#1 1 8.360 -11.68 130.76 0.09 Span#2 2 8.400 -11.97 130.76 0.09 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 8.360 ` -12.08 130.76 0.09 Span#2 2 8.400 -12.37 130.76 0.09 +1.20D+1.60L+0.50S+1.60H t Span#1 1 8.360 -12.08 130.76 0.09 Span#2 2 8.400 -12.37 130.76 0.09 !' +1.20D+1.60Lr+0.50L Span#1 1 8.360 -10.66 130.76 0.08 Span#2 2 8.400 -10.92 130.76 0.08 ` +1.20D+0.50L+1.60S Span#1 1 8.360 -10.66 130.76 0.08 k Span#2 2 8.400 -10.92 130.76 0.08 +1.20D+0.50Lr+0.50L+1.60W Span#1 1 8.360 -10.66 130.76 0.08 j Span#2 2 8.400 -10.92 130.76 0.08 +1.20D+0.50L+0.50S+1.60W Span#1 1 8.360 -10.66 130.76 0.08 Span#2 2 8.400 -10.92 130.76 0.08 +1.20D+0.50L+0.20S+E Span#1 1 8.360 -10.66 130.76 0.08 Span#2 2 8.400 -10.92 130.76 0.08 '-Overall'Maxtmum Defiections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span t D+L 1 0.0006 3.500 0.0000 0.000 D+L 2 0.0006 4.900 0.0000 0.000 MaximumDeflections for Load Combinations -Unfactored Loads V+Load Combination Span Max.Downward Defl Location in Span Max:Upward Defl Location in Span -.D Only y _ 1 0.0005 3.500. 0.0000 - 0.000 D Only ->2 0.0005 0'0000'._. - -0:000 . t D+L 1 0.0006 3.500 0.0000 0.000 D+L 2 0.0006 4.900 0.0000 0.000 D Only 1 0.0005 3.500 0.0000 0.000 D Only 2 0.0005 4.900 0.0000 0.000 L Only 1 0.0001 3.500 0.0000 0.000 1 L Only 2 0.0001 4.900 0.0000 0.000 D+L 1 0.0006 3.500 0.0000 0.000 D+L 2 0.0006 4.900 0.0000 0.000 2 BEAM__ �r •3 600 c; E} -13 • • • • • • 1.60. 329 4.96 • 6.�• • • 06.25 ••• 9j8 11.52 13.20 14.88 1652 •• ••• •gjpppnce(R) • • •• ,• ■+1.<DD'•+1.2DD+D.SDL-+I.6DL+1.6DH•+I.20D+1.6DL+D.5D5+1.6DH• M+l.2DD+D.SDL+1.6D5■+1.2DD+D.5DL-+D.SDL+I.6DW W+1.2DD+D.5DL+D.5D5+1.6Dw•+1.2DD+D.SDL+D.2D5- • 1 • ••• • ••• ••: • • •• • Page 70 • •••, ••' .00 0• • i x y i Printed:25 JAN 2016,11:26AM Concrete Beam RicZ:\Projects\OPTIMUS-PROJECTS\Barrantes-ResidencelCalcs\ENERCALCIbarrantes-residence.ecE ENERCALC,INC.1983-2011,Build:611.6.23,Vec6.11.6.Z Description: 7.)GB-1 AT GL A AND 5113-C f 8 4 s BEAM—» q -4 f -7 1.60 .3.28 4.96 6.60 828 9.88 1152 1320 14.88 16.52 Distance(ft) ■+lAOD'■+i.ZDD+O.SDL,+l.6OL+L.6DH■+1.ZOD+I.6DL+D.5D5+L.6DM■+l.ZDD+l.6DL-+D.SD1■+1.ZOD+D.SOL+1.60S■+I.ZOD+D.SDL-+D.5DL+1.6DW\+I.Z3D+D.5OL+D.SDS+l.6DW\+1.ZOD+D.SOL+D.ZDS- BEAM.:— a -0.00016 r G -0.00032 n 0 -0.00048 -0.00064 0.98 2.66 4.34 6.02 7.70 9.10 10.78 12.46 14.14 15.82 0.00 Distance(ft). \DO•ly\D+L■DOwly'■LO„ly 9 D+L. 6 4 1 .. t f k k P 1 • • ••• • • • • •• ••• ••• ••• ••• • • •• Page 71 i Y + f 8.)GRADE BEAM GB-1 AT ENTRY y `stem wall= Wd= 207 pIf Terrace Slab load= D= 125 psf L= 60 psf Btrib= 3 ft f Wd= 375 plf WI= 180 plf Stair load= D= 125 psf L= 60 psf Btrib= , 2.7 ft Wd= 333 plf Wl= 160 plf Total loads= Wd-total= 915 plf W1= 340 plf Y Wd-total= 582 plf WI= 180 plf t span= 11.3 ft 11.3'ft Reaction at supports: Rd1= 4140 lb RI1= 650 Ib Rd2= 16930 lb R12= .3670 lb Rd3= 6020 lb RI3= 1550 lb r i 9.)GRADE BEAM GB-1 AT GRIDLINE C/3-5 Roof framing= Wd= 405 plf WI= 360 plf Roof beam= Wd= 150 plf CMU= Wd= 378 plf Y , stem wail= Wd= 207 plf i k 8"Slab load= Atrib= 89 sf 1= 18.9 ft Wd= 589 plf W1= 188 plf Total loads= Wd-total= 1728 plf WI= 548 plf ,} f span= 1.8 ft 8.4 ft 8.4 ft Reaction at supports: F Rd1 9600 Ib R11= 2410 Ib , Rd2= 12410 lb R12= 3120 Ib Rd3= 13670 Ib• ••; 2I3.=`• ••• 3440 Ib Rd4= 4840 Lb •`ISI ;': •`• 1220 Ib . • 04, Page'72 Printed:25 JAN 2016.11:26.AM Concrete Beam File:Z:\ProjectskOPTIMUS-PROJECTSkBarrantes-Residence\Caics\ENERCALC\barrantes-residence.ecE ENEIRCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11.6.2z Description 8.)GB-1 AT ENTRANCE Calculations per ACI 318-08,IBC 2009,CIBC 2010,ASCE 7-05 fc1/2 5.0 ksi Phi Values Flexure: 090 fr= fc 7.50 = 530.33 psi Shear: 0.750 0 0 y Density = 150.0 pcf R 1 = 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi I fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# # 3 Number of Resisting Legs Per Stirrup= 2 Load Combination 2006 IBC&ASCE 7-05 1910 .......... D(0.582 L(0.18' D 0.915 L(0.34) F 18'w x 24"h 18"w x 24"h Span=1 1.30 ft Span=1 1.30 ft ............... Cro is.-Section&,Reinforcing Detail.s. Rectangular Section, Width=18.0 in, Height=24.0 in I Span#1 Reinforcing.... f 346 at 2.750 in from Bottom,from 0.0 to 11.30 ft in this span 346 at 2.250 in from Top,from 0.0 to 11.30 ft in this span Span#2 Reinforcing.... 346 at 2.750 in from Bottom,from 0.0 to 11.30 ft in this span 346 at 2.250 in from Top,from 0.0 to 11.30 ft in this span 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=0.5820, L=0.180 k/ft, Tributary Width=1.0 fl Load for Span Number 2 Uniform Load: D=0.9150, L=0.340 k1ft, Tributary Width=1.0 fl ..DESIGN SUMMARY _u----------- .................................................................. ..................... Maximum Bending Stress Ratio = 0.226: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mu:Applied -29.595 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio=i 0<360 Mn*Phi:Allowable 130.76 k-ft Max Downward Total Deflection 0.004 in Ratio= 36527 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span 0.000ft Span#where maximum occurs Span#2 ............... ..... .............................. ................ ........................ ............................................ ....................................................................... .......................... .................. diro'-s'iSection'Strength&Inertia Phi*Mn (k-ft) Moment of Inertia (inA4) Cross Section Bar Layout Description Btm Tension Top Tension Igross Icr-Btrn Tension Icr-Top Tension Section 1 3-#6 @ d=21.25",3-#6 @ d=2.25', •• • 012t44,00 130.76 20,736.00 3,234.83 3,386.83 Section 2 3-#6 @ d=21.25",3-#6 @ d=2.25, *.1 2FP44- 130.76 20,736.00 3,234.83 3,386.83 Vertical Reactions-Unfactored S4 PA Jtatieeno:efarleo4tls#1 Load Combination Support 1 Support 2 Su& 3 Overall MAXimum 4.788 20.601 7.573 D Only 4.138 16.929• *'9x,019 0 L Only 0.650 3.672. • •1.554 - 0 D+L 4.788 20.601'• 7.571, •00 r'�hea-r"Sti-rru,p,-R-e,�quirem-en-ts 000 0 E I nfire Beam Span Length:V�<PhiQ2, Re'q"d Vs Not r Re'4d use stirrups spaced at 0.000 in Page 73 7.kiWiri�iuini Forces&Stresses for Load dombinatio"n'i 0 •0 ! 1 Printed:'25 JAN 2016,11:26AM Concrete.Beam File:Z.\ProjectslOPTIMUS-PROJECTS1Barrantes-ResidenceiCalcsIENERCALCIbarrantes-residence.ecE ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11.6.2: Description: 8.)GB-1 AT ENTRANCE Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 11.246 -28.99 130.76 0.22 Span#2 2 11.300 -29.60 130.76 0.23 +1.40D Span#1 1 11.246 -26.22 130.76 0.20 Span#2 2 11.300 -26.78 130.76 0.20 +1.20D+0.50Lr+1.60L+1.60H t Span#1 1 11.246 -28.99 130.76 0.22 Span#2 2 11.300 -29.60 130.76 0.23 +1.20D+1.60L+0.50S+1.60H Span#1 1 11.246 -28.99 130.76 0.22 Span#2 2 11.300 -29.60 130.76 0.23 +1.20D+1.60Lr+0.50L Span#1 1 11.246 -24.51 130.76 0.19 Span#2 2 11.300 -25.03 130.76 0.19 +1.20D+0.50L+1.60S Span#1 1 11.246 ' -24.51 130.76 0.19 Span#2 2 11.300 -25.03 130.76 0.19 +1.20D+0.50Lr+0.50L+1.60W Span#1 1 11.246 -24.51 130.76 0.19 Span#2 2 11.300 -25.03 130.76 0.19 +1.20D+0.50L+0.50S+1.60W Span#1 1 11.246 -24.51 130.76 0.19 Span#2 2 11.300 -25.03 130.76 0.19 +1.20D+0.50L+0.20S+E Span#1 1 11.246 -24.51 130.76 0.19 Span#2 2 11.300 -25.03 130.76 0.19 Overall Maximum Deflections-Unfactored'Loads' Load Combination Span Max."='Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.0016 4.332 D+L -0.0001 10.735 D+L 2 0.0037 „ 6.215 _ 0.0000 10.735 MaXlmum Deflections or Load Combinations •UnfactoredloadS• _ Load Combination Span Max.Downward Defl Location in Span Max.Upward Del Location in Span D Only._ 1 _ 0.0015 4.332 -0.0001 10.735 -#D Oily - ._� _2 C:0029 b'�1 b'006''- 0.000' - D+L 1 0.0016 '4.3 32 -0.0001 10.735 D+L 2 0.0037 6.215 0.0000 0.000 D Only 1 0.0015 4.332 -0.0001 10.735 1 D Only 2 0.0029 6.215 0.0000 0.000 i L Only 1 0.0001 3.955 -0.0001 9.605 L Only 2 0.0008 6.215 0.0000 0.000 D+L 1 0.0016 4.332 -0.0001 10.735 D+L 2 0.0037 6.215 0.0000 0.000 22 a 9 BEAK-. - 1004 c E •• • • • • • • •• .17 • • • .30 2.21- 4.47 6.73 0.99 111.25 13.51 15.77 18.03 20.29 22.60 R+1.4DD.+1.2DD+D:S OI•+1.6DL+1.6DM +1.2DD+1.5DL+D.SD5+1.$0$r+?.2:1?+1.5DL-*D%L + DD+D.SOL•Ii D5 ,+d.2DD+D.SDL-+D.SDL+I.6DW!+1.2DD+D.5DL+D.SD5+1.6DW.+1.2DD+D.SDL+D.2D5- , •• • • •• • • • • • • •• • •• • • • • ••• • • • • ••• • • ' Page'74 . .. .. . . . .. .. I 1 • 8 1 n I I r Printed{25 JAN 2016.11:26AM Concrete Beam File:Z:Trojects\OPTIMUS•PROJECTS\Barrantes-ResidencelCalcsIENERCALCIbarrantes-residence.ece ENERCALC,INC.1983.2011,Build:6.11.6.23,Ver:6.11.6.2Z Description: 8.)GB-1 AT ENTRANCE tE 1 1 9 t 2 t6 BEAM---na •5 •11 221. 4.47 6.73 8.99 `11.25 13.51 .15.77 16.03 20.29 22.60 Distance(ft) ®+1.4DD 0+1.2DD♦D.SOL1.6DL+1.60H•+1.200+1.6DL+0.5DS+1.6DH■+1.2DD+1.60L•+D.S0t 0+1.IDD+D.5OL+1.605■+1.2DD+D.SDLD.SDL+I.6DW!+1.2DD+D.SDL+D.SDS+I.6DW•+1.20D+D.SOL+D.2D5- BEAM••-» OA009 G -OA018 •0.0028 -0.0038 1.70 3.96 622 8.48 -`10.74 13.00 15.26 17.52 19.78 -- 22.04 F Distance(ft) .0 DO•ly'■D+L'■DO•ly-•LO•ly W D+L f l h v I ! f I •• •••- • • • • • •• t •• ••• •• • • • •• •. • •• • • • ••• • • • • ••• • • . .. .. . . . .. .. Page 75 ... . . . ... . . Printed:25 JAN 2016.11:26AM Concrete Beam File:Z:\Projects\OPTIMUS-PROJECTSOarrantes-Residenoe\Caics\ENE,RCALC\barrantes-residence.ecE ENERCALC,INC:1983-2011,Build:6.11.6.23,Ver:6.1 1.6Z Description 9.)G13-1 AT GL C/3-5 Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc = 5.0 ksi Phi Values Flexure: 090 0 fr= fc1/2 7.50 = 530.33 psi Shear: 0.750 0 y Density = 150.0 pcf R 1 = 0.80 LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# # 3 Number of Resisting Legs Per Stirrup= 2 Load Combination 2006 IBC 8t ASCE 7-05 18 m ............ D'1.728)L(O.548) D(1.72%L(O.548) D(1.728)L(O.548) D(1.728)L(O.548) y y y 18"w x 24" 18"w x 24"h 18"w x 24"h 18"w x 24"h R2 2 i Span=1.80 ft Span=5.60 ft Span=5.60 ft Span=5.60 ft ............................. ........... ........................ ................................................................................................ ....................... ...........-..................................- .......... ....................... .............................. ............ -Cross'Section"--&'*Reinf'o'rcin'g,Details - Rectangular Section, Width 18.0 in, Height=24.0 in Span#1 Reinforcing.... 346 at 2.750 in from Bottom,from 0.0 to 1.80 ft in this span 346 at 2.250 in from Top,from 0.0 to 1.80 ft in this span Span#2 Reinforcing.... 346 at 2.750 in from Bottom,from 0.0 to 1.80 ft in this span 346 at 2.250 in from Top,from 0.0 to 1.80 ft in this span Span#3 Reinforcing.... 346 at 2.750 in from Boftohf,*from 0.0 to 1:80 ft in this span 346 at 2.250 in from Top,from 0.0 to 1.-80 ft in this span -r--SOCn#4 Reinfdrcii`ig7..-- 346 at 2.750 in from Bottom,from 0.0 to 1.80 ft in this span 346 at 2.250in from Top,from 0.0 to 1.80 ft in this span,,. Applieid Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number I Uniform Load: D=1.728, L=0.5480 k/ft, Tributary Width=1.0 fi Load for Span Number 2 Uniform Load: D=1.728, L=0.5480 k/ft, Tributary Width=1.0 fl Load for Span Number 3 'Uniform Load: D=1:728, L=0.5480 k/ft, Tributary Width=1.0 fi Load for Span Number 4 Uniform Load: D=1.728, L=0.5480 k/ft, Tributary Width=1.0 fi btSIGIllf SUMMARY-- • Maximum Bending Stress Ratio = 0.087: 1 "'--- Maximum Deflection Section used for this span Typicaj Sbctibo KTx q)ovA*ard L+Lr+S Deflection 0.000 in Ratio=1 0<360 Mu Applied 1.W�ft: MoApward L+Lr+S Deflection0Ratio.000 in = 0<360 Mn Phi:Allowable al 30.746 loft o o e KO*x:)ovAward Total Deflection 0.000 in Ratio 999<360 Load Combination +1.20D+0.50Lr+1.60L+1.60H Kftx'UptArd Total Deflection 0.000 in Ratio=f 999<360 Location of maximum on span 0.000ft Span#where maximum occurs #4 ............ ....... ...................... ......................... ........................................... Cross Section Strength&Inertia 00 0 1 Mn (k-ft) Moment of Inertia (in,14) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr-Btm Tension Icr-Top Tension Section 1 3-#6 @ d=21.25",3-#6 @ d=2.25:, 12544 130.76 20,736.00 3,234.83 3,386.83 Section 2 3-#6 @ d=21.25',3-#6 @ d=2.25", 0 125.44 130A 20,736.00 3,234.83 3,386.83 Section 3 3-#6 @ d=21.25",3-#6 @ d=2.25'. 0 *1 0 0 125;4 130.76 20,736.00 3,234.83 386.83 0 Section 4 3-#6 @ d=21.25',3-#6 @ d=2.25', 126.44 130.76 20,736.00 3,234.83 Page 1,-86.83 . I k Printed:25 JAN 2016,11:26AM Concrete Beam File:Z.lProjectskOPTIMUS•PROJECTSIBarrantes-ResidencelCalcsIENERCALCIbarrantes-residence.ecE ENERCALC;INC.1983-2011,Build:6.11.6.23,Ver:6.11.6.Z M, Description: 9.)GB-1 AT GL C/3-5 ' Vertical Reactions-Unfactored Support notation:Far left is#1 ' t Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 12.012 15.530 17.108 6.054 D Only 9.597 12.408 13.669 4.837 L Only 2.415 3.122 3.439 1.217 D+L 12.012. 15.530 17.108 6.054 y Shear Stirrup Requirements Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in r Maximum Forces&Stresses for'Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 1.755 -5.38 130.76 0.04 Span#2 2 7.260 -8.01 130.76 0.06 Span#3 3 12.860 -9.94 130.76 0.08 Span#4 4 13.000 -11.32 130.76 0.09 +1.40D' Span#1 1 1.755 -4.70 130.76 0.04 Span#2 ` 2 7.260 -7.00 130.76 0.05 Span#3 3 12.860 -8.69 130.76 0.07 Span#4 4 13.000 -9.89 130.76 0.08 +1.20 D+0.50 L r+1.60 L+1.60 H Span#1 1 1.755 -5.38 130.76 0.04 Span#2 2 7.260 -8.01 130.76 0.06 Span#3 3 12.860 -9.94 130.76 0.08 Span#4 4 13.000 -11.32 130.76 0.09 +1.20D+1.60Li0.50S+1.60H Span#1 1` 1.755 -5.38 130.76 0.04 Span#2 2 7.260 -8.01 130.76 0.06 Span#3 3 12.860 -9.94 130.76 0.08 Span#4 4 13.000 -11.32 130.76 0.09 +1.20D+1.60Lr+0.50L Span#1 1 1.755 -4.45 130.76 0.03 Span#2 2 7.260 -6.63 130.76 0.05 Span#3 3 12.860 -8.22 130.76 0.06. _ Span#4 - - .4---13.000 x-9:37- :-130.76 .-,-0i071- e +1.20D+0.50L+1.60S Span#'1 1 1.755' -4.45 130.76 0.03 Span#2 2 7.260 -6.63. 130.76` 0.05. Span#3 3 12.860 -8.22 130.76 0.06 Span#4 4 13.000 -9.37 130.76 0.07 +1.20D+0.50Lr+0.50L+1.60W Span#1 1 1.755 4.45 130.76_ 0.03 Span#2 2 7.260 -6.63 130.76 0.05 Span#3 3 12.860 -8.22 130.76 0.06 Span#4 4 13.000 -9.37 130.76 0.07 +1.20 D+0.50 L+0.50 S+1.60 W Span#1 1 1.755 -4.45 130.76 0.03 1Span#2 2 7.260 -6.63 130.76 0.05 Span#3 3 12.860 -8.22 130.76 0.06 Span#4 4 13.000 -9.37 130.76 0.07 r- +1.20D+0.50L+0.20S+E , Span#1 1 1.755 *4.46** • •130.76 • • Odb Span#2 2 7.260 ; -6.63 ; *.":3(276; ; ; 1.05 Span#3 3 12.860 •-8.22•• 0 41301760 *00 0a Span#4 4 13.000 ••49.33•i �;•:31N,* i rd..7 Overall Maximum "{ a . - Deflections--Unfactored load'C6i„-s_ Load Combination Span Maxi""D21.. Location in Sfi2 Lr4 Corgbination Max."+"Defl Location in Span D+L 1 . 0 000. • .080. V+L . • -0.0001 0.000 D+L 2 400002:• • • 520:• • D+L -0.0000 5.880 D+L 3 •011001• ••1.520• O+{ • -0.0000 5.320 D+L 4 0.0004 3.0801. 0.0000 5.320 Maxmium Deflections for Load Combinations Unfactored Loads Load Combination Span Max.D8T*aj Defl :oc;io&t Sp4 Max.Upward Defl Location in Span D Only 1 :.0001 • • 2.9080 • ; -0.0001 0.000 D Only 2 4.0001• •• • • 2 620•• •• -0.0000 5.880 Page 77 ••• • • • ••• • • a C P Printed:25 JAN 2016,11:26AM Concrete Beam File:Z:\Projects\OPTIMt1S-PROJECTS1Barrantes-ResidencelCalcsIENERCALCtarrantes-residence.ecE ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11:6.2: Description: 9.)GB-1 AT GL C/3-5 I Maximum Deflections for Load Combinations_-Unfactored Loads i Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 3 0.0000 2.520 -0.0000 5.320 D Only 4 0.0003 3.080 0.0000 0.000 D+L 1 0.0000 2.080 -0.0001 0.000 D+L 2 0.0002 2.520 -0.0000 5.880 D+L 3 0.0001 2.520 -0.0000 5.320 D+L 4 0.0004 3.080 0.0000 0.000 D Only 1 0.0000 2.080 -0.0001 0.000 r D Only 2 0.0002 2.520 -0.0000 5.880 D Only 3 0.0000 2.520 -0.0000 5.320 D Only 4 0.0003 3.080 0.0000 0.000 L Only 1 0.0000 2.080 -0.0000 0.000 L Only 2 0.0000 2.520 -0.0000 5.880 L Only 3 0.0000 2.520 -0.0000 5.320 L Only 4 0.0001 3.080 0.0000 0.000 D+L 1 0.0000 2.080 -0.0001 0.000 D+L 2 0.0002 2.520 -0.0000 5.880 D+L 3 0.0001 2.520 -0.0000 5.320 D+L 4 0.0004 3.080 0.0000 0.000 9 1 , 4 BEAM—— -1 i -12 1.67 3.06 - 4,08 6.56 824 9.92 11.74- .13.28 15.10 16.78 18.32 Distance(ft) q+1.400■+1.200+D.SDl+1.6DL+1.6DM•+1.LDD+1.6DL+O,SD5+1.6DM q+1.2DD+1.6DLD.50L F+1.25D+D.S0L+1.6D5 0.+1.2DD+0.SDLD.5DL+1.6DW 3';,+1.2DD+O.SOL+0.505+1.60W q+1.20D+D.S0L+0.20S- 12 _ .� ... 'ems' i-'i•- x:".x-_ --� ,.:�r•wY--.u. .. ens-�zc 7 1 BEAM--» 4 •10 1.67 3.06 4.88 6.56 :8.24 9.92 11.74 13.28. 15.10 16.78 18.32 Distance(ft) q+1.4DD■+1.2DD+D.5DL1.60L+1.6DM•+1.2DD+1.6DL+6.SD5+1.6DM■+1:2DD+I.5DL•+D.SDL 0+1.2DD+D.SDL+1.6D5 R+1.10D+D.S0L•+D.S0L+I.5DW 8:'+1.2DD+D.SDL+D.SD5+1.6DW■'+1.L0D+D.SDL+D.2D5- 0.00011 i 1 8 �e°E36a3' .G -0.00013 L -0.00025 .0.00037- ' We 1.71 2.64 - 4.08 6.540. •:d%O ••J.24•• 10.8 • • 1j.16 0.00 13.84 16.08 17.76:1 0.00 • • • •.•' Di ante jft) • • • i ;•••: ; :.'�: Page 78 i E10.)GRADE BEAM GB-1 AT TERRACE stem wall= Wd= 207 plf Terrace Slab load= D= 125 psf L= 60 psf Btrib= 4.8 ft Wd= 600.plf WI= 288 plf span= 8.7 ft Reaction at supports: Rd1= 2470 lb R11= 260 lb Rd2= 5160 lb RI2= 990 lb i 11.)GRADE BEAM GB-1 AT TERRACE stem wall= Wd= 207 plf I Terrace Slab load= D= 125 psf L= 60 psf Btrib= 4.0 ft Wd= 495 plf WI= 238 plf span= 12.1 ft 12.1 ft Reaction at supports: Rd1= 4290 lb R11= 1080 lb Rd2= 14290 lb RI2= 3600 lb Rd3= 4290 lb RI3= 1080 Ib . .12.)GRADE BEAM GB-4 AT TERRACE stem wall= Wd= 207 plf - Terrace Slab load= D= 125 psf L= 60 psf Btrib= 2.0 ft Wd= 250 plf W1= 120 plf stair load= D= 125 psf L= 60 psf f Btrib= 2.5 'ft Wd= 313 plf W1= 150 plf Wd-t= 769 plf WI= •'270 Alf.'. . .. . . . . ... . span= 13.9 ft •� •' Reaction at supports: . ... . ... ... . Rd1= 10520;Ib ;. •1;11 ; 1$60 Ib Rd2= 10510 Ib �•R12=0 1860 Ib . . . ... • Page 79 k + t Printed:25 JAN 2016,11:26AM Concrete Beam File:ZAProjects\OPTIMUS-PROJECTS\Barrantes-Residence\Calcs\ENERCALC\barrantes-residenceecE ENERCALC,INC.'1983-2011,Build:6.11.6.23,Ver.6.11.612 Description: 10.)GB-1 AT TERRACE Material PrOpertleS� W __ __ _ Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc112 = 5.0 ksi Phi Values Flexure: 0.90 1 fr= f c '7.50 = 530.33 psi Shear: 0.750 W Density = 150.0 pcf R = 0.80 k LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_ # 3 Number of Resisting Legs Per Stirrup= 2 s Load Combination 2006 IBC&ASCE 7-05 i f D(4.57}L(1.25) t i t 18"wx24"h Span=6.80 ft ... __._ .. _.........._._.................................................................. _.__.... -............................................................................_. ........ .... ._..: Cross'Sectkn Reinforcing Details_ Rectangular Section, Width=18.0 in, Height=24:0 in Span#1 Reinforcing.... 346 at 2.750 in from Bottom,from 0.0 to 6.80 ft in this span 346 at 2.250 in from Top,from 0.0 to 6.80 ft in this span Apphed,Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load D=4.570, L=1.250 k @ 5.40 ft .--. -��- DESIGN SUMMARY----=- Maximum Bending Stress Ratio 0.083: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in: Ratio= 0<360.• Mu:Applied 10.359 k-ft Max Upward L+Lr+S Deflection 0:000 in Ratio= 0<360 Mn'Phi:Allowable125.44 k-ft Max Downward Total Deflection 0.000 in Ratio 999<360 I Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span 5.395ft Span#where maximum occurs Span#1 -. ...- ---- ---- ..._........ ..... r Gross Section Strength.&Inertia Phi*Mn (k-ft) Moment of Inertia i(in"4) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr-Btm Tension Icr-Top Tension Section 1 3-#6 @ d=21.25",3-#6 @ d=2.25", 125.44 130.76 20,736.00 3,234.83 3,386.83 wV - ertical Reactions Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 ••• •• ••• ••• Overall MAXimum 2.728 6.152 •• • • • • • D Only 2.471 5.159 • • • • • • • • • L Only 0.257 0.993 D+L 2.728 6.152 Shear Stirrup Requirements •• ••• ... ntire Beam Span Length:Vu<PhiVcl2, Req'd Vs=Not Regdt use stirrups spao•d A 0.100 in • • • i Maximum Forces&Stresses for Load 66m6inai{art5 ;• ••• ;• • • • • Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope *:9 • • • • 000 • • Span#1 1 5.395 10.36+ : 126.4Z•: : 0.98 • ` • Page 80 Span#1 1 5.395 9.0• • 126.44• e-0.08 • t Printed:25 JAN 2016,110AM File:Z:VrojectskOPTIMUS-PROJECTSkBarrantes-Residence\Calcs\ENERCALC\barrantes-residence.ecE Concrete Beam ENERCALC,INC.1983-2011,Buiid:6.11.6.23,Ver:6.11.6.21. Description 10.)GIB-1 AT TERRACE Load Combination Location(ft) Bending Stress Results (k-ft Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio '+1.20D+0.50Lr+1.60L+1.60H Span#1 1 5.395 10.36 125.44 0.08 +1.20D+1.60L+0.50S+1.60H Span#1 1 5.395 10.36 125.44 0.08 +1.20D+1.60Lr+0.50L Span#1 1 5.395 8.83 125.44 0.07 I+1.20D+0.50L+1.60S Span#1 1 5.395 8.83 125.44 0.07 !0.20D+0.50Lr+0.50L+1.60W Span#1 w 1 5.395 8.83 125.44 0.07 +1.20D+0.50L+0.50S+1.60W Span#1 1 5.395 8.83 125.44 0.07 +1.20D+0.50L+0.20S+E Span#1 1 5.395 8.83 125.44 0.07 Overali Maximum'be-fle-c't-ions'--Onfic-iore-d"Loads i .7- Load Combination Span Max."-"Defl Location in Span Load Combination Max. Defl Location in Span D+L 1 0.0007 3.740 0.0000 0.000 MaximumDeflections for Load Combinations -Unfactored Loads I Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0006 3.604 0.0000 0.000 D+L 1 0.0007 3.740 0.0000 0.000 D Only 1 0.0006 3.604 0.0000 0.000 L Only, 1 0.0001 3.876 0.0000 0.000 D+L 1 0.0007 .3.740 0.0000 0.000 7- BEA M+..... jt 1.9e 2.64 3.97 .4.64 5.30 5.96 6.65 Distance(ft) K.1.400 0 L.ZDD+D.SDL-1.60L.1.6DH S+1.ZDD+1.5DL.0.SD5+1+fi0H 0 711.ZDD+1.600+0.SDL 0+1.20D+0.SDL+L.6D5 U+1.ZbD+D.SDL,+D.S0L+1.6DW 0+1.Z0D+D.SDL+b.S05+1.6DW 9+1.ZDD+D.SDL.0.ZD5 4 ..... BEAM.- .2 t Ih -8 0.65 131 1.98 2.64 331 337 4.64 5.30 5.99 1 6.65 000 0 0 0 0 0 •• 0 Spis*nco(foo 9 * 9 S+IADD 6+1.ZDD+0.S0L-+1.60L+1.6DH 0+1.Z0D+1.6DL+D.S05.1.60H N+1.Z%+1.6DL-+D.4)DL 0%PZ0c0+D.V0L4Q.,6,0*iW*,1.ZDD.0.50L-+D.SDL+i.6DW 0+1.ZDD+0.SDL+0.SD5+1.66W 0+1.Z0D+0.S0L+D.zC�s- 0 0 0 0 BEAM -0.00018 0:0 041: 000 -0.00037 a • % • % -0.00oss .0.00074 0.34 0.88 1.56 2.11 • 11 W 4.56 5.10 5.78 6.32 6.80 :DisVnc:(ft) Page 81 Pnntad:25 JAN 2016.11:26AM File:Z:\Projects\OPTIMUS-PROJECTS\Barrantes-ResidencelCalcs\ENERCALCtar�rantes-residence.e�cE ,.1 .611 Concrete Beam ENERCALC,INC.1983-2011,Build:6.111.6.23,Ver:6.11.6.2' Description 11.)GB-1 AT TERRACE Material FPropertes Calculations 'per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc = 5.0 ksi Phi Values Flexure: 0.90 fr= fc1/2 7.50 = 530.33 psi Shear: 0.750 Density = 150.0 pcf R 1 = 0.80 LtWt Factor = 1.0 Elastic Modulus. 4,030.51 ksi Fy-Stirrups e 40.0 ksi fy Main Rebar 60.0 ksi E-Stirrups 29,000.0 ksi - E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# # 3 Number of Resisting Legs Per Stirrup= 2 Load Combination 2006 IBC&ASCE 7-05 0 0 • 18m D(O.495)L(O.238) D(O.495)L(O.238) T 18"w x 24"h 18"w x 24"h Span=12.10 ft Span=12.10 ft ....................... .... .................. .............................................................................................. ..................................................................... .................... ..................................................... Cross Section Reinforcing Details Rectangular Section, Width=18.0 in, Height=24.0 in Span#1 Reinforcing.... 346 at 2.750 in from Bottom,from 0.0 to 12.10 ft in this span 346 at 2.250 in from Top,from 0.0 to 12.10 ft in this span Span#2 Reinforcing.... I 346 at 2.750 in from Bottom,from 0.0 to 12.10 ft in this span 346 at 2.250 in from Top,from 0.0 to 12.10 ft in this sp,an Applied Loads' Service loads entered.Load Factors will be applied for calculations. .----...lReam self weight calmdated and addeciLtOciads. i Load for Span Number I Unkirrn Load: D=.0.4950' L='0.2380 k/ft, Tributary'Width'='1.0 fi* Load for Span Number 2 Uniform Load: D=0.4950, L=0.2380 k1ft, Tributary Width=1.0 ft -_DESIGN'SUMMARY ROM or-MIT.T.101 .......... ..........._._..______---------------------------- ............................................ .................................. ......................... ....................... ...................... ........... ..................... Maximum Bending Stress Ratio = 0.212: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Ratio 0<360 Mu:Applied -27.723 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn Phi:Allowable 130.76 k-ft Max Downward Total Deflection 0.003 in Ratio= 51231 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span 0.000ft Span#where maximum occurs Span#2 ............. ............. ............................. .................................................................................. ..................................................... 7- Cross Section Strength.&,Inertia (k-ft) Moment of Inertia (inA4) Cross Section Bar Layout Description 0 001 • Im4tim• Top TensionI gross Icr-Btm Tension IGr-Top Tension Section 1 3-#6 @ d=21.25',3-#6 @ d=2.25', -- 225.44*9_ 130.76 20,736.00 3,234.83 3,386.83 Section 2 3-#6 @ d=21.25",3-#6 @ d=2.25', 125.44 130.76 20,736.00 3,234.83 3,386.83 Veiii_Ca_1Ga_cfi6ns-_1jn4fc_toi4 Support notation Far left is#1 1 Load Combination Support 1 Support4f • Spport 3 0 0 0 Overall MAXimum 5.368 17.893-- •5.386 D Only 4.288 14.296•• 1.288 L Only 1.080 3.600 1.080 D+L 5.368 17.893 5.368 4 1. Shear Stirrupi.Requirements Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs Not Reqd, use firru;ssPac;dqj'�00* Page 82 Maximum Forces&Sti-e-sies'kir Load d6linbini'ati6irm: V • r ' ' 4 Printed:25 JAN 2016.11:26AM Concrete.Beam File:Z:1ProjectslOPTIMUS PROJECTS18aRantes-ResidencelCalcsIENERCALCIbarrantes residence.ecE ENERCALC,INC'1983.2011,Build:6.11.6.23,Ver.6.11.6.2£ f 77 ;79 7k ....E r. Description: 11.)GB-1 jAT TERRACE Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 12.042 -27.07 130.76 0.21 Span#2 2 12.100 -27.72 130.76 0.21 +1.40D 1 Span#1 1 12.042 -23.64 130.76 0.18 Span#2 2 12.100 -24.21 130.76 0.19 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 12.042 -27.07 130.76 0.21 Span#2 2 12.100 -27.72 130.76 0.21 +1.20D+1.60L+0.50S+1.60H Span#1 1 12.042 -27.07 130.76 0.21 Span#2 2 12.100 -27.72 130.76 0.21 +1.20D+1.60Lr+0.50L Span#1 1 12.042 -22.39 130.76 0.17 Span#2 2 12.100 -22.93 130.76 0.18 +1.20D+0.50L+1.60S i Span#1 1 12.042 -22.39 130.76 0.17 Span#2 2 12.100 -22.93 130.76 0.18 +1:20 D+0.50 Lr+0.50 L+1.60 W Span#1 1 12.042 -22.39 130.76 0.17 Span#2 2 12.100 -22.93 130.76 0.18 +1.20D+0.50L+0.50S+1.60W Span#1 1 12.042 -22.39 130.76 0.17 Span#2 2 12.100 -22.93 130.76 0.18 +1.20D+0.50L+0.20S+E'- Span#1 1 12.042 -22.39 130.76 0.17 i Span#2 2 12.100 -22.93 130.76 0.18 Overail Maxlmu_m.Deflections'•Unfactored.Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.0028 5.042 0.0000 0.000 D+L 2 0.0028 7.058 0.0000 0.000 MaximumDeflections for toad Combiriafiionsa-Unfactored Loads a Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only:�x 1 0.0023 5.042 0.0000.. 0,000 D Only .$ _2�_. 0.0023` �7058-� `D.000�' _ X0:000 .'. -D+L - - 1- 0.0028 '5.042 r 0.0000 0.000 D+L 2 0.0028 7.058 0.0000 0.000 1 D Only 1 0.0023 5.042 0.0000 0.000 D Only 2, 0.0023 7.058 0.0000 0.000 t L Only 1 0.0006 5.042 0.0000 0.000 L Only 2 0.0006 7.058 0.0000 0.000 D+L 1 0.0028 5.042 0.0000 0.000 t D+L 2 0.0028 7.058 0.0000 0.000 16 5 BEAM--r> E' N-17 • 00 000 so -28 236 4.78 7.20, 9.62 12.04 14.46 16.88 19.30 21.72 24.20 4tancs(44 060 R t1.4DD +I.2DD+D.S DLA+3.6D1+1.6DH E+1,ZDD+1'.5DL+D.SD5+1.6DH••1L-+D.50L{.+•ZDD+ .Z•D+1.W •.5DL+1.6D5■r1.�D N.SDL�+D.SDLf 1.6DW 0+I.Z0D+D.50L+D.SDS+I.6DW■+1.ZDD+D.50L+D.ZDS- • •• • •• • • • • s i I i :.'.+ : :••.: Page 83 I 7 f 1' F i Printed:25 JAN 2016,11:26AM Concrete Beam File:Z:\Projects\OPTIMUS-PROJECTS\Barrantes-ResidencetCalcsIENERCALCtarrantes-residence.ecE ENERCALC,INC.;1983.2011;:Buildi6.11.6.23,Ver:6.11.6.21' 7777,77 T, a Description: 11.)GB-1 AT TERRACE i 12. - 6 BEAM— .6 12 2.36 4.78. 7.20 9.62 12.04 14.46 16.88 .19.30' 21.72 24.20 { Distance(ft) •+1.415D■+I.1DD+D.SDL,+I.6DL+1.6DM 0+I.20D+1.6DL+D.SDS+1.6bM■+1.20D+1.b DL-+D.SDL IN+1.2DD+D.SDL+I.6DS•+1.2DD+D.SDL•+D.SDL+I.6DW 0+1.2DD+D.SDL+D.S05+1.6DW•+1.2DD+D.SOL+D.2DS- ` BEAM.-- - -- �. -0.0007 G -0.0014 m O -0.0022 -0.0029 1.82 424 6.66 9.08 11.50- 13.92 1634 18.76 21.18 23.60 'Distance(ft) ` '•DO-IV■D+L IN DO•ly■LO-ly■D+L F , • � :2 , _' _ — 2�+z ___ ��:•wC--�'=�FC.s;zY..".� �_neY _ ___.-a.a.. a -�^....irn ___3::-��. --iE�•__ .. I J I i I i •• ••• • • • • • •• p ' 1 t • ••• • • • ••• • •• • • •• • • • • • k ••• • • • • ••• • • Page 84 . .. .. . . . .. .. I Printed:25 JAN 2016,11:26AM File:Z:\Projects\OPTIMUS-PROJECTS\Barrantes-Residence\Calcs\ENERGALCtarrantes-residence.ecE Concrete Beam ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.1"1.6.Z. Description 12.)GB-4 AT TERRACE Material`Properties Calculations per ACI 318-08,IBC 2009,CIBC 2010,ASCE 7-05 fc112 5.0 ksi Phi Values Flexure 0.90 fr= fc 7.50 = 530.33 psi Shear: 0.750 y Density = 150.0 pcf R 1 = 0.80 k LtWt Fa6or = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi E-Stirrups 29,000.0 ksi fy-Main Rebar 60.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# # 3 Number of Resisting Legs Per Stirrup= 2 Load Combination 2006 IBCA ASCE 7-05 30n D(O.25)L(O.12) 30"w x 24"h i Span=13.90 ft .................. .........................._...----- I Cross ......... ............... - ----] dross Section'&--R-einforcing Details Rectangular Section, Width=30.Oin, Height=24.Oin Span#1 Reinforcing.... 646 at 2.750 in from Bottom,from 0.0 to 13.90 ft in this span 646 at 2.250 in from Top,from 0.0 to 13.90 ft in this span Applied.Loads, Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Spin Number 1 d DF fi f'DESIGN Vniform Loa -0.250-L�=0.120�k/ft,_TributarWidth1.0 �y Y. . . ...................... .... .. ............. .............I........... ............................ ............................. .................. .................. ........................... .............. :Maximum-Bending Stress Ratio '0.1137: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection. 0.000 in-Ratio= 0<360 Max Upward L+Lr+S Deflection Mu ti Applied 33.812 k-ft 0.000 in Ratio= 0<360 Mn Phi:Allowable 247.53 k-ft Max Downward Total Deflection 0.007 in Ratio= 24722 Load Combination +1.40D Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span 6.950ft Span#where maximum occurs Span#1 Cross Section Strength,&-1nedia' Phi*Mn (k-ft) Moment of Inertia (in'4) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr-Btrn Tension Icr-Top Tension Section 1 6-#6 @ d=21.25',6-#6 @ d=2.25', 247.53 256.91 34,560.00 6,320.40 1 6,613.44 Vertical Reactions—-Unfictored 9 SILWportigotation:.Far left is#1 Load Combination Support 1 Supp@,�2 Overall MAXimum 7.784 7.114* D Only 6.950 645b L Only 0.834 0.834 D+L 7.784 ;.784... --Sheair§iir-rup,Requirements 'Entire Beam Span Length Vu<Phi�c��' Re6'd Vs:�WoCAq*Tu tirTupss%edj.0.!I00:n Maximum Forces&Stresses for Load Co-m-bina-tio'ns- Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span 4*0 M:x • :hi Vn)F:Stress Rat MAXimum BENDING Envelope 1 6 :*4*7 j 3 Span#1 .950 i3.8j. 0 0• %i Page 85 +1.40D Printed:25 JAN 2016.11:26AM File:Z."Projects\OPTIMUS-PROJECTS\Barrantes-Residence\Calcs\ENERCALC\barrantes-residence.ece Concrete Beam ENERCALC,INC.1983-2011,Build:6.1 1.6.23,Ver:6.111.6.2f Description 12.)GB-4 AT TERRACE Load Combination Location(ft) Bending Stress Results (k-ft Segment Length Span# in Span Mu:Max PhNnx Stress Ratio Span#1 1 6.950 33.81 247.53 0.14 +1.20D+0.56Lr+1.60L+1.60H Span#1 1 6.950 33.62 247.53 0.14 +1.20D+1.60L+0.50S+1.60H Span#1 1 6.950 33.62 247.53 0.14 +1.20D+1.60Lr+0.50L Span#1 1 6.950 30.43 247.53 - 0.12 +1.20D+0.50L+1.60S Span#1 1 6.950 30.43 247.53 0.12 +1.20D+0.50Lr+0.50L+1.60W Span#1 1 6.950 30.43 247.53 0.12 +1.20D+0.50L+0.50S+1.60W Span#1 1 6.950 30.43 247.53 0.12 1 +1.20D+0.50L+0.20S+E Span#1 1 6.950 30.43 247.53 0.12 I- -- 'Maximum -,'' ... .........._, LOverall aximum Deflections-Unfactored Loads-- Load Combination Span Max."-"Defi Location in Span Load Combination Max."+"Defi Location in Span D+L 1 0.0067 6.811 0.0000 0.000 Maximum Deflections'for"Load Combinations -Unfactored Loads Load Combination Span Max.Downward Defi Location in Span Max.Upward Defi Location in Span D Only 1 0.0060 6.811 0.0000 0.000 D+L 1 0.0067 6.811 0.0000 0.000 D Only 1 0.0060 6.811 0.0000 0.000 L Only 1 0.0007 6.811 0.0000 0.000 D+L 1 0.0067 6.811 0.0000 0.000 34 26 zzz 17 E' 2 SEAM-. 136 2.75 4.14 5.53 6.92 8.31 9.70 11.09 12.48 13'87 Distance(ft) 0.1.400 0+1.ZDD+D.SDL1.60L+1.6DH 0+1.ZDD+1.6DL+B.505+1.60H W.1.Z0D+1.60L5_SDL U+1.ZDD+D.S0L+1.605 r+1.ZDD+D.5DLD.S5L+i.6DW 0+1.ZDD+D.50L+0.555+i.6[5W N+1.ZDD+D.SDL+0.ZDS- to BEAM- 111 -10 1.36 2.75 4.1# • • • .92; 0 6.31 9.70 11.09 12.48 13.87 N+1.4DD 0+1.200+D.SDL1.60L+1.6DH 0+1.200+1.60L+0.505+1.60H W+1* 0D+ ff DD+ 44ell p1.4*D+j.sob+i.6D5,P+1.Z0D+0.50L-+b.SDL+1.6DW 9+1.ZDD+D.5DL+0.505+1.6VW 0+1.ZDD+0.50L+D.Z05 "66 096 :0 Soo 000 0 0* 00 0 0 0 00•00 Page 86 0 000 0 t 1 Printed:25 JAN 2016.11:26AM Concrete Beam File:Z:\Projects\OPTIMUS-PROJECTS\Barrantes-Residence\Calcs\ENERCALC%arrantes-residence.ecE ENERCALC,INC.1983-2011,Build 6116.23,Ver.6.11.6.Z Description: 12.)GB-4 AT TERRACE 1 BEAM—rn .0.0017 ,G •0A034 d -0.0052 -0.0069 0.97 236, 3.75- 5.14 653' .7.92 931 10.70_ 12.09 13.48 1 Distance(ft) _ ■DO•ly■D.L■DO-ly.LO•ly•D+L t 1 k { I a i k I. • ••• • ••• ••• • • • • • • • • • • • •• • • 0•• • • • • • • •• • •• • • • • i ••• • • • • ••• • • • • •• ••• • • • ••• ... . Page 87 l 13.)GRADE BEAM GB-1 AT GRIDLINE B/3-5 Roof framing= Wd= 405 plf WI= 360 plf Roof beam= Wd= 150 plf CMU= Wd= 378 plf stem wall= Wd= 207 plf 8"Slab load= Atrib= 89 sf 1= 18.9 ft Wd= 589 plf Wl= 188 plf Total loads= Wd-total= 1728 plf W1= 548 plf F Wd-total= 795 plf W1= 188 plf react from G134 Pd= 5870 Ib P1= 1250 Ib span= 1.3"ft 10.6 ft Reaction at supports: Rd1= 17760 lb R11= 4380 lb Rd2= 14090 lb R12= 3610 lb r 14.)GRADE BEAM GB-1 AT TERRACE stem wall= Wd= 207 plf Terrace Slab load= D= 125 psf L= 60 psf ' Btrib= 5.2 ft Wd= 650 plf Wl= 312 plf Reaction from GB1= Pd= 2470 Ib P1= 260 Ib F span= 5.5 ft 13.0 ft 13.0 ft Reaction at supports: Rd 1= 1230115; .Tjl 330 lb Rd2= 11250 Ib: •�� % I;2=•: •• 3190 Ib Rd3= 16690115' ` " 413`— ' •' 4730 Ib Rd4= 5560 lb R14= 1580 lb . ... . ... ... . • • • • • • • • • h' 000 000 .. .. " ' Page 88 . :. . . .. .. r Printed:25 JAN 2016,11:26AM Concrete Beam File:Z:\Projects\OPTiMUS-PROJECTS\Barrantes-ResidencelCalcsIENERCALCrbarrantes-residence.ecE ENERCALC,..INC.1983.2011,Buiid:6.11.6.23,Veri6.11.6 Z �,� _�< �. •- nom, Description: 13.)GB-1 AT GL A AND B/3-5 ; Material Properties K Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc = 5.0 ksi Phi Values Flexure: 0.90 ' fr= fc1�2 *7.50 = 530.33 psi Shear: 0.750 • • • W Density = 150.0 pcf p 1 = 0.80 k LtWt Factor = 1.0 I Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi xi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_ # 3 Number of Resisting Legs Per Stirrup= 2 Load Combination 2006 IBC&ASCE 7-05 lam { D(5.87)L(1.25) I i D(1.728)L(0.548) D(1.728)L(0.548)1 . i 11 1 i r _ i i j r 18"wx24" 18"wx24"h '- Span-71.70 ftSpan=10.60 ft ..._ _.... RCross Section&Reinforcing Details Rectangular Section,'Width=18.0 in, Height=24.0 in Span#1 Reinforcing.... 346 at 2.750 in from Bottom,from 0.0 to 1.70 ft in this span 346 at 2.250 in from Top,from 0.0 to 1.70 ft in this span i Span#2 Reinforcing.... 346 at 2.750 in from Bottom,from 0.0 to 1.70 ft in this span 346 at 2.250 in from Top,from 0.0 to 1.70.ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. ;.-.,Beam self rweight.calculated and added to loads Load for Span Number'l Uniform Load D=1.728, L=0.5480 k/ft, Tributary Width=1.0 ft f Load for Span Number 2 Uniform Load: D=1.728, L=0.5480 k/ft, Tributary Width=1.0 fl Point Load: D=5.870, L=1.250 k @ 6.60 ft DE$IG-NSUMIVL kR -* b._- �--- .� ! • ............................... _...... .. ...... ......... .... Maximum Bending Stress Ratio = 0.532: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.002 in Ratio= 54497 Mu:Applied 66.755 k-ft Max Upward L+Lr+S Deflection -0.001 in Ratio= 36692 Mn*Phi:Allowable 125.44 k-ft Max Downward Total Deflection 0.012 in Ratio= 10567 Load Combination +1.20D+0.50Lr+1.600+1.60H Max Upward Total Deflection -0.006 in Ratio= 7128 Location of maximum on span 6.410ft Span#where maximum occurs Span#2 ........ ......... ... ....... ......... ........ .... _... _ ......._ Cross Section Strength&Inerti8 .. ... `. .. - • • •• • • • • • Phi*Mn (k-ft) Moment of Inertial (in"4) Cross Section Bar Layout Description .•• s•: ,• • • • • Btm Tension Top Tension I gross Icr-Btm Tension .Icr-Top Tension Section 1 3-#6 @ d=21.25",3-#6 @ d=2.25", 125.44 130.76 20,736.00 3,234.83 3,386.83 Section 2 3-#6 @ d=21.25",3-#6 @ d=2.25", 125.44 130.76 20,736.00 3,234.83 3,386.83 -Vertical Reactions-Unfactored ,•, �•;`• • 6epport notation:Far left is#1 3 Load Combination Support 1 SypVrt 2; �uogrt3 0 s• : 0 Overall MAXimum ;2'140 g.� • • • • • D Only 17.758 14.901 L Only 4.382 3.608 D+L 22a'649 • 1J•50,9 • ••• • • 1 Shear Stirrup Requirements • ••• • • Between 0.00 to 1.69 ft, Vu<PhiVc/2, Req'd Vs=Not Reqd,•use stioups•eased st 000 iw• •• Paye 89r r s Printed:25 JAN 2016,11:26AM [ File:Z:\Projects\OPTIMUS-PROJECTSkBarrace\Calcs\ENERCALC\barrantes-residence.ecE .6 Lon-crete Beam ntes-Residen ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11.6.21. 'A Description 13.)GB-1 AT GL A AND B/3-5 Shear Stirrup Requirements, Between 1.70 to 1.75 It, PhiVc/2<Vu<=PhiVc, Req'd Vs=Min 11.5.6.3,'use stirrups spaced at 9.000 in Between 1.80 to 11.85 t Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Between 11.90 to 12.25 ft, PhiVc/2<Vu-PhiVc, Req'd Vs=Min 11.5.6.3, use stirrups spaced at 9.000 in Wiii"m'umFo'r^c"e's'�&"Siies-se-"s�for L'o'ad.Combinations---,I- ' -"I I Load Combination Location(ft) Bending Stress Results (k-ft Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 1.692 -5.00 130.76 0.04 Span#2 2 8.110 66.75 125.44 0.53 +1.40D Span#1 1 1.692 -4.36 130.76 0.03 Span#2 2 8.161 59.09, 125.44 0.47 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 1.692 -5.00 130.76 0.04 Span#2 2 8.110 66.75 125.44 0.53 4+1.20D+1.60L+0.50S+1.60H Span#1 1 1.692 -5.00 130.76 0.04 Span#2 2 8.110 66.75 125.44 0.53 +1.20D+1.60Lr+0.50L Span#1 1 1.692 4.13 130.76 0.03 Span#2 2 8.161 55.68 125.44 0.44 +1.20D+0.50L+1.60S Span#1 1 1.692 4.13 130.76 0.03 Span#2 2 8.161 55.68 125.44 0.44 +1.20D+0.50Lr+0.50L+1.60W Span#1 1 1.692 -4.13 130.76 0.03 Span#2 2 8.161 55.68 125.44 0.44 +1.20D+0.50L-+0.50S+1.60W Span#1 1 1.692 4.13 130.76 0.03 Span#2 2 8.161 55.68 125.44 0.44 +1.20D+0.50L+0.20S+E Span#1 1 1.692 -4.13 130.76 0.03 Span#2 2 8.161 55.68 125.44 0.44 0v iiii il i k a i i r n u,In Deflections--,-, -'-, U In i a c t o r e d Loads Load Combination Span Max* Defi Locati6n in Span Load Combination, Max."+"Det Location in.Span D+L 1 0.0006 1.877 D+L -0.0057 0.000 D+L 2 0.0120 6.477 0.0.000 0.000 Maximum"Deflections for.Load'Comb'i nations'-Unfactored Loads Load Combination Span Max.Downward Defi Location in Span Max.Upward Defl Location in Span D Only 1 0.0005 1.877 -0.0046 0.000 D Only 2 0.0097 5.477 0.0000 0.000 D+L 1 0.0006 1.877 -0.0057 0.000 D+L 2 0.0120 5.477 0.0000 0.000 D Only 1 0.0005 1.877 -0.0046 0.000 D Only 2 0.0097 5.477 0.0000 0.000 L Only 1 0.0001 1.877 -0.0011 0.000 L Only 2 0.0023 5.477 0.0000 0,000 D+L 1 0.0006 1.877 -0.0057 0.000 D+L 2 0.0120 5.477 0.0000 0.000 68 so 31 c 13 BEAM—- 94 0 00 1.20 2.36 3.57 '4.78 5.99 7.20 8.41 9.62 20.84 12.05. Distance(ft) N+1.40D 0+1 ZDD+0.SB1-+1.60L.1.60H 0+1.25D+1.6DL.b.SD9+1.50H 6A4§bDA.6DL&5DL*N A.ZAVADALSDS A+1.2DD+0.50L0.S5L+1.6DW +1.20D+D.5DL+D:SD5+1.6DW N+1.20D+D.50L+D.2D5 Page 90 i I j 1 Printed:25 JAN 2016,11:26AM i Concrete Beam File:Z:\Projects\OPTIMUS-PROJECTS\Barrantes-Residence\Calcs\ENERCALC\barrantes-residence.ec@ ENERCALC,INC.1963.2011,Build:6.11.6.23,Ver:6.11.6:Z um Description: 13.)GB-1 AT GL A AND B/3-5 23 11 BEAM.— r to •12 -24 1.20 2.36 3.57 4.78 5.99 7.20 8.41 9,62 10.84 12.05 Distance(ft) f+1.000•+1.200+0.SD1+1.60L+1.6DH•+1.2DD+1.60L+D.S DS+l.6DH•+1.2DD+1.60L�+D.SOL 6+1.2DD+D.SDL+I.6DS M+1.20D+D.SDL-+D.SDL+I.6DW■+1.2DD+D.SDL+D.SDS+L.6DW,•+1.2DD+D.SDL+D:2DS 0.006 i 0.001 BEAM---aa •0.003 O .0.008 •0.012'- 0.94 .1.67 2.94 4.00 5.06 .6.32 7.18• 824 9.30 10.36 11.42 12.30 Distance(ft) '•;DO-IV■D+L'.•DO•ly•LO•ly•D+L 1 1 - . •• ••• •• • • • •• • ••• • ••• ••• • ••• • • • • ••• • • 1 :.••: :•: :.•.: Page 91 Printed:25 JAN 2016,11:26AM Concrete Beam File:Z:1ProjectslOPTIMUS-PROJECTSIBarrantes-ResidencelCalcs4ENERCALCIbarrantes•residence.ecE ENERCALC,INC.1983-2011,86ild:6.11.6.23,Ver:6.11 6.Z Description: 14.)GB-1 AT TERRACE Material PrOpertieS Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc1/2 = 5.0 ksi Phi Values Flexure: 0.90 fr= fc '7.50 = 530.33 psi Shear: 0.750 yf Density = 150.0 pcf R 1 = 0.80 k LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar = 60.0 ksi E Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_ # 3 1 Number of Resisting Legs Per Stirrup 2 1 Load Combination 2006 IBC&ASCE 7-05 • . • 10 in I , D(2.47)L(0.26) D0.65 LO.312 DO.65 L0.312 DO.65 L0.312 I 18"wx24"h 18"wx24"h - 18"wx24"h Span=5.50 ft Span=13.0 ft Span=13.0 ft - ... ...........-................................ _- .............-....................... ......... __. _.......... ... . ................................................... _. .....-........ _Cross Section&Reinforcing Details Rectangular Section, Width=18.0 in, Height=24.0 in Span#1 Reinforcing.... 346 at 2.750 in from Bottom,from 0.0 to 5.50 ft in this span 346 at 2.250 in from Top,from 0.0 to 5.50 ft in this span Span#2 Reinforcing.... 346 at 2.750 in from Bottom,from 0.0 to 5.50 ft in this span 3-#6 at 2.250 in from Top,from 0.0 to 5.50 ft in this span Span#3 Reinforcing.. .. 346 at 2.750 in from Bottom,from 0.0 to 5.50 ft in this span, 346 at 2.250 in from Top,from 0.0 to 5.50 ft in this span Appiied Loads t Service loads entered.Load Factors.willbe applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 1 Uniform Load: D=0.650, L=0.3120 k/ft, Tributary Width=1.0 ft Point Load: D=2.470, L=0.260 k @ 5.50 ft Load for Span Number 2 Uniform Load: D=0.650;•L=0.3120 k/ft, Tributary Width=1.0 fl Load for Span Number 3 Uniform Load: D=0.650, L=0.3120 k/ft, Tributary Width=1.0 fl DESIGN SUMMARY _ • • Maximum Bending Stress Ratio = 0.261 : 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.001 in Ratio= 136639 Mu:Applied -34.169 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn•Phi:Allowable 130.76 k-ft Max Downward Total Deflection 0.005 in Ratio= 30192 Max Upward Total Deflection 0.000 in Ratio= 999<360 Load Combination +1.20D+0.50Lr+1.60E+1q%W . . •. Location of maximum on span 0.0(tft'.; Span#where maximum occurs %pan f#; !• • • ••• • • . Cross Section Strength&Inertia Phi`Mn (k-ft) Moment of Inertia (in"4) ••• •• ••• •:• E tm'lenoion. To Tension I gross , Icr-Btm Tension Icr-To Tension Cross Section Bar Layout Description p g p Section 1 3-#6 @ d=21.25",3-#6 @ d=2.25", •• • • •• . . • 125. 4 • 130.76 20,736.00 3,234.83 `` 3,386.83 Section 2 3-#6 @ d=21.25",3-#6 @ d=2.25", .•• ; .. ;• ' ?25.44• 130.76 20,736.00 3,234.83 9 3,386.83 Section 3 3-#6 @ d=21.25",3-#6 @ d=2.25", 125.44 130.76 20,736.00, 3,234.83 3,386.83 Vertical Reactions---... _ „. UnfaCtored. - f support notation:Far left is#1 i Load Combination Support 1 SuppoP : Suppo . ISpo:4 a Overall MAXimum 1.478 14.444 • • 2:.41:*• .7.1 . Page 92 D Only 1.151 11.*g ;• •IQ.68G�• • �5.5Q1• • i � " k i f Printed:26 JAN 2016,i 1:26AM Concrete Beam File:Z:\Projects\OPTIMUS-PROJECTSIBarrantes-ResidencelCalcsIENERCALCIbarrantes-residence.ecE ENERCALC,INC.1983.2011,Build:6.11.6.23,Ver:611.6.Z �> r r, Description: 14.)GB-1 AT TERRACE " Vertical ReaCtIOnS .UnfactOredY Support notation Far left is#1 Load Combination Support 1 Support 2 Support 3 Support 4 L Only 0.326 3.192 4.733 1.577 D+L 1.478 14.444 21.419 7.138 _ .V...._,, •__.__ i I Shear Stirrup Requirements Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in F-Maximum Forces 8r Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) - Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope r Span#1 1 5.454 -16.68 130.76 0.13 Span#2 2 18.392 -32.76 130.76 0.25 Span#3 3 18.500 -34.17 130.76 0.26 +1.40D Span#1 1 5.454 -14.12 130.76 0.11 Span#2 2, 18.392 -27.73 130.76 0.21 Span#3 3 18.500 -28.93 130.76 0.22 +1.20D+0.50Lr+1.60L+1.60H Span#1 1 5.454 -16.68 130.76 0.13 Span#2 2 18.392 -32.76 130.76 0.25 Span#3 3 18.500 -34.17 130.76 0.26 ' +1.20D+1.60L+0.50S+1.60H Span#1 1 5.454 -16.68 130.76 0.13 Span#2 2 18.392 -32.76 130.76 0.25 Span#3 3 18.500 -34.17 130.76 0.26 i +1.20D+1.60Lr+0.50L I Span#1 1 5.454 -13.53 .f 130.76 0.10 Span#2 2 18.392 -26.58 130.76 0.20 Span#3 3 18.500 -27.72 130.76 0.21 I +1.20D4.50L+1.60S Span#1 1 5.454 -13.53 130.76 0.10 Span#2 2 18.392 -26.58 130.76 0.20 Span#3 3 18.500 -27.72 130.76 0.21 +1.20D+0.50Lr+0.50L+1.60W Span#1 1 5.454 13.53 130.76 0.10 -.--,.-_„_..Span#2�, .��_ �21_,_ _..18.392:, _26.58 a _ 130.76__j __._0_20 Span#3 3 18.500 -27.72 130.76 '0.21 +1.20D+0.50L+0.50S+1.60W Span#1 1 5.454 -13.53 130.76 0.10 Span#2 2 18.392 -26.58 130.76 :0.20 Span#3 3 18.500 -27.72 130.76 0.21 +1.20D+0.50L+0.20S+E Span#1 1 5.454 -13.53 130.76 0.10 Span#2 2 18.392 -26.58 130.76 0.20 Span#3 3 18.500 -27.72 130.76 0.21 v_erall;Mazimum Deflections-Unfactored'Loads Load Combination Span Max.-"Defl Location in Span Load Combination Max."+"Defl ;Location in Span D+L 1 0.0001 5.825 D+L -0.0002 3.713 D+L 2 0.0022 5.525 D+L -0.0000 12.675 D+L 3 0.0052 7.475 0.0000 12.675 Maximum'beflectioIns for Load"Combinations -Unfactored Loads t Load Combination Span -Max.Dpul I6r'l l7CB toc2tion in 6pae •• Max.Upward Defl Location in Span ' D Only 1 •p.0001 • •• • 95.8e5• • -0.0002 3.713 D Only 2 0.6017•: : : : :5.5V: . -0.0000 12.675 D Only 3 - b.004b•• ' 7.45• '• 0.0000 0.000 D+L 1 0.0001 5.825 -0.0002 3.713 D+L 2 0,0222 - • .525••• • -0.0000 12.675 i D+L 3 • • 0.0652 • • • 7.475 . . . 0.0000 0.000 D Only 1 �.: 0.0101 .} ••; ; 5.V5•• -0.0002 3.713 D Only 2 ••' 0.0c?l ••• •5.525••• • • -0.0000 12.675 D Only 3 0.0040 7.475 0.0000 0.000 L Only 1 0.0000 5.825 -0.0000 3.713 i L Only 2 .-W045 , • • .;i X25 -0.0000 12.675 L Only 3 ;0.00=1 11.475 a 0.0000 0.000 r D+L 1 00.0091 2.825• -0.0002 3.713 Page 93 D+L 2 .:WOr �; �.• •:.525;' •; " -0.0000 12.675 t ^ ' � ` � / Printed:25JAN File:Z.XProjects\OPTIMUS-PROJECTS\Barrantes-ResidenceNCalcs\ENERCALC\barrantes-residenmecEConcrete Beam ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11.6.ZDescription 14.)GB-1 AT TERIRACE Maximum Deflections for Load Combinations -Unfactored Loads � Load Combination Span Max.Downward mm Location mSpan Max.Upward mm Location mSpan D+L 3 0.0052 7.475 0.0000 0.000 1 24 BEAM—. 10 ^ -35 3.07 6.04 9.18 12.33 1SA7 18.61 21.75 24.09 28.03 31.18 Distance(I't) BEAPA -13 Distance(I't) / ' —0012- — ~"�' ' ^ ` °"053 "" ' ~= 9.08 12.= == 18.83 ' 20.78 24.03 == =.53 Distance«* w °"0.1y 0"" "°*°`°+°~^ / ° °°° ° ° ° ° ° °° °°° °° ° °°° ° °°° °°° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° . ' °° ° ° °° ° ° ° ° ° ° °° ° °° ° ° ° ° °° ° °° ° ° ° . . ; ,°°° ° ° Page 94 \ 0% x . . ` 15.)GRADE BEAM GB-5 AT TERRACE i stair load= D= 125 psf L= 60 psf Btrib= 2.9 ft Wd= 363 plf WI= 174 plf span= 7.3 ft Reaction at supports: r Rd1= 2970 lb RI1= 640 lb Rd2= 2970 lb RI2= 640 lb I { a t q 4 • •• • • • • ••• • • ••• • ••• ••• • • •• • •• • • • • d r 0:0 •• • • • • ••• • • e • • • • • • • • • ••• . Page 95. . . . . . . .. . . .. .. . . . .. .. f Printed:25 JAN 2016.11:27AM Concrete Beam File:Z:\ProjectslOPTIMUS-PROJECTSIBarrantes-ResidenoelCalcsIENERCALCIbarrantes-residence.ecE ENERCALC,INC-1983-2011,Buildi6.11.6.23,Ver:6.11.6.2£ Description: 15.)GB-5 AT TERRACE Material:PI'Opel'tl@SCalculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc = 5.0 ksi Phi Values Flexure: 0.90 fr= fct12 '7.50 = 530.33 psi Shear: 0.750 W Density = 150.0 pd R 1 = 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#= # 3 Number of Resisting Legs Per Stirrup= 2 Load Combination 2006 IBC&ASCE 7-05 18m D(0.363 L 0.174 ,r i, �i i 18"w x 24"h Span=7.30 ft ....................................................... ......... Cross Section&Reinforcing Details Rectangular Section, Width=18.0 in, Height=24.0 in Span#1 Reinforcing.... 346 at 2.750 in from Bottom,from 0.0 to 7.30 ft in this span 346 at 2.250 in from Top,from 0.0 to 7.30 ft in this span - 4 Applied Loa ds 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=0.3630, L=.0.1740 k/ft„Tributary.Wiiith=_1.0 fi - !)ESIGN SUMMARY - - r • �:.. -._.:..;_....._-...._...___...-....._.....__ ...... _:........ . ......... Maximum Bending'Stress Ratio = 0.067: 1 Maximum Deflection Section used for this spanTypical Section Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mu:Applied 8.353 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn•Phi:Allowable 125.44 k-ft Max Downward Total Deflection 0.000 in Ratio= 999<360 Load Combination i +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span 3.650ft Span#where maximum occurs Span#1 Cross Section Strength.&Inertia Phi'Mn (k-ft) Moment of Inertia (in^4) Cross Section Bar Layout Description s Btm Tension Top Tension I gross Icr-Btm Tension Icr-Top Tension Section 1 3 #6 @ d=21.25',3-#6 @ d=2.25', 125.44 130.76 20,736.00 3,234.83 E 3,386.83 Vertical iReactions- Unfactored _ - 09 ,Y.• • • Support notation:.Far left is#1 Load Combination Support 1 Support 2 • • ' • • • • • Overall MAXimum 3.603 3.60'3.—w* ••• • i D Only 2.967 2.961 ••• •• • • • •• L Only 0.635 0.635 D+L 3.603 3.603 Shear Stirrup Requirements' - a • • • • • • • . 1 Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Re:d, use stirrups spaced at 0.600ir • Maximum Forces'&Stresses for Load ComDihatiorts • Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span ;Mix 1. Phi ytnY...Stre ss Ratio MAXimum BENDING Envelope • ; ; • Span#1 1 3.650 1.3-1,•• !11014 G.O{ Page 96 ” +1.40D ••• • • • ••• • • Printed:25 JAN 2016,11:27AM File:Z:TrojectsIOPTIMUS-PROJECTS\Barrantes-Residence\Calcs\ENERCALCtarrantes-residence.ecE Concrete Beam ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11.6.Z Description 15.)GB-5 AT TERRACE Load Combination Location(ft) Bending Stress Results'(k-ft) Segment Length Span# in Span Mu:Max Phi'Mnx Stress Ratio i Span#1 1 3.650 7.58 125.44 0.06 '+1.20D+0.5OLr+1.60L+1.60H Span#1 1 3.650 8.35 125.44 0.07 +1.20D+1.60L+0.50S+1.60H Span#1 1 3.650 8.35 125.44 0.07 -:+1.20D+1.60Lr+0.50L Span#1 1 3.650 7.08 .125.44 0.06 +1.20D+0.50L+1.60S Span#11 1 3.650 7.08 125.44 0.06 +1.20D+0.5OLr+0.50L+1.60W Span#1 1 3.650 7.08 125.44 0.06 +1.20D+0.50L+0.50S+1.60W Span#1 1 3.650 7.08 125.44 0.06 +1.20D+0.50L+0.20S+E Span#1 1 3.650 7.08 125.44 0.06 I bv-e'rall Maximum-D"'efl'e"c't-i-o-n-s- U-"n-f'a-c't--o'-r-e--d-Lo'a-d'-si Load Combination Span Max. Defl Location in Span Load Combination Max."+"Def! Location in Span D+L 1 0.0008 3.577 0.0000 0.000 Maximum �� ol��Lid Combinations -Unfa ore Loads' a innum ihie�t`ict d L _ " Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0006 3.577 0.0000 0.000 D+L 1 0.0008 3.577 0.0000 0.000 D Only 1 0.0006 3.577 0.0000 0.000 L Only 1 0.0001 3.577 0.0000 0.000 D+L 1 0.0008 3.577 0.0000 0.000 6,4 z� 4.3 7- BEAM 0.70 1.43. 2.14! 2.87 359 432 5.03 5.76 6.47 7.20.. Distance(ft) M+l ADD E 1.ZDD+0:50L-+1.60L+1.60H 0+1.ZbD+1.60L+D.5D5+1.60H N+1.Z0D+1.60L0_SDL 0+1.Z5D+0.50L+i.6D5 W+1.Z0D+0.50L0.S0L+1.6DW 9+1.ZDD+0.5DL+D.SbS+1.6DW U+1.ZbD+D.sDL+D.Z55 4.7 23 BEAM- -2.3 -4.! 0.70 1.43 2.14 2.eV 0 0 369 0 00 4.32 5.03 5.76 6.47 7.20 • *.: ". 9'.a.ge Ak) *0 go' W+1.40D N+1.ZDD+0.SDL1.60L+L.6bH W+1.Z0D+1.6DL+0.5D5+1.60H:+QLZDD +1%. 9L.+P.sop=01.Zfb+:5Wk1.6B9 9+1,ZDD+D.50LD.S0L+1.6DW 0+L.ZDD+D.5DL+D,SD5+1.6DW W+1.ZDD+D.5DL+D.ZDS- 0 * 0■41 o 00: .0. 0 oo* o Page 97 { t i Panted:25 JAN 2016.11:27AM Concrete Beam File:Z:\Projects\OPTIMUS-PROJECTS\Barrantes-ResidencelCalcsIENERCALCIbarrantes-residence.eeE ENERCALC,INC.1983.2011,Build:6.11.6.23,Ver.6.11.6.Z Description: 15.)GB-5 AT TERRACE t' a BEAM—rr -0.00019 -0.00038 Q - -0.00058 -0.DD077 0.51 124 2.12 2.85 3.58 4.45 5.18 -5.91 ,6.79 7.23 Distance(ft) t DO•ly■D.L■DO•ly■LO•ly•D+L 1 { e i r � I P 4 I • •• • • • • ••• • •• ••• •• • • • •• t Or • • • • ••i • • • Page 98 r ... . . . ... . . I t ( r , HELICAL PILES CAPACITY IN COMPRESSION: 12 ton = 24 kip 1.) HP AT GL A/1: ;GB-1 at GL 1 reaction: Pd= 7190 Ib P1= 1500 Ib GB-1 at GL A reaction: Pd= 6850 Ib P1= 1750 Ib 14040 Ib 3250 Ib `Pd+P1= 17.3 kips No. of piles= 1 (Total capacity= 24.0 kips O.K. 2.) HP AT GL 1/A-C: GB-1 at GL 1 reaction: Pd= 19990 Ib PI= 3990 Ib Pd+P1= 24.0 kips No. of piles= 1 Total capacity= 24.0 kips Q.K. f 3.) HP AT GL A/1-2: GB-1 at GL A reaction: Pd= 18830 Ib P1= 4800 Ib Pd+P1= 23.6 kips No. of piles= 1 a Total capacity= 24.0 kips O.K. 4.) HP AT GL A/2: GB---I-at GL A.reacti.om, _____Pd= _- .._._6850jb_- —P_L=_ __„1Z50 Lb•: GB-1'at GL 2 reaction:- Pd= 10440 Ib PI= 1520 Ib } 17290 Ib 3270 Ib Pd+PI= 20.6 kips No. of piles= 1 Total capacity= 24.0 kips O.K. 5.) HP AT GL C/3: GB-1 at GL 3 reaction: Pd= •" '•:8940 W% .M 1280 Ib GB-1 at GL C reaction: Pd= ••• •;9!r4 �_ �•� •P1= 2410,Ib 1854D Ib' ' ' " 3690 Ib ` 4 • ••• • ••• ••• • Pd+P1= 22.2 kips No. of piles= .• 1 •• • •• • • . . .. . . . . Total capacity= 24.0 kips •• b.K. •• } Page 99 . .. .. . . . .. .. f I 6.) HP AT GL B/4: 6 � GB-1 at GL B reaction: Pd= 14090 Ib P1= 3610 Ib GB-1 at GL 4 reaction: Pd= 4540 Ib P1= 920 lb 18630 Ib 4530 Ib - 1 Pd+P1= 23.2 kips No. of piles= 1 Total capacity= 24.0 kips O.K. 7.) HP AT GL B/4: + GB-1 reaction: Pd= 1150 Ib P1= 330 Ib 'GB-1 at GL B reaction: Pd= 17760 Ib P1= 4380 Ib 18910 lb 4710 lb , Pd+P1= 23.6 kips No. of piles= 1 Total capacity= 24.0 kips 0.K. a. 4 1 h h V • 1 J { R { h � .. . . .. . . . . . . .. . .. . . . . ... ... . :.'.: Page 100 ... . . . ... . . f a t a 1 � Printed:25 JAN 2016,11:27AM Concrete Beam File:Z:\Projects\OPTIMUS-PROJECTS\Barrantes-Residence\Calcs\ENERCALC\barrantes-residence.ecE ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver:6.11.6.2: Description: NEW PILE CAP FOR C5 Material Pi perde,s Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-05 fc = 5.0 ksi Phi Values Flexure: 0.90 fr= fc1/2 *7.50 = 530.33 psi Shear: 0.750 ' yJ Density = 150.0 pcf p = 0.80 k LtWt Factor = 1.0 1 • • • s s • } Elastic Modulus = 4,030.51 ksi Fy-Stirrups 40.0 ksi fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#_ # 3 • • • • • • Number of Resisting Legs Per Stirrup= 2 Load Combination 2006 IBC&ASCE 7-05 36in r D(24.63)L(13.56) i 36"w x 12"In t Span=3.0 ft — _..... ... ............. ............. . ..... ......... ...... Cross'Sectton&Reinforcing Details Rectangular Section, Width=36.0 in, Height=12.0 in Span#1 Reinforcing.... 646 at 2.750 in from Bottom,from 0.0 to 3.0 ft in this span 646 at 2.250 in from Top,from 0.0 to 3.0 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D=24.630, L=13.560 k @ 1.50 ft -—1- = 17FSIGN-SUMMARY--�- -- - — • �--�--�__ _,. �� _ _ �- o • _ = . Maximum Bending Stress Ratio = 0.360: 1 Maximum Deflection Section used for this span Typical Section Max.Downward L+Lr+S Deflection 0.000 in Ratio'= 0<360 Mu:Applied 39.047 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio'= 0< 360 Mn*Phi:Allowable 108.32 k-ft Max Downward Total Deflection 0.002 in Ratio= 19848 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<360 Location of maximum on span 1.500ft Span#where maximum occurs Span#1 _ -- - . ......._ ........._ .......... ........ ............ ....... ......... .... Cross Section Strength&Inertia Phi*Mn (k-ft) Moment of Inertia (in"4) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr-Btm Tension ;Icr-Top Tension Section 1 6-#6 @ d=9.25",6-#6 @ d=2.25", 108.32 118.95 5,184.00 1,052.92 1,180.25 ,_Vertical Reactions Unfactored Support notation:Far left is#1 ;. Load Combination Support 1 Supp042• ••• • • • • • •• r Overall MAXimum 19.770 19. 4 • • • • • • D Only 12.990 12.9 Q• • • • • • • • • L Only 6.780 6.70 ••• •• • • • •• 1 D+L 19.770 19.770 Shear Stirrup Requirements •• -0- Entire Entire Beam Span Length:PhiVc12<Vu<=PhiVc, Req'd4/s•Not Regd 11.5.6. us(;stirrups spaced it 1.000 in Maximum Forces&Stresses for Load Combjr�tionf! • •• • • Load CombinationLocation(ft) iBending Stress Results (k-ft) Segment Length Span# in Span Mu:Max phi*Mnx Stress Ratio r MAXimum BENDING Envelope ••• • • • • ••• • • , Span#1 1 1.500 49.05• • 1b&12 • • 0.36• +1.40D i :.•.: : : : :.•.: Page 101 Span#1 1 1.500 0 M76 • 108+.32 ••• • 0.25• f 1 i I Printed:25 JAN 2016.11:27AM Concrete;Beam File:Z:1Projects\OPTIMUS•PROJECTSIBarrantes-ResidencelCalcsIENERCALCIbarrantes-residence.ec6 ENERCALC INC.1983-2011,Buildi6.11.6.23,Ver:6.11.6.Z I 0Z 21s+MAT � Description: NEW PILE CAP FOR C5 1 Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max phi+Mnx Stress Ratio +1.20 D+0.50 L r+1.60 L+1.60 H Span#1 -1 1.500 39.05 108.32 0.36 t +1.20D+1.60L+0.50S+1.60H Span#1 1 1.500 39.05 108.32 0.36 +1.20D+1.60Lr+0.50L Span#1 1 1.500 27.86 108.32 0.26 +1.20D+0.50L+1.60S Span#1_ 1 1.500 27.86 108.32 0.26 +1.20D+0.50Lr+0.50L+1.60W ` Span#1 1 1.500 27.86 108.32 0.26 +1.20D+0.50L+0.50S+1.60W Span#1 1 1.500 27.86 108.32 0.26 +1.20D+0.50L+0.20S+E Span#1 1 1.500 27.86 108.32 0.26 r' {_Overall Maximum Deflections Umfactore"d Loads Load Combination ' Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.0018 1.530 0.0000 0.000 Maximum"Deflections for Load"Combinations -UnfactoredLoads'-M_ Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0012 1.530 0.0000 0.000 D+L 1 0.0018 1.530 0.0000 0.000 D Only 1 0.0012 1.530 0.0000 0.000 L Only 1 0.0006 1.530 0.0000 0.000 D+L 1 0.0018 1.530 0.0000 0.000 ' 40 30 Y cC 20 10 'tT.s._v•^+a��y--�-- :-�_`rites +�,i� .' �"6. .art\. .. BEAM---» -.j- 0.28, 0.57 :0.86 1.15 2.01 .. 2.30 2.59 2.88 - Distance(ft) - �,- E+IADD'■+1.ZDD+D.SOL•+1.6DL+1.60X■+1.ZDD+1.60L+D.SDS+1.6DM E+1.ZDD+I.6DL:+D.5DL■+1.ZDD+0.SDL+S.6D5•+1.ZDD+D.SOL:+D.50L+1.6DW R+I.Z0D+D.5DL+0.5D5+1.6DW+.■+1.ZDD+D.SDL+D.Z05- 27 13 u BEAM--- m • v L' i' .13 27 0.28 - 0.57 0.86 1.15 " 1.43 1.73 2.01 2.30 2.59 2.88 • • • oDIsunce(ftp • • •+1.40D■+1.200+0.SDL:+I.5DL+1-6DM■+I.Z0D+I.6DL+6.5D5+1.6DM••1.ZDD+I.6DL•tD.SO••+1ZDWD.ft Lt•.6D••+1.ZDD+D.5DL•+D.SDL+1.60W 0+I.ZDD+D.S0L+D.S05+1.6DW■+I.Z0D+D.S0L+0.Z05- BEAM-» •• ••• •• • • •• -0.0005 G .0.0009 o • • .0.0014 -0.00 SB 000 • • .0.00 0.27 0.51 0.69 0.87 •11 : •1.25' •001.47 :.7: - 1.89 2.07 2.31 2.49 2.67 2.91 2.91 .■ bis nce ) � .:. ��o!IY;•D!��D�r�iL�•�.�� Page 102 =s ,,ns Almieda-Barrantes Residence FEM a+masa 9879 NE 13th avenue ,1')N,;,To-~<.;- ;ti,;, SC=" ji; ;> Miami Shores,Florida REVISED 02109/16 PROPOSAL 1000 General Conditions Project Manager 8 WK $ 1,600.00 $ 12,800 Onsite Supervision _ 18 WK $ 1,100.00 $ 19,800 SUBTOTAL 3 Z40 a SF 14.06° $ '`346QQ 1100 General Requirements Dum ster/Debris Removal 12 EA $ 455.00 $ 5,460 'SUBCOTAC - 3;240. 'SF S 1.69, 2000 Site Work/Selective Demolition/Structural Steel/Landscaping Selective Demolition Remove All Drywall,Existing Cabinets Doors Baseboards 1 LS $ 8,500.00 $ 8,500 Existing Concrete Walls and Floors Concrete Cutting Allowance 1 LS $ 2,100.00 $ 2,100 _. �� .. SUBTOTAL' s .. � 3.240 SF $ —3.27- $ mow. 10,600n, 3000 Masonry/Concrete/Stucco New Foundations Concrete Slabs Concrete Form Work Masonry,and Concrete Flat Work 1 LS $ 28 490.00 $ 28,490 Helical Piles 44 EA $ 780.00 $ 34,320 Exterior Concrete Benches 1 LS $ 1,200.00 $ 1,200 New Stucco 1 LS $ 4,500.00 $ 4,500 R _ •, SUBTOTAL f 3.246,:. 5F $. 2'x.15.$;� �� 66 5� 6000 Rough&Finish Carpentry New Trusses Additions only) 1 LS $ 3,849.00 $ 3,849 General Carpentry 1 LS $ 9,800.00 $ 9,800 .. Kitchen Cabinets Allowance 1 A $ 9,000.00 $ 9,000 Utility Sink and Countertop,Maid's Bathroom Vanity 1 LS $ 2,000.00 $ 2,000 a - SUBTOTAL .3-240 SF T '" 7.61 M :241149 M 7700 Thermal&Moisture Protection Tile Roofing on New Additions to Match Existing 1720 SF $ 7.00 $ 12,040 SUBTOTAL j ." 44'246 `SF S 3.72 4 12`440.'. 8000 Doors Frames Hardware Glazing Provide and Install Interior Frames Closet Doors and Hardware 18 EA $ 450.00 $ 8,100 Provide and Install Impact Sliding Doors French Doors and Windows 1 LS $ 37 000.00 $ 37,000 New Impact Garage Door 1 LS $ 4,230.00 $ 4,230 .:SUBTOTAL 3.246 . 'SF $ 15.23 $ 49 330 9250 Drywall&Acoustics New Drywall and Framing,Insulation and Finishes 1 LS $ 15 000.00 $ 15,000 SUBTOTAL�.. r rs, .= ._-,� n .a 3`240 . _$F° S.w„- 4.63 r-' 9680 Flooring/Wall Cladding/Countertops/Window Sills Install New Microconcrete Flooring 3008 SF $ 7.75 $ 23,312 Provide and Install Bathroom Tile 1 A $ 8,700.00 $ 8,700 `SUBTOTAL x- y 3,240 SF. ;'. 9.88 S 32012. r 9900 Paint Interior and Exterior Paint 1 LS $ 8,500.00 $ 8,500 3 240 SF- $ .z. 2.62= 's 8500': 15400 Plumbing New Underground Plumbing/Plumbing Rough/Fixture Installation/Fixtures/Showers/Tubs/Toilets 1 LS $ 18 900.00 $ 18,900 v w SUBTOTAL 3--- a 5F z s 5'83, r !8 900 z+ 15010 - M - - -- Provide and Install AC Units and New Ductwork 1 LS $ 16 000.00 $ 16,000 .-N a SUt3TOTAL 3. SF x.. X4.04 10'0003 A 16000 Electrical New Underground Electrical/New Electrical Rough and Trim Outlets Switches and Fixtures 1 LS $ 28 000.00 $ 28,000 Appliances 1 LS $ 10 000.00 $ 10"000 SUBTOTAL - x 3 240 SF r f 1.73 = '- 36 000 _. Subtotal ` 3,240 5F r A 102;35 $ 331,601 Overhead&F _ -31240 SF . 1004 $ 33"160! Pro ei t Conti enw r x - �- - '. 3"24b SF 2b% $ 66 320 .t ROJE'CT 1�OTAL COST' k 3,240, $F $ 112.581 $ 364,761 Ex 64 761Ex ion 1.Permit Fees and Permit Expediting Fees 2.Pool&Pool Equipment Under Separate Permit ClariftolLgM 1.Allowances subject to change upon Clients selection of said materials ` 2.This Budget Estimate is Based on Drawings Dated May 7,2015. I Almieda-Barrantes Residence 9879 NE 13th avenue CONSTRUCTION SERVICES Miami Shores,Florida REVISED 11/30/15 SPEC UNIT SECTION DESCRIPTION QUANT UNIT COST AMOUNT PROJECT COST SUMMARY 1000 General Conditions _ 3,240 SF. $ 10.06 $ '32,600 1100 General Requirements 3,240 SF $ 1.69 $ 5,460 2000 Site Work/Selective Demo Iition/Structural Steel/Landscaping Steel/Landscaping3,240 1 SF $ 3.27 1 $ 10,600 d1r� 3000 Masonry/Concrete/Stucco 3,240 SF $ 21.15 $ 68,510 6000 Rough&Finish Carpentry 3,240 SF $ 7.61,. $ 24,649 8000 Doors, Frames, Hardware,&Glazing 3,240 SF $ 15.23 $ 49,330 9250 Drvwall&Acoustics 3,240 SF $ 4.63 $ 15,000 9680 Flooring/Wall Cladding/Countertops 3,240 SF -$ 9.88 $ 32,012 9900 Paint 3,240 SF $ 2.62 $ 8,500 15400 Plumbing 3,240 SF $ 5.83 $ 18,900 15010 Mechanical 3,240 SF $ 4.94 $ 16,000 16000 Electrical 3,240 SF $ 11.73 $ 38,000 Subtotal 3,240 SF $ 98.63 $ 319,561 Overhead&Fee 3,240 SFJ 10% $ 31,956 Project Contingency 3,240 SF 20% $ 63,912 PROJECT TOTAL COST 3,240 SF $ 108.49 $ 351,517 Exclusions 1.Permit Fees and Permit Expediting Fees 2.Pool&Pool Equipment Under Separate Permit Clarifications 1.Allowances subject to change upon Clients selection of said materials 2.This Budget Estimate is Based on Drawings Dated May 7,2015. 1000 General Conditions Project Manager 8 WK $ 1,600.00 $ 12,800 Onsite Supervision 18 WK $ 1,100.00 $ 19,800 SUBTOTAL 3,240 SF $ 10.06 $ 32,600 + 1100 General Requirements Dum ster/Debris Removal 12 EA '$ 455.00 $ 5,460 SUBTOTAL 3,240 SF $ 1.69 $ 5,460 ` 2000 Site Work/Selective Demolition/Structural Steel/Landscaping Selective Demolition Remove All Drywall,Existing Cabinets,Doors,Baseboards 1 LS $ 8,500.00 $ 8,500 Existing Concrete Walls and Floors Concrete Cutting Allowance1 LS $ 2,100.00 $ _ 2,100 SUBTOTAL 3,240 SF $ 3.27 $ 10,600 3000 Mason /Concrete/Stucco New Foundations,Concrete Slabs,Concrete Form Work,Masonry,and Concrete Flat Work 1 LS $ 28,490.00 $ " 28,490 Helical Piles 44 EA $ 780.00 $ 34,320 Exterior Concrete Benches 1 LS $ 1,200.00 $ 1,200 New Stucco 1 LS $ 4,500.00 $ 4,500 SUBTOTAL 3,240 SF $ 21.15 $ 68,510 6000 Rough&Finish Carpentry New Trusses Additions only) 1 LS $ 3,849.00 $ 3,849 General Carpentry 1 LS $ 9,800.00 $ 9,800 Kitchen Cabinets Allowance1 A $ 9,000.00 $ 9,000 Utility Sink and Countertop,Maid's Bathroom Vanity1 LS $ 2,000.00 $ 2,000 SUBTOTAL 3,240 SF $ 7.61 $ 24,649 7700 Thermal&Moisture Protection p� Tile Roofing on New Additions,to Match Existing 1720 SF $ 7.00 $ 12,040 SUBTOTAL 3,240 SF $ 3.72 $ 12,040 8000 Doors,Frames,Hardware,Glazing Provide and Install Interior Frames,Closet Doors and Hardware 18 EA $ 450.00 $ 8,100 / Provide and Install Impact Sliding Doors, French Doors and Windows 1 LS $ 37,000.00 $ 37,000 New Impact Garage Door 1 LS $ 4,230.00 $ 4,230 SUBTOTAL 3,240 SF $ 15.23 $ 49,330 "`9250 Drywall&Acoustics New Drywall and Framing, Insulation,and.Finishes 1 LS $ 15,000.00 $ 15,000 SUBTOTAL 3,240 SF $ 4.63 $ 15,000 9680 Flooring/Wall Claddin /Counterto s/Window Sills Install New Microconcrete Flooring 3008 SF $ 7.75 $ 23,312 Provide and Install Bathroom Tile. 1 A $ 8,700.00 $ 8,700 SUBTOTAL 3,240 SF $ 9.88 $ 32,012 9900 Paint Interior and Exterior Paint 1 LS $ 8,500.00 $ 8,500 SUBTOTAL 3,240 SF $ 2.62 $ 8,500 15400 Plumbing New Underground Plumbing/Plumbing Rough/Fixture Installation/Fixtures/Showers/Tubs/Toilets 1 LS $ 18,900.00 $ 18,900 SUBTOTAL 3,240 SF $ 5.83 $ 18,900 15010 Mechanical Provide and Install AC Units and New Ductwork 1 LS $ 16,000.00 $ 16,000 SUBTOTAL 3,240 SF $ 4.94 $ 16,000 16000 Electrical New Underground Electrical/New Electrical Rough and Trim Outlets,Switches,and Fixtures 1 LS $ 28,000.00 $ 28,000 Appliances 1 LS $ 10,000.00 $ 10,000 SUBTOTAL 3,240 SF $ 11.73 $ 38,000 v CONSTRUCTION CONTRACT This agreement entered into this 1St day of September, 2015 by and between SLATE Construction Services, LLC HEREINAFTER called CONTRACTOR, and Jacqueline Barrantes & Bruno M. Almeida, hereinafter called OWNER. ACCORDING TO FLORIDA'S CONSTRUCTION LIEN LAW (SECTIONS 713.001- 713.37, FLORIDA STATUTES), THOSE WHO WORK ON YOUR PROPERTY OR k PROVIDE MATERIALS AND SERVICES AND ARE NOT PAID IN FULL HAVE ARIGHT TO ENFORCE THEIR CLAIM FOR PAYMENT AGAINST YOUR PROPERTY. THIS CLAIM IS KNOWN AS A ,CONSTRUCTION LIEN. IF YOUR CONTRACTOR OR A SUBCONTRACTOR FAILS TO PAY SUBCONTRACTORS, SUB-SUBCONTRACTORS, OR MATERIAL SUPPLIERS, THOSE PEOPLE WHO ARE OWED MONEY MAY LOOK TO YOUR PROPERTY FOR PAYMENT, EVEN IF YOU HAVE ALREADY PAID, YOUR CONTRACTOR IN FULL. IF YOU FAIL TO PAY YOUR CONTRACTOR IN ACCORDANCE WITH THE TERMS AND CONDITIONS OF THE CONTRACT, YOUR CONTRACTOR MAY ALSO HAVE A LIEN ON YOUR PROPERTY. THIS MEANS IF A LIEN IS-FILED YOUR PROPERTY COULD BE SOLD AGAINST YOUR WILL TO PAY FOR LABOR, MATERIALS, OR OTHER SERVICES THAT YOUR CONTRACTOR OR A SUBCONTRACTOR MAY HAVE FAILED TO PAY. TO PROTECT YOURSELF, YOU SHOULD STIPULATE IN THIS CONTRACT THAT BEFORE ANY PAYMENT IS MADE, YOUR CONTRACTOR IS REQUIRED TO PROVIDE YOU WITH A WRITTEN RELEASE OF LIEN FROM ANY PERSON OR COMPANY THAT HAS PROVIDED TO YOU A "NOTICE TO OWNER." FLORIDA'S CONSTRUCTION LIEN LAW IS COMPLEX, AND IT IS RECOMMENDED THAT YOU CONSULT AN ATTORNEY. 1 Project address/description: Home Renovation of the property located at 9879 NE 13th Ave, Miami Shores,`Florida 33138, as per the Plans and Specifications attached herewith as Exhibit 1. P The,parties hereto agree as follows: 1 1. The Work. Contractor shall "perform all the Work as per the Plans and Specifications of Exhibit 1, including the Work described in the attached Exhibit 1. This does not include surveying and,testing of the site unless expressly described'in'the Exhibit 1. { 2. Time. The work is anticipated to begin on, 2015, and take calendar days to achieve substantial:completion. If there is delay arises from circumstances caused by Owner and to the extent that Contractor is in full compliance with its obligations, the Contractor shall be entitled to claim for an increase to thein date of time for completion of p the Work and any direct costs associated with said delay. Page 1 of 10 1 ,a 3. Price and payment. This is a lump sum contract. Owner agrees `to pay Contractor for the satisfactory performance of the Work the Lump Sum amount of $351,517.00 ("Contract Price"). 3.1. The Contract Price may be increased by any Change Order issued and signed by the Owner. Any additional work or alleged additional work performed by Contractor without the corresponding Change Order issued and signed by the Owner shall be performed at the Contractor's own risk. i 3.2. The Contract Price shall be paid in monthly installments in accordance with a the progress of the Work. Each progress payment application for the Work performed in the preceding payment period shall be submitted"by Contractor for approval of Owner. Contractor may invoice Owner on a monthly basis based on work actually complete in place and for certain material ordered to the Project (to the extent that such a material is actually deliveredto the project site or is secured in a place outside the jobsite at Contractor's cost, properly stored and under an insurance policy). 3.3. Payment of invoices issued in accordance with`the Contract shall be due within 10 days of the invoice and corresponding approval by Owner. 3.4. Should the parties fail to agree' with any-portion of the invoice, the Owner shall pay Contractor the portion of the invoice Owner agree, and leave the portion in dispute out until the issue is finally resolved. In the event that Owner fails or refuse's to pay Contractor all amounts due in accordance with this Contract when due, unpaid amounts yshall bear,interest at the rate of 10% per annum. 3.5. From each progress payment, Owner shall retain an amount corresponding to ten percent (10%) of the billing amount, as a guarantee for full compliance of the Contract and completion of the Work by Contractor ("Retainage"). The Retainage shall be released from Owner to Contractor upon completion of the Work, including the completion of punch list in accordance with Article 6.1. below. t 3.6. There shall be no Contract Price adjustment for escalation, inflation or otherwise, during the life of the Contract. f r 3.7. Despite anything to the contrary in this Contract, before Owner shall be ' required to make any payment under this Contract, Contractor shall submit to Owner the following: a) Written Release of Lien from any person or company that has provided Owner with�a "Notice to Owner" pursuant to the Florida's Construction lien Law; and b) Satisfactory evidence that all payrolls, bills for materials and equipment, and other indebtedness connected with the Work for which Owner might in any way be liable, have been paid or otherwise satisfied. L Page 2 of 10 ` , e 3.8. Contractor's acceptance of the final payment shall constitute a waiver of all claims by Contractor relating to the Work, but shall in no even_t relieve Contractor of liability for the obligations assumed under this Contract. 4. Owner's duties. Owner shall cooperate_ with and not hinder Contractor with the performance hereunder including the furnishing of knowingly information, execution of documents when requested to do so by Contractor, (including but not limited to information and documents for permitting) affording Contractor access for performance of the work and reasonable storage for material in the project site, and making timely payment of the amounts due under this Contract. 4.1. If payment of the amounts due under the terms of this Contract is past due more than ten business days, upon three additional business days written, notice, r Contractor may suspend the work. Contractor shall protect the work in place and the jobsite before any suspension of the work takes place. Any additional costs for demobilization, protection of work, remobilization, and actual direct cost increases due to delay will be the responsibility of Owner in that event. Contractor shall be entitled to an extension of time for any such delay. 5. Changes. The Owner has the right to make changes to the Work and Contractor shall comply with such changes. In the event that Owner exercises its right to make changes in the Work, upgrade product quality from that which existed in the original Plans and Specifications, or should changes is/are-required due to applicable building codes or other reasons beyond Contractor's control, Owner shall issue and execute a written change order to the Contract to address such changes as a condition to Contractor being required to perform the change order work.° Based upon the written Change Order, I Contractor shall be entitled to increases or decreases in the Contract"Price and extensions or reductions of time to perform these changes, as the case may be. If applicable, Contractor may require partial payment to cover down payment of materials in advance from Owner for certain change orders as a condition for performing`the changes. f 6.Contractor's Obligations and Duties. Contractor agrees it shall provide, furnish and pay for all professional staff, permits, facilities, supervision, tools, equipment, resources, services, supervision, administration, coordination,• labor, supplies, resources and materials necessary or incidental to the full performance of the Contract and to have a properly fully complete, working and totally acceptable project (hereinafter (the "Work"). 7. 8.When Contractor determines that the Work is fully complete in accordance with this Contract, Contractor shall formally notify Owner of such event. Within no more than seven (7) days of the written notice, Owner and Contractor shall inspect the project to verify if it is fully complete and in accordance with the Plans and Specifications and any applicable Change Order. Thereafter, Owner shall have fifteen (15) days within which to provide Contractor with a detailed punch list of all defective or incomplete items. Any item visually apparent not included by Owner in the punch list shall be deemed waived r E Page 3 of 10 i i ' h f ' by Owner and Contractor shall have no responsibility to repair or complete same after the period of warrant. 6.1. The Contractor shall fulfill with laws, decrees, regulations and other applicable dispositions that may affect. or been related to the performance of this 1 Contract. Except for the duties specifically indicated as of responsibility of the Owner under this agreement, Contractor shall be responsible and pay for all taxes,. charges and fees, etc., involved in the execution of this Contract. 6.2. All work specified by the Contract shall be performed `in a skillful and workmanlike manner with materials and equipment which are new and of the best kind t and grade for the purpose intended. Contractor shall furnish sufficient forces to assure proper performance of the Contract in strict compliance'with duration for completion of the Work established in Article 2 of this agreement. `6.3. The Contractor represents that it has fully examined and analyzed all conditions that could affect its performance and that no conditions could existwhich would affect the progress, performance or price of the Contract. r # 6.4: In the event where the excavation works at the Work site unveil the existence of cables, water pipes, sewerage pipes or alike the Contractor must immediately cease the excavations and inform the Owner and the competent authorities, then work according to the instructions and directives issued thereto in,this respect. The Contractor undertakes to repair any facilities it deteriorates and restore the same to the previous state. 6.5. Contractor's liability under this article shall not cover any damage resulting, from the normal tear and wear, or damages resulting from lack of maintenance or misuse of systems and equipment. 6.6. At site of work, Contractor shall furnish all temporary services or facilities necessary to perform the Work. Contractor shall provide its work force (its o'wn and personnel of its subcontractors) with portable restrooms (which shall'be cleaned,at least three times a week). 6.7. Contractor has been.hired as an expert in this trade and agrees it is solely responsible for compliance with all applicable local safety laws, rules, and regulations established pursuant to the applicable safety standards. 6.8. Contractor shall, at its own expense, fully protect, insure and secure the Work from damage or vandalism until final acceptance of the Work. Any damage or vandalism caused to the.Work for any reason whatsoever prior to final acceptance and payment shall be immediately,corrected and rectified by Contractor at its sole expense. Contractor shall take all necessary precautions to properly protect the Work from damage. Page 4 of 10 a• i i ' f 6.9. Contractor agrees to be bound, and at its own cost, comply with all governing jurisdictions' and authorities' laws, decrees, rules, statutes, codes, directives, ordinances, resolutions and regulations (hereinafter collectively referred to as "law") applicable to the Work. 6.10. Contractor shall give adequate notice in writing, with copies furnished to Owner, to the proper authorities as required for the performance,of the Work, and shall secure and pay for all permits, fees, licenses, assessments, inspections and taxes necessary to complete the Work in accordance with the Contract. 6.12. Contractor warrants its work against all deficiencies and defects in X materials or workmanship as called for in the Contract. Whenever Contractor is furnishing materials or equipment as to which the manufacturer thereof provides a standard manufacturer's warranty, the Contractor shall secure such standard manufacturer's warranty and deliver the same to Owner, prior to final payment t hereunder, which standard manufacturer's warranties are not in lieu of Contractor's general warranty obligation hereunder. Contractor agrees to satisfy such warranty obligations.which occur within the warranty period established by the Contract and law, without cost to the Owner. If a warranty is not provided from the manufacturer, then Contractor shall guarantee and warranty its work as described above for the period of two (02) years, without prejudice of the amount of time required by the law, from the date of completion of all of the Work or acceptance and use by the Owner, whichever is sooner. Nothing hereunder limits Contractor's liability for any other or additional warranty or guarantee which may be imposed or required by law. 9. Material and Product Selection. All property replaced by Contractor pursuant to this Agreement will be of like kind and quality specified in the Plans and Specifications of Exhibit 1 of this agreement.. 10.Warranty. All Work is warranted for a period of two years from the date of final completion. In addition, appliances and fixtures are warranted through the manufacturer. CONTRACTOR SHALL NOT BE RESPONSIBLE FOR ANY CONSEQUENTIAL OR SPECIAL DAMAGES INCURRED BY OWNER AS A RESULT OF ANY DEFECT IN APPLIANCES AND FIXTURES PRODUCT. CONTRACTOR'S LIABILITY IS LIMITED TO THE COST OF REPAIR OR REPLACEMENT OF THE REFERED ITEM. If any default or shortage transpires in Work, Contractor shall start remedying or completing them within three (3) days from the date of being notified accordingly. If Contractor does not start remedying such default as per above, Owner may carryout this process at the expense of the Contractor'and under the Contractor's responsibility, without prejudice to the Owner's right for compensation. The Owner may deduct any expenses in this respect from any amount due,to the Contractor or from the retainage. The warranty provided for in this Article is without prejudice to the warranty provided for by the applicable law. I Page 5 of 10 11. Termination of the contract. In the event that, Contractor has materially breached any of its obligations under this agreement, after Contractor's receipt of 10 days' written notice form Owner and Contractor's failure to cure such material breach, Owner may terminate this contract for cause. Any termination prior to the furnishing of the written notice will not be a valid termination: In the event that Owner has materially breached this contract by nonpayment, or non- performance of any other material obligation, Contractor may terminate this agreement after Owner's receipt of thirty (30) days' written notice, and to the extent that Owner fails to cure such a breach. ! t 9.1. Owner, by written notice to Contractor, shall have the right to terminate and cancel this Contract, without the Contractor being at fault, for any cause or for its own convenience, and require that Contractor immediately stop work. In such event; Owner shall pay Contractor for the value of the Work actually performed in the amount "proportionate" to the Contract Price or the actual costs of the completed Work (including items ordered, in transit or in storage, or fabricated, which are free of all liens and encumbrances and which Owner elects to accept) and a sum equal to ten percent (10%) of these actual costs, in lieu of overhead expense and profit, all of which shall be subject to deductions for payments previously made and any amounts owed by Contractor. ! Contractor shall not be entitled to any loss of anticipated profits. The parties agree that Owner, at its sole discretion, shall elect liability under one of these two alternatives, and such shall constitute the sole and exclusive remedy of Contractor, together with additional amounts for any Contractor claims of record, if any, as of the date of termination/cancellation. F 12. Venue/attorney fees. In the event of any litigation to enforce this agreement, or relating to performance hereunder as per the Article 13 and 13.1 of this agreement, the prevailing party shall recover all costs and reasonable attorney fees. Venue for any such action shall be the county of the project. 13. Governing Law. This Contract shall be governed by the law of the state of 6 Florida. 14. Working conditions. Work is contemplated to be done during normal working hours (8 a.m. to 5 p.m.) Monday through Friday, and,not on legal holidays. Costs for ' specifically requested work during other times will be billed as an extra Costs for specifically requested work during.other times will be as an extra. 15.Concealed conditions. The work scope is based on a visual examination without destructive examination or testing. In the event that any concealed or hidden conditions are found which were not contemplated and expressly described in the iscope of work, the cost to repair concealed conditions will be treated as an extra. Page 6 of 10 i 1 16. Concealed conditions. The work scope is based on a visual examination without destructive examination or testing. In the event that any concealed or, hidden conditions are found which were not contemplated and expressly described in the scope of work, the cost to repair concealed conditions will be treated as an extra. 17. Settlement of Disputes. Any disputes or claims arising out of the Contract, or from a material breach of the Contract and which are not resolved by the terms and k E provisions of the Contract, shall be submitted for resolution as follows: 18.1. Amicable Settlement and Arbitration. Any dispute which has not been amicably settled within 30 days after the day on which such, notice is given, shall be finally settled under the Rules of American Arbitration Association and its procedural rules. The place of arbitration shall be Miami, Florida. The arbitral award shall be final on the parties. 19. Invalidity. It is understood and agreed by the parties to this contract that if any of the provisions of the contract shall contravene, or be invalid under, the laws of the State of Florida, the contravention or invalidity shall not invalidate%the entire contract, but it shall be construed as if not containing the particular provision or provisions held to be invalid, and the rights and obligations of the parties shall be construed and enforced accordingly. 20: Miscellaneous. This Agreement represents the entire agreement between the parties. All prior agreements, negotiations, promises, or representations are merged into this Agreement. This Agreement may be altered or modified only by a writing executed by Owner and Contractor. The headings in this Agreement are for reference only and shall not be considered in interpreting this Agreement. 21. Indemnification. 21.1. To the fullest extent permitted under Florida law, Owner agrees to indemnify and hold Contractor harmless to the extent that Contractor suffers any damages to the municipality or building department, to the extent caused by the acts or omissions of Owner and/or its Architect. 21.2. Contractor shall indemnify, defend and hold harmless Owner, Architect and their agents and employees from and against any and all complaints, demands, claims, suits, causes of action, losses, penalties, liabilities, damages, attorneys' fees, and expenses of any nature arising out of or resulting from Contractor's performance of the work required by this Contract, including those claims relating to its subcontractors, suppliers'or employees, or arising out of or resulting from any action°or failure to act by Contractor, its representatives, employees, subcontractors, or suppliers. The` Subcontractor's obligations hereunder are applicable whether or not it is alleged that Owner, Architect or their employees, agents in any way contributed to the demand, claim, suit, course of action, loss, penalty, liability, cost, damage, attorneys' fee and expense. Contractor acknowledges that one percent (1%) of the Contract Price is the specific consideration for the indemnifications provided for in the Contract. Contractor warrants and agrees that one percent (1%) of the Contract Price is adequate Page 7 of 10 , 4 t F E consideration for any and all of Contractor's indemnity obligations set forth in the Contract. Contractor shall maintain whatever security or insurance is reasonably necessary to protect itself.against any loss or liability. 16. Insurance. As part of Contractor's overall obligation to protect others, and obligation to indemnify and hold Owner and Architect harmless from liability as provided herein, Contractor shall obtain, before commencement, and maintain until final acceptance of the Contract, general liability insurance and any other insurance Contractor deems necessary. All insurance shall be procured at Subcontractor's expense. If requested by Owner, Contractor shall provide Owner with all certificates of insurance covered by this clause. In no case, however, shall Subcontractor procure and maintain less than the insurance required by law. y 18. Notice and Opportunity to Cure. ANY CLAIMS FOR CONSTRUCTION DEFECTS ARE SUBJECT TO THE NOTICE AND CURE PROVISIONS OF CHAPTER 558, FLORIDA STATUTES. I 18.1. All notices and communications required or permitted under the Contract shall be in writing, provided that it/they shall be: (i) delivered personally or by' private courier service, or sent by e-mail, and (ii) sent or transmitted to the direction of the Party and consultant, as indicated below: Contractor: SLATE Construction Services, LLC ATTN: Jason Sanchez Address: 7178-B SW 47th Street, Miami, FL 33155 Email: Jason@slate-cs.com Owner: Bruno M. Almeida and Jacqueline Barrantes Address ............... Email jaq@shumaq.com Email................. t. With Copy to Owner's Consultant: ' Claudio A. Almeida 17201 Collins Avenue; Suite 3404 Sunny Isles Beach, FL 33160 Email: claudio49almeida a�gmail.com F, E h Page 8 of 10 E IN WITNESS THEREOF, the parties hereto have executed this Contract in two (2) counterparts, being one (1) for.the Contractor y one (1) for the Owner, the day and year first above written. F Contractor: Owner: SLATE Construction Services, LLC Bruno M. Almeida and Jacqueline Barrantes Jason Sanchez, as Manager E a � � k F { j t t Page 9 of 10 • 1 f! • 4 EXHIBIT 1 TO CONSTRUCTION AGREEMENT BETWEEN "SLATE CONSTRUCTION SERVICES LLC" AND "BRUNO M. ALMEIDA AND JACQUELINE BARRANTES" 1 a F PLANS AND SPECIFICATIONS I List here the number and name of the plans and specifications 1) ................ 2) ............... 3) ..................... 4) ................... 5) ...................... 6) ............. r i (Please physically attach the Plans and Specifications issued by the Architect) a 1 i 1 t a 4 t - t Page 10 of 10 1 X t 2015 DEC FEMA 50% RULE - SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE, SUBSTANTIAL IMPROVEMENT/DAMAGE 2101-0410 NOTICE TO PROPERTY OWNERS Rebuilding your Home after the storm? Adding on, renovating, or remodeling your home? Here's information YOU need to know about the "50% Rule" If your home or business is below the 100-year flood elevation, also known as the Base Flood Elevation (BFE), FEMA has flood damage prevention regulations that may affect how you remodel, renovate, or add on to your building. If your home or business sustained structural and/or interior damage, these regulations may affect how you rebuild. These laws are required by the National Flood Insurance Program to protect lives and investment from future flood damages. Miami Shores Village is required to adopt and enforce these laws in order for federally -backed flood insurance to be made available to we residents and property owners. SAVE YOURSELF TIME AND MONEY! PLEASE READ THE FOLLOWING INFORMATION: SUBSTANTIAL DAMAGE means damage of any origin sustained by a structure whereby the cost of restoring the structure to it's before damage condition would equal or exceed 50 percent of the market value or replacement cost of the structure before the damage occurred. (Note: The cost of the repairs must include all costs necessary.to fully repair the structure to its "before damage" condition.) SUBSTANTIAL IMPROVEMENT means any reconstruction, rehabilitation, addition, or other improvement of a structure, the cost of which equals or exceeds 50 percent of the market value of the structure before the "start of construction" of the improvement. If a building is "substantially damaged" or "substantially improved", it must be brought into compliance with the flood damage prevention regulations, including elevating the building to or above the 100-year flood elevation. Miami Shores Village, follows the National Flood Insurance Program requirements, and has the responsibility to determine "substantial damage" and "substantial improvement", and has implemented the procedures on the following pages to do so. t judgment and knowledge of local/regional wage scales can provide additional guidance to determine reasonable labor rates for professional trades (i.e. electricians, plumbers, block masons, framing, HVAC). SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE ITEMS TO BE INCLUDED (Please check off each line) 1 ALL STRUCTURAL ELEMENTS INCLUDING: [] Spread or continuous foundation footings and pilings [oonolithic or other types of concrete slabs [wearing walls, tie beams and trusses [*Wood or reinforced concrete decking or roofing VFloors and ceilings [%}Attached decks and porches nterior partition walls i4txterior wall finishes (e.g., brick, stucco or siding) including painting and decorative moldings [ 'Windows and doors VR -shingling or re-tiling a roof [ lardware ALJL INTERIOR FINISH ELEMENTS, INCLUDING: [ Tiling, linoleum, stone or carpet over sub-flooring [&9 throom tiling and fixtures [4 all finishes (e.g., drywall, painting, stucco, plaster, paneling, marble or other decorative finishes) [q**K-itchen, utility and bathroom cabinets [] Built-in bookcases, cabinets and furniture i f eardware AL ' . UTILITY AND SERVICE EQUIPMENT, INCLUDING: [HVAC equipment [f epair or reconstruction of plumbing and electrical services [alight fixtures and ceiling fans [] Security systems (] Built-in kitchen appliances ( ] Central vacuum systems [ ]Water filtration, conditioning or recirculation systems i ALSO: [1e or and other costs associated with demolishing, removing or altering building components [+j vberhead and profit �ITEIVIS_T_O'_BE'_EXC EL DU EL DU D P_lans.and3pecifications S� urvey,costs rPermit'fees Debris removal, (e.g., removal of debris from building or lot, dumpster rental, transport fees to r landfill and landfill tipping fees), clean-u p (e.g., dirt and mud removal, building dry out, etc.) Items'not considered real property such as: throw rugs (carpeting over finished floors), furniture, refrigerators, appliances which are not built-in, etc. OUTSIDE IMPROVEMENTS INCLUDING: Landscaping Sidewalks Fences Yard lights (Swimming oop Islspa_Screened.pool encl'osure's Sheds Gazebos (Detached structures.(in'cl..gara'ges)'Landscape irrigation systems Docks and Davits Seawalls Driveways Decks ITEMS REQUIRED TO EVALUATE YOUR APPLICATION AP_P_LICANT_MUST_SUBMI_T ALL QF_THE.FOLLOWING,(please check off each item): this package).Completed and=signed application.for substantial damage/improvement review (included in 2.iElevati_o cn On if property is located above base flood elevation. 3. Property Owne_r_'s_.S bu stant aalDamag'e.or.Substantial'Improvement-Affidavit signed; notarized and dated (included in package). 4.(Contractor's-Substantia11.Damage or.Substantial.lmprovement'Affidavit-signed, notarized and dated (included in�package). 5. Estiitnated Cost of reconstruction/improvement form (included in package) and all required backup. Include subcontractor's bids and itemized cost lists (see footnote on Cost Estimate Form). 6. This[hecklist. 7. Copy ofconstruction c--o`ct. If the owner is the contractor, submit all subcontractor bids to document the cost estimate. SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE APPLICATION FOR SUBSTANTIAL DAMAGE OR SUBSTANTIAL IMPROVEMENT REVIEW Property Address, 4 eleTj Property Owner's Name: ' Property Owner's Address: Property Owner's Phone Number: Contractor's Name: Contractor's Address: -7 115 5-hV Contractor's Phone Number. Flood Zone BFE Lowest Floor Elevation (Excluding garage or carport) Check one of the following: [attaching a State Certified Appraiser's report, valuing — D©p� p g the structure at: [ J I am not a taching a State Certified Appraiser's report and I accept the use of the valuation of my property that has been recorded by the County Property Appraiser's Office. SIGNATURES: Property Owner: --716C ( ID Date: Contractor: S, 1 Gt �(xi" Date: l �� { SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE PROPERTY OWNER'S SUBSTANTIAL DAMAGE OR SUBSTANTIAL IMPROVEMENT AFFIDAVIT Property Address: Rf>7q Mill;- Contractor's Name: Property Owner's Name: Property Owners Address. _lt, ,.,r- Z Property Owner's Phone -3,313 & � C� `- Number: rn o I hereby attest that the list of work and cost estimate submitted with my Substantial Damage or Substantial Improvement Application reflects ALL OF THE WORK TO BE CONDUCTED on the subject structure including all additions, improvements and repairs and, if the work is the result of Substantial Damage, this work will return.the structure at least to the "before damage"condition and bring the structure into compliance with all applicable codes. Neither I nor any subcontractor or agent will make any repairs or perform any work on the subject structure other than what has been included in the attached list. I UNDERSTAND THAT I AM SUBJECT TO ENFORCEMENT ACTION, WHICH MAY INCLUDE FINES, IF ANY INSPECTION OF THE PROPERTY REVEALS THAT 1, OR MY CONTRACTOR, HAVE MADE REPAIRS OR IMPROVEMENTS NOT INCLUDED ON THE ATTACHED LIST OF REPAIRS OR THE APPROVED BUILDING PLANS. See attached itemized list. STATE OF Y! COUNTY OF Before me this day personally appeared who, being duly sworn, deposes and says t at he/she h s read, understands, and agrees to comply with all the aforementioned con 'tions. Property Own is Signature Sworn to and subscribed before me this da i of %ofrlf, p N 'Pub is Mycommission exMARISOL OLSEN 'e MY COLOAISSION#FF201726 EXPIRES February 19.2019 teor �o�s� Bona. .� SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE CONTRACTOR'S SUBSTANTIAL DAMAGE OR Property Address: SUBSTANTIAL IMPROVEMENT AFFIDAVIT 11 1Contractor's Name• < 1Q,l�l C Contractor's Company Name. Contractor's Address: -it- �; Contractor's Phone Number: Al Contractor's State Registration or Certification Number. C6 C 15Z 1i Contractor's We Registration Number(if applicable): I hereby attest that I, or a member of my staff, personally inspected the subject property and produced the attached itemized list of repairs, reconstruction and/or remodeling which are hereby submitted for a Substaritial Damage or Substantial Improvement Review. The list of work contains ALL OF THE WORK TO BE CONDUCTED on the subject property. If the property sustained Substantial Damage, this list of Work, will return the structure to at least its condition prior to damage and bring the structure into compliance with all applicable codes. I further attest that all additions, improvements or repairs proposed for the subject building are included in this estimate and that neither I nor any subcontractor or agent representing me will make any repairs or perform any work on the subject structure other than what has been included in the attached list. I UNDERSTAND THAT I AM SUBJECT TO ENFORCEMENT ACTION, WHICH MAY INCLUDE FINES, IF ANY INSPECTION OF THE PROPERTY REVEALS THAT I, OR MY CONTRACTOR, HAVE MADE REPAIRS OR IMPROVEMENTS NOT INCLUDED ON THE ATTACHED LIST OF REPAIRS OR THE APPROVED BUILDING PLANS. See attached itemized list. STATE OF �(OYJA COUNTY OF I Before me this day personally appeared ry duly sworn, deposes and says that he/she has read, understa ds, and agrees to comply with alhthe being ft�nra ne pnd 'o Signatured subscribed'be ore me t is — 20� _�. ary u c State of: ;t MARISOL OL8EN My commission expires: 2 Q •'= MY COMMS M F FF201726 EXPIRES FeWery 19.2019 jai �eo�s� SWV=-WM { Application Cost Estimate of Reconstruction / Improvement Number Date Address This cost estimate of reconstruction/improvement must be prepared by and signed by the contractor or by the owner if the owner acts as the contractor. Owners who act as their own contractors must estimate their labor cost at the current market value for any work they intend to perform. Sub-Contractor Bids Contractor or Owner Material Labor Costs Estimates Costs Bid Amounts (see note "D") 1. Masonry 2. Carpentry Material (rough) ✓ 3. Carpentry Labor(rough)✓ 4. Roofing 5. Insulation and Weather-strip✓ 6. Exterior Finish (stucco)✓ 7. Doors, Windows & Shutters✓ 8. Lumber Finish r/ 9. Hardware,/ 10. Drywall 11. Cabinets (Built-in)✓ 12. FloorCoverng;/ 13. Plumbing / 14. Shower/Tub/Toilet V 15. Electrical & Light Fixtures z/ 16. Concrete ✓ 17. Built-inAppliances 18. HVAC✓ 19. Paint V 20. Demolition & Removo 21. Overhead & Profit I t _ A i gt1QR£S' //,'' y/��y/(�Ir ViffaVe 1111 �S I-- tlttt� ►f"// �J V�,m. 2)ihorej- V4. `EN �° 10050 N.E. SECOND AVE. I <0 1U1'` MIAMI SHORES, FLORIDA 33138-2382 t Telephone: (305) 795-2207 i Fax: (305) 756-5972 DAVID A. DACQUISTO, AICP PLANNING S ZONING DIRECTOR 1 z DEVELOPMENT ORDER File Number: PZ-10-14-2014141 Property Address: 9879 NE 1 3th Street Owner/Applicant: Bruno Almeida Address: 9879 NE 13th Avenue, Miami Shores, FL 33138-2503 yyB" F Whereas, the applicant Bruno Almeida (Owner), has filed an application for site plan review before the k Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations, Sec. 534 and Sec. 600. Site plan review and approval required. First story addition. Whereas, a public hearing was held on November 13, 2014 and the Board, after having considered the a application and after hearing testimony and reviewing the evidence entered, finds: I. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. . 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan,drawings,and the conditions agreed upon at the hearing: I 1) Approval is granted as shown on the plans submitted and made a part of this approval to construct one-story additions totally 1,226 sq. ft. in area. 2) The flat cement tile for the roof to be color through"Mesquite",dark brown colored. 3) Applicant to obtain all required building permits before beginning work. 4) Applicant to obtain all required permits and approvals from the Miami-Dade Department of ' Regulatory and Economic Resources, Environmental Plan Review Division(DR.ER, EPRD) and the Miami-Dade Department of Health(DOH/HRS)as required. 5) Applicant to comply with all requirements of FEMA, the NFiP and the Florida Building Code for construction in the VE1 i special flood hazard area as applicable. t 6) The proposal may be subject to the requirements of FEMA,the NFiP and the Florida Building i Code for substantial improvement in a Special Flood Hazard Area. 4 7) Landscaping shall be compliant with Division 17 of Appendix A. Village of Miami Shores I Code of Ordinances. The applicant shall not vary the approved landscape plan without planning board approval except the planning director may approve modifications I Page 1 of 2 10-0-14-20 1 4 1 4 1 Almeida 1 1 , Y t t 8) Landscaping shown on the landscape plan shall be installed and completed within one(1) year of the issuance of the certificate of completion by the building official. 9) The applicant shall provide a new Site Plan SP-1 incorporating a complete drainage plan or provide a separate complete drainage plan. The Site plan-General Notes on the new SP-I shall be amended with the deletion of notes 9 2 and#3 and the following notations added: 2. The drainage plan shall identify that the site provides storm drainage that detains the first one inch in natural or filtered structural facilities and shall show how this shall be accomplished. E 3. Site draina-e must be consistent with the Miami Shores Code of Ordinances. P 10) The applicant shall provide an architect or engineer's drainage plan and report to certify to the i building official that the site provides storm drainage that detains the first one inch in natural or filtered structural facilities prior to the issuance of a building permit by the Building bOfficial. 1 1) The applicant is responsible for any site modifications that are or may become necessary to provide storm drainage that detains the first one inch in natural or filtered structural facilities and shall make site modifications as necessary. f 12) Applicant to meet all applicable code provisions at the time of permitting. h I 13) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one(1)year. 14 Applicant to return to the Planning pp � Board for review and approval of any mound system, or, any wall or fence in the front yard. i k t Additionally, the applicant must, satisfy all applicable Miami Shores Village Codes, Miami-Dade County P Codes, the applicable building and life safety codes required for development. and provide a copy of the 1 t development order to the Building Dept. The application with conditions was passed and adopted this 13`h day of November, 2014 by the Planning s and Zoning Board as follows: 1 9 Mr. Abramitis Yes Mr. Busta Yes Mr. Reese Yes Mr.Zelkowitz Yes Chairman Fernandez Yes f /z i �fCjell € Date -� Richard M. Fernand e Chair, Planning Boa P pt Page 2 of 2 DO-PZ-10-14-2 014141_Almeida Regulatory and Economic Resource Herbert S.Saffir Permitting and Inspection CentE F91P��{�t3�.T; Miami,FL 33175-247 11805 S.W.26'h StreE ' + 786-315-210, '_''•cia'cn,�t-c,%r.:';r,;.�c1,-^; •?, -:v -.M or, VINP 46; -It W" y t. 4tnvix NN";-, Zf 9...� "fir R 4=1 lo6 A -4 gv; Wolt 1syr4 I—T-IFIAIPLOII u=1 14 1 1 ZT-1111 0 19 AIL A Mil I j, WU s Vis. tit fl- J,± MLORI A I FMLOI M U LoIllellA r4 MIT IMWOE A §S14V "Qw W-v f�- J4 l." ,•r.:nr"frr .r....".I, _ ..�•�?. c'•+. K.r,y... f"J- Y7i.'='r.•.- ir,• x -N``iti. ,1S"4" ^�;44..T- r'..5�'1... ,�: ••�2-4 r7• .'t- "+,1 ??"'�, .CF\.'• .�. 'YLtS,1 �;' �:}.f1 �`3i f.',-�,rY•. .a"•.r•1'•.�•vSi>"�',�� :fS. ��i.•�.r�,-,��3'a'^'' .q'':..+; ^fh..�:HSS+ .ia' :�. kyr A'..��T'i� ter''} ..+,• ane•`� r%•r '.' .{��•'•i•�� 1•..! ��.�•.° �4i "' rl;! ��• •r`. ,,•y:�+ .C.:�'r i '•�! t/��'`X �+L'y •1t` 4ir i' •f, a'( `.� ti�fi:; e:1 ,. ��+�. �;i�� ,4f1//�1 rO'S�yk4� t,rrX?'• ��• ``7 J,f a �'� '�"�;?.!a '�•.:1'T��' �{i rit �s''l�l^il�. '?t3��j 3. i�J�s,4(-:�:�R;i�}�(` ��'.i��R� *-.j}j}'��, •/�, t u1i�`"x' +��t=�. � d ��-+Y. '�� '}j�,i •�d` x '�� f � M � ;4 a , r• �.'��'}, ter, r i -� {�-il, ;a! -�. } + :fi - -rte. '� h�'•r iitVMo ? ''�•n� }�-, " �. r.-F� i� �.i' Etev r•.. bi � x,5} .• �a 'C: �';TM'lF'i• f;�,r tri f � ar_4fj i. ��N a1 -fit' ._ „y e� 4' ,•�' �` f'L` i 4 _�a...,,lp .:. •W'� � .:e 3 .:.i: x+�P ' --%'9!�: 'z`.r. � w•:.' `��.t„Fi�.U.!t•.. - -:�';Hz., ,,;,., .'.y 'a�*`- 1:[��,,�'�. a t �,'�S '' +r�,fA"�'�'._ ,• - 1 • 1' 1 . :• tiv`�•t�;y'ptVy¢ 3_,,:i !s yy,S� � � • • • 1 • � • L 'p'0l 3y t3 !z •fir _j • � • • • • • .�`'y. ..«'l..`��. WAS �✓ rs j 7� � '�.5. •.i'. hY • 1 1 ' 1 ` r yy rr .F 1•^ 1 � f •”. � �� E t e��` ��+, Y�'��'�' � . ��• �.r�M J „�3. ��,-•��`'. � � `�' � IST 4 �v.;�'_*sM�, ,��` }�` r, f�.A n r'•` -t�'T�� ;t t, •� r. .��t� .� t � v ,�'�3 ,,,, � *�r,►,{p� �-�{, '��`��Y�',1� 5 t' a y:�i '11n1� si^ �.,�'?;,;s°."M• d { ,.•y�' ~�Rt.. iY� �� q,4�u{Ir� r#,:v' y-� fr...•J �{d�'r� `cC' .e� � .��s�' a h: �''R^;:' �•.��l�+a`��t•.s.�"i� �'�y.�' ',ii INSPECTION RECORD POST ON SITE Permit NO. RC-6-15-1587 St{ORE'� `* yrs Miami Shores Village Permit Type:Residential!Const ruction's !1� f0050N.E.2nd Avenue ow Miami Shores,FL 33138-0000 W6rk GBSSifcatiOR:r'Addlti n/Alteration Phone: (305)795-2204 Fax: (305)756-8972 - Ftoiti"vp' Issue Date: 3/3/2016 1002/2017 Expires: INSPECTION REQUESTS: (305)762=4949 or Log on at https://bldg.miamishoresvillage.comicap REQUESTS ARE ACCEPTED DURING 8:30AM-3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by,3 pm.for following day inspeq' ns. 1 Residential Construction I M 3 MWI DL Ui+arcel #:1132050090490 Owner's Name:JACQUELINE BARRANTES Owner's Phone: (917)698-2863 Job Address: 9879,NE 13,Avenue 11 ri 1 -0Total Square Feet: 856 Mi2m* Shores-Bond Number: 3007 A Awe► �. W 4" Total Job Valuation: $229,577:0'0 - VAA IS ALLOWED: MONDAY THROUGH FRIDAY,8:OOAM-7:OOPM. Contractors) Phone Primary Contractor SATURDAY 8.00AM-6:OOPM. SLATE CONSTRUCTION GROUP, LI (305)877-0947 Yes NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. 'ya2�+-„��.- ;'�_ •�B�'—� �z s S 7—.a.a.. -( 3 S � �tt,��c,� �(2JSS Pa►� �a2 MOW- W,5505 X1 UIYQ04hrys. I b �Z.1L S IZ �� c�r►� .>��y dam`- �� 4247 NO INSPECTION WILL BE MADE UNLESSHE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE`�READLY AVAILABLE. IT IS NO INSPECTION WILL BE MADE UNU/S THE PERMIT APPLICANTS RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR!NSPECT!ON PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF ,COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED ND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMIVIENCEMENT. INSPECTION RECORD a STRU CTURAL PLUMBING C INSPECTION DATE INSP INSPECTION DATE INSP INSPECTION DATE;: 7 INSP Foundation Zoning Final Stemwall ZONING COMMENTS Rough Q Slab Water Service Columns(1st Lift) • T 2"d Rough Columns,(2nd Lift) Top Out , Tie Beam Fire Sprinklers Truss/Rafters Septic Tank Roof Sheathing Sewer Hook-up Q. Bucks Roof'Drains ' Windows/Doors ELECTRICAL Gas Interior Framing INSPE ION DATE INSP LP Tank Insulation ° Temporary Pole Well Ceiling Grid j. 30 Day Temporary Lawn Sprinklers Drywall L17 Pool Bonding Main Drain' " Firewall _ "Pool Deck Bonding Pool Piping Wire Lath Pool Wet Niche Backflow Preventor Pool Steel Underground -s// ri 'l` �l�s Intprrpptor ,Pool Deck Footer Groun Catch Basins final Pool C Slab Condensate Drains Final Fence 4 Wall Rough HRS Final Screen Enclo ure d Ceilin g Z DFiveway Ro h _ � PLUMBING COMM NTS O Driveway Base ;Telephone Roug Tin Cap _� Telephone Final C Roof in Progress _ TV Rough Mop`ih Progress ` TV Fjnal " Q finaVRoof Cable Roug Shutters Attachment nA Cable Fin + Final Shutters Intert'cc heva Rails and Guarorails Intercom FinalMECHANICAL ADA compliance ¢ ' Alarm R3ugh INSPECTION DATE INSP ' O Alarm Final Underground Pipe 7s,-4- DOCUMEN p Fire Alarm Rough Cert Fire Alarm Final � Roughent Cert -u` --- - Service-Work V�ith— - C, i leJatiOn JUI VCy - �'' --` ^V iVtftn RO 8 , Reinf Unit Mas Cert t D O Q ELEcrRICALtOMMENTS Hood Rough lfisulation Certificate ° `� 1. Pressure Test ' a . Spot Survey4 _ 0 a Q°t Final Hood J Final Survey d va 40 O Final Ventilation o Tru_ss Certification °o ' 4 FinaPPool•Heater „STRUCTURALCOMM!?NTS R a 0 c i p Final Vacuum" MECHANICALC ENTS_ f to INSPECTI®N DATE INSB o C1 Final Sprinkler' FinaY arm o w f ti 0 Ap �i INSPECTION RECORD — POST ON SITE Permit NO. RC-6-15-1587 yHoREs Miami Shores Village i Permit Type:Residential Construction M 10050 N.E.2nd Avenue Miami Shores,FL 33138-0000 W1...rk Classification:Addition/Alteration Phone: (305)795-2204 Fax: (305)756-8972 CEO lDp` Issue Date: 3/ i2016 Expires: 1,0/02/�/ 201 7 its INSPECTION REQUESTS: (305)762-4949 or Log on at https:Hbldg.miamishoresvillage.comlcap REQUESTS ARE ACCEPTED DURING 8:30AM-3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspect' Residential Constructioni nit) 16yi L Uft rarcel #:1132050090490 Owner's Name:JACQUELINE BARRANTESOwner's Phone: (917)698-2863 Job Address: Total Square Feet: 856 Miamq'Shores FL. w Bond Number: 3007 Total Job Valuation: $ 229,577:00 WORK IS ALLOWED: MONDAY THROUGH FRIDAY,8:OOAM-7:OOPM. COntractw(s) Phone Primary Contractor SATURDAY 8:OOAM-6:OORM. SLATE CONSTRUCTION GROUP, LI (305)877-0947 Yes NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. w1etLj (P9tr(At — 4AQiUzr1% d Favr e.10Q-0 44*1 sof k7"f kw rq (- - *"�V-,oc%r1q9-0C*AXj wn til��,r2��acr�c. ` S Cba)oc� -tP-)-S- 2 PA112 *2 iM0-W- GiJSSf,775 /&T DOW,4NAVs- SI I V2rm �(Qw-of +10-44 01-yclW1 We) P0.4�)� �. -,V- Apa . --r/ -GVr-jC- to/Z 7 NO INSPECTION WILL BE MADE UN SS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANTS RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR!NSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED To ALLOW INSPECTION.' 4 WARNING TO OWNER: YOUR FAILURE TO -RECORD; A NOTICE OF ,COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS YOUR PROPERTY. 'A NOTICE OF COMMENCEMENT MUST BE RECORDED ND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. INSPECTION RECORD a STRUCTURAL ZONING PLUMBING INSPECTION DATE INSP INSPECTION DATE INSP INSPECTION DATE INSP Foundation a Zoning Final Stemwall ZONING COMMENTS Rough , Slab Water Service Columns(1st Lift) 2"d Rough Columns(2nd Lift) Top Out , Tie Beam Fire Sprinklers Truss/Rafters Septic Tank ;Roof Sheathing Sewer Hook-up s Bucks T Roof Drains Windows/Doors ) Gas Interior Framing X ki, J, INSPE ION DATE INSP LP Tank Insulation o Temporary Pole Well Ceiling Grid 30 Day Temporary Lawn Sprinklers Drywall Pool Bonding Main Drain Firewall Pool Deck Bonding Pool Piping ° Wire Lath Pool Wet Niche Backflow Preventor ,Pool SteelUnderground k.4- sr 9C_ iL.4VY lIntPrr,-ntnr Pool Deck Footer Groun Catch'Basrns Final Pool Slab Condensate Drains Final Fence Q Wall Rough HRS Final Screen Enclo§ure 0 Ceilin ,..( giveway a o h PLUMBINGCOMM NTS riveway Vase Telephone Roug w Tin Cap Telephone Final C Root in,Progress TV Roughs Mop'l"m Progress TV Final Final Roof Cable Roug Shutters Attacb�ent a Cable Final Final Shutters Inte om•Rough Rails and Guardrails ap Inter2om FinalMECHANICAL ADA compliancepo ° Alarm R3ugh INSPECTION DATE INSP HIMf ° O ° Alarm Final :Underground Pipe 0 IO DOCUMENTS p Fire Alarm Rough Soil Be' Ping Cert" Q LFirCeAlarmFinal Rough .ice Work With vrivr• levouvu aN�vCy - i. s? F v iNtian Rough c, Reinf Unit Mas Cert < O C ELECiRICALtOMMENTS' Hood Rough Ir>~sulation Certificate a 1 "� Pressure Test 'Spot Survey 1D o °C Final Hood J Final SurPiey ° } 06 Final Ventilation p a Truss Certification 13 00 : Final Pool-Heater STRUCTURAL COMM'�tlt1TS O 0 O Q p 0 9 p Final Vacuum r� . cp o o • v v a MECHANICAL C ENTS, ! t INSPECTION �`p DATE v' INSP 4 Final Sprinkles y i< Final A arm F o4 c � '" 4 po o O' fl o a -.00-11111 a �y ,��►ls(/711 amental,Health., f Florida Health, O� 7 £Miami=Dade Gounty �I� t OSTDS/WeWDivision ` . 70.-0,0 *11805 SW 26th Street•Miami;.FL 33175' E , 13-BID-3640777 9"?S.'s Inst for L�/ / 'a�� 1:10.40 Dater! �Y� f �/ County: Dade Address / '� �,� "� L �� ,r� v 50STDS.#'..�`/''f. la0 `�%� s.. `�C` Amount Paid: $250.00 Date Paid: 12/13/2017 ' Comments ► '""' �� v �' Issued Date: 12/14/2017 } �`' ' k-, ,. Expires On: 09/30/2019 .Signature I Dade County (786)315-2444 a V "sY+lEICr. 1'vlr. t.C. I The facility shown above has been inspected by a duly authorized representative of the Department of Health,and was found in conformance with those rules promulgated by the department under the authority of chapters 381,386 and 489 part III, Florida Statutes, and set forth in Rule 64E-6, Florida Administrative code, This permit grants authority to operate the above referenced facility,service, or system in conformance with department rules and the conditions of operation.shown below.This permit is revocable, upon service of notice,when itis determined by the department liiat the operational conditions and'department standards are not being maintained. This permit is for an STS PETS. Semi-annual sampling for CBOD,TSS,&Fecal Coliform. Quarterly documentation of Ponding Depth shall be measured quarterly. No walkways,patios, driveways, or other obstructions shall be constructed over the unobstructed area. An approved rr%intenance entity is required for the life of the system. The maintenance entity shall conduct a minimum of two inspections per year. The owner shall grant right of entry to the Miami-Dade County Health Department to conduct yearly inspections of the system. This permit is non-transferable. _a,Cush rnnr;88rrantes,Jaeaueline(NON-TRANSFERABLE) DISPLAY CERTIFICATE IN A CONSPICUOUS PLACE STATE OF FLORIDA wJ DEPARTMENT OF HEALTH HEALTH Operating Permit 13-QC-1808034 13-BID-3640777' OSTDS •Operating -Performance Based Issued To: 8arrantes, Jacqueline County. DadeAmount Paid: $250.00 9879 NE 13 Avenue Date Paid: 1 211 3/201 7 Miami, FL 33138 Issued Date: 12/14/2017 Expires,On: 09/30/2019 Mail To: Mr. C's Issued B 19932 NW 2 Avenue Departmen4Hea Dade County Miami, FL 33169 11805 SW 26 Street Miami, FL 33175 Owner: Mr. C's (786)315-2444 I F Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel:(305)795-2204 Fak:(305)75618972 UNIFORM MUNICIPAL TCO/TCC INSPECTION REPORTING FORM Master Permit No. //•� Q Miami-Dade County from Municipality: K-C l ' i�[) Municipal Permit No. (MBLD): Job Address: Unit: Project Name: Qualifiers Name: CWalifier's Phone: Email: Owner's Name: NDjwQonner's Phone:[I- 69X--.1%3 Email: h4 ,bDlvYm E�t? E AQ,rv�,% ate, rvta i( u This Uniform Municipal TCO/TCC Inspection Reporting Form is used to gather trade approvals for Temporary Certificate of Occupancy(TCO)or Completion (TCC). Once validated by the Municipal Building Department personnel,the form must be present at the job site for the field inspectors. When all approvals havebeen o tained,take the signed form back to the Municipal Building Department for TCO/T issuance. O1 Form Validated by l � � 0'� Date: Bldg Dept Personnel: Print Name f Signature oAll"Required"TCO/TCC inspections indicated below must be signed "Approved" before certificate issuance. Req'd. Trade Inspector's Approval Date Comments # Name Sign4ture Building Electrical ❑ Fire Mechanical CT Plumbing ❑ Public Works ❑ Zoning ❑ Other Important Note: The TCO/TCC is not valid and building and/or space may not be occupied unless signed by'the Building Official. Occupying the building and/or space without obtaining a TCO/TCC issued by the Municipal Building Department is prohibited and is in violation of the Floridilding Code Section 110.3. OBuildin I's Approval: Date: �v 1ST TCO/TCC ❑ Extension TCC/TCO Duration: , f Conditions of TCO/TCC: • If Master Permit expires,the TCO/TCC will automatically be revoked and the space must be vacated: • A TCO/TCC may be revoked if any action by the contractor, owner or tenant creates any code violation affecting the proper occupancy of the area. • Any TCO/TCC that expires without renewal or has been revoked can result in a notice of violation, civil violation and/or disconnection of utility services. Other conditions: 1 04/09D 0SFBOA r i Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 UNIFORM MUNICIPAL TCO/TCC INSPECTION REPORTING FORM i Master Permit No. Miami-Dade County from Municipality: Municipal Permit No. (MBLD): Job Address: CIi (3 Unit: Project Name: "I Ct.�t � +r C -3�S Qualifier's Name: Q ua lifier's'Phone: Email: Owner's Name: & wner.'s Phone: I '� — bpi j(-a� Email: �Q ,bAi✓YC�,� O�iJ This Uniform Municipal TCO/TCC Inspection Reporting Form is used to gather trade approvals for Temporary Certificate of Occupancy (TCO) or Completion (TCC). Once validated by the Municipal Building Department personnel,the form must be present at the job site for the field inspectors. When all approvals have been o tained, take the signed form back to the Municipal Building Department for TCO/T issuance. Form Validated by ! /�!! a��c�vti 1 Date:` Bldg Dept Personnel: Print Name Signature l OAll "Required"TCO/TCC inspections indicated below must be signed "Approved" before certificate issuance. Inspector's Approval Req'd. Trade Name Signature Date Comments Building Electrical Ire-f! ❑ Fire Mechanical Plumbing ❑ Public Works ❑ Zoning ❑ 1 Other Important Note: The TCO/TCC is not valid and building and/or space may not be occupied 'unless`signed by the Building Official. Occupying the building and/or space without obtaining a TCO/TCC issued by the Municipal Building Department is prohibited and is in violation of the Florida Building Code Section 110.3. OBuilding Official's Approval: Date: ❑ 1't TCO/TCC ❑ Extension TCC/TCO Duration: Conditions of TCO/TCC: • If Master Permit expires,the TCO/TCC will automatically be revoked and the space must be vacated. • A TCO/TCC may be revoked if any action by the contractor, owner or tenant creates any code violation affecting the proper occupancy of the area. • Any TCO/TCC that expires without renewal or has been revoked can result in a notice of violation, civil violation and/or disconnection of utility services. • Other conditions: 1 64/09D I.OSFBOA { 4 � f Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 i Tel: (305)795-2204 Fax: (305) 756-8972 j Website:www.miamishoresvillage.com TEMPORARY CERTIFICATE OF OCCUPANCY APPLICATION (T.C.0) Please be advised that the TCO expiration date is based on conditions from Miami-Dade County Fire Dept. aa a Date: 1 Folio#: 11- ,1�2-0 Q R { { Master Building Permit#: C Square Footage of Space: + s Mimi-Dade Municipal Process#: Miami-Dade Municipal Permit#: Contracting Company: Owner/Tenant: f Lot, `Y Block: Subdivision: Street Address: Ll U :�-U mAA� 3319 Signature of applicant verifies the above information is true and correct.The Temporary Certificate of Occupancy is issued to the above named for building at the above location only upon the express provisions that the applicant will be able by and comply with all conditions of the Zoning ordinances and all ordinances of Miami Shores Village and/or Florida Building Code pertaining to erection,construction or remodeling of buildings or structures. This also certifies that the electrical wiring and or equipment,and the plumbing has.been insp cted and approved. d Print Name f Applicant r Qualifier Signature of.Applicant or Qualifier FOR OFFICE USE ONLY TCO Number: Fee: Expiratiori Date: Technology Fee: Approved Use for Occupancy: Total: Remarks: Building Official/Designee: ' _ E Inspections: Zoning Yes/No Plumbing Yes/No Building Yes/No Fire Sprinkler Yes/No Electrical Yes/No Fire Yes/No L Mechanical Yes/No r , 7 • i Inspection Worksheet' Miami Shores Village 10050 N.E.2nd Avenue Miami Shores,FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-296080 Permit Number: CL Scheduled Inspection Date:January 30,2018 Permit Type: Electrical-Residential Inspector. Devaney,Michael Inspection Type: Final Owner BARRANTES,JACQUELINE Work Classification: 1 Am VOW961 Job Address:9879 NE 13 Avenue `f'—�' ®ter Miami Shores,FL Phone Number 66(917)698-2863 Parcel Number 1132050090490 Project: <NONE> . . ....... ..... 1 Contractor: MAXICON LLC Phone:(305)479-2679 Building Department Comments - nfractio Passed comments LOW VOLTAGE-PRE-WIRE AS PER PLANS. INSPECTOR COMMENTS False { 9 Inspector Comments PassedLn I? -0 17- s 1 `off Failed A b $rcev ,r azo)L � c Correction Needed Re-Inspection d 1✓,�Op �' �- 5'Y,9-�' d kgkL Fee /. No Additional Inspections can be scheduled until re-inspection fee is paid. )ZO-e-; A-H/ its January 29,2018 For Inspections please call: (305)762.4949 Page 39 of 59 I Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores,FL Phone: (305)795-2204 Fax: (305)756.8972 Inspection Number: INSP-296080 Permit Number: EL-4-17-1145 Scheduled Inspection Date:January 30,2018 Permit Type: Electrical-Residential Inspector Devaney,Michael Inspection Type: Final Owner: BARRANTES,JACQUELINE Work Classification: low Voltage Job Address:9879 NE 13 Avenue Miami Shores,FL Phone Number (917)698-2863 F - Parcel Number 1132050090490 Project: <NONE> r Contractor: MAXICON LLC Phone:(305)479-2679 Building Department Comments - Inf ractio Passed Comments LOW VOLTAGE-PRE-WIRE AS PER PLANS. INSPECTOR COMMENTS False {t Inspector Comments Passed Failed a Correction Needed a � '1(00" l Re-Inspection Fee r ,No Additional Inspections can be scheduled until re-inspection fee is paid. January 29,2018 For Inspections please call: (305)762-4949 Page 39 of 59 INSPECTION RECORD --_ POST ON SITE F Permit NO. RC-5-15-1587 Miami Shores Village _. "rrr Permit Type: Residential Construction 10050 N:E.2nd Avenue -�► ` "' Miami'Shores,FL 33138-0000 Work Classification:Addition/Alteration %�ehd-° IPhone: (305)795-2204 Fax: (305)756-8972 ��ORiDp` issue Date: 3/3/2016 Expires: 10/02/2017 INSPECTION REQUESTS: (305)762-4949?or Log on at https://bidg.miamishoresvllagecorn/cap REQUESTS ARE ACCEPTED DURING 8:30AM-3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for fp1lowing day ins pe6' ns ti -W Residential Construction rparcel #:1132050090490 Owner's Name:JACQUELINE BARRANTES !� Owner's Phone: (917)'698-2863 Job Address: Total Square Feet: 856. Kam* Shores- FL_ ■ w� ars Bond Number: 3007 V 1 Total Job Valuation: $ 229,577:00 al W4 ~ y 'i40h IS ALLOWED: MONDAY THROUGH FRIDAY,8:00AM-7:00PM. Contractor(s) Phone Primary Contractor SATURDAY 8:00AM-6:OOPM. SLATE CONSTRUCTION GROUP, LI (305)'877=0947 Yes NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. �y/'-2 towAv P&AA (2) iFau-cl k eioQ-02 e444M EAbi 6�7"f-(tkW a9546 rq %O;Mq VIL 0C*AYj LO(A-1 I,�IZV&j 4�. S (Ppa)rerc, 2<PA1 12, QcL "010,L W,55C75 Irt OLx�r�rYs. ,�(`�(l1 �2rn1 �(Qbl oar ikm CYC-140 SL17 ) ,rt, CIL* raf Z6)r7 NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECT!ON PURPOSES. NEITHER THE BUILDING OFFIOIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF .COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED ND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU fNTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. INSPECTION RECORD STRUCTURAL PLUMBING ■o�� INSPECTION DrATE INSP INSPECTION DATE INSP INSPECTION DATE INSP Foundation ,Zoning Final. _ Stemwall r ZONING COMMENTS Rough &(121(47 7 Slab Water Service Columns(1st Lift) 2nd Rough IPA Columns(2nd Lift). _ Top Out Tie Beam Fire Sprinklers Truss/Rafters Septic Tank ; Roof Sheathing i d Sewer Hook-up Bucks ' `Roof Drains 4 Windows/Doors" ELECTRICAL Gas Interior Framing ISM, I INSPECTION DATE INSP LP Tank Insulation Temporary-Pole Well ' Ceiling Grid 300ay Temporary Lawn Sprinklers Drywall L Pool Bonding Main Drain , 1 Firewall Pool Deck Bonding Pool Piping ; Wire Lath win. Pool Wet Niche Backflow Preventor' a Pool Steel L Underground Ywphinterceptor Pool Deck Footer Gmunc Catch Basins Final Pool Slab " Condensate Drains. Final Fence Wall Rough HRS Final Screen Enclosure Ceilin ' Driveway Ro h o PLUMBING COMM NTS Driveway Base Telephone Roug t.� Tin Cap Telephone Final C Roof in Progress TV Rough OKAT -Am Mop in Progress TV Final Final Roof Cable.Roug Me Shutters Attachment Cable Final Final Shutters IntercorhoRough T Rails and Guardrails Intercom final MECHANICAL ADA compliance Alarm Rough INSPECTION DATE INSP Alarm Final Underground Pipe — DOCUMENTS Fire Alarm Rough Soil Bearing Cert Fire Alarm Final Rough Soil Treatment Cert Service Work With Floor Elevation Survey V I t► o Reinf Unit Mas Cert ELECTRICAL COMMENTS Hood Rough Insulation Certificate Pressure Test Spot Survey Final Hood J ( Final Survey Final Ventilation > k Truss Certification Final Pool Heater STRUCTURAL COMMENTS FInaI VBCUUm MECHANICAL COMMENTS INSPECTION DATE INSP Lj Ong Final Sprinkler ' Final Alarm a r-. r Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 nspection Number: INSP-295778 Permit Number: RC-6-15-1587 Inspection Date: January 22, 2018 Permit Type: Res idential'Construction Inspector: Kendall, Travis Inspection Type:,Survey Final Owner: BARRANTES,JACQUELINE Work-Classification: Addition/Alteration Job Address: 9879 NE 13 Avenue Miami Shores, FL Phone Number (917)698-2863 Parcel Number 1132050090490 Project: <NONE> Contractor: SLATE CONSTRUCTION GROUP, LLC Phone: (305)877-0947 Building Department Comments REMODELING OF BATHROOMS& KITCHEN AND SMALL infractio Passed Comments ADDITION OF 856 FOOTAGE INSPECTOR COMMENTS False 06/25/2015 OWNER TOOK PLANS TO MDC 04-18-2017 by I. Naranjo roof work can be completed. Inspector Comments Passed Failed Correction Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. For Inspections please call: (305)762-4949 . January 22,2018 Page 1 of 1 .w 4' / ABEVIAON OF ANY APPLJm �.� LOCATION MAP SITE PHOTO , B I S CAY N E BAY _ ..r saauEvoxscECFNoaFArrvAaaum) - BOUNDNIY LIIIE 0 uTCH BAS! :"m`..�`" srnucruRE law.) O nAw Wooden ro ^a SCALE NTS 'a' CONCRETE RLOIX WNL O.E. OVERHEAD EIECr. W Edge of Deck N Edge of TaE„SEE RDWExRDE < ,E- ir��w >,• . .« . " Water Water l➢!R mm.xc HnxD�w mag rk� NO°13'1 8"E �� 93.49'(M&R) �°� �R ®WODDDEO 14.5 12.0 0 mCONCAEE NH5 v �HroRNn r% r xur,no RzkH,4 Mor C - ° d ° n 3.4 Conc. eawall. ° :�. "` ®avasoavANns .. WATER VALE :, f ca.R "°' ry ®RDDEEDAREis n'Tv-uazE eox �7A- y q ':�j�eAary�•-�7 F.I.P. 30.4' 23.2 Fnd.Nail ,-�... r WATE0.IEDGE OF WA FA) WM WA ER ME FA si )}Yfw pw �^ ��or�:• (n/2" 0 r 3.0' 3.0 0.3' East ♦^ 1.2' 15.8' 1.2' 0.2' North Lot 4, Blk 4 Ln 0.2'cl 9"t s fd yo: ""?t 0.2'cl o p c� Tiled C.B.S. Wooden a- N Steps Wall Deck /j - - - lry 3' C.B.S 15.03 - jC 3' �. RECEIVED Well L_ 15.8' 14.16' Wallll • • 0� 26.5' 18.20' q ••• 0000 60 666 14.0' 6.4' rn o _ JAN 99 - JOB SPECIFIC SURVEYOR NOTES: •• • • • 0• 1 4.25' Wooden n �Wooden : OO THE PROPERTY DESCRIBED ON THIS SURVEY DOES LIE WITHIN A SPECIAL HAZARD AREA AS DEFINED BY THE FEDERAL EMERGENCY MANAC�Fj;V VENCY; t•••• • z14.75'o Deck/ Steps " PROPERTY LIES WITHIN A FLOOD ZONE"VE AE"OF THE FLOOD INSURANCE RATE MAP IDENTIFIED AS COMMUNITY PANEL No.120652-306L WITH AN EFFECTIVE •• 00* 100 r N LD 0 - DATE OF SEPTEMBER 11,2009.BASE FLOOD ELEVATION OF 11.00/10.00 FEET(NGVD) �•••6 • • • 0 / 32.13' 4' 0 O 0000 •• . �• ••� FO O' O o 0 00 OO LAND AREA OF SUBJECT PROPERTY:14,024 SIF(+/-) • • • • • m O o o Ln 0000 • •• •• 66 O u7 6 1 STY CBS r m a- U 1 1 w " Q3 ELEVATIONS ARE BASED ON THE NATIONAL GEODETIC VERTICAL DATUM(NGVD)OF 1929,AS PER MIAMI-DADE COUNTY BENCH MARK Nd.E ft,•1�1TH AN •• • • •• •• M r RESIDENCE A- r. /tN ELEVATION OF 8.74 FEET •• •• •••• •• ••• W 0 Wooden No.9879 E 10`:1 i e.,. M, i {� a ® BEARINGS SHOWN HEREON ARE BASED ON AN ASSUME MERIDIAN OF N 00°03'18"E.;BEING THE RECORDED BEARING FOR THE CENTERLINE bP�.E.a3th AVE.,AS • •0 Steps o F.F.EIev. 8.00 €�H ` -•,I . W O SHOWN ON PLAT BOOK 43 AT PAGE 80 OF THE PUBLIC RECORD OF MIAMI-DADE COUNTY,FLORIDA. • • 004000 A/C Pad w J Cp =� { .0600. Ln 6..5' m Elev.8.35 cV a- 0 6.0, 0 • • O c0 24.95' o (3.7'x4') i � - •• • •• 0 ••. •• cp L, : 11 i•. 4?,»r GENERAL SURVEYOR NOTES: • • • • • � M n it •• • ZPool Conc. ; 4' THE SHOWN LEGAL DESCRIPTION USED TO PERFORM THIS BOUNDARY SURVEY WAS PROVIDED BY THE CLIENT. `n a0 Equipment co °... 0' 45 rn a .. UN � ��e (3.3'x6.6') Lo 12.5 SURVEY IS BASED ON RECORDED INFORMATION PROVIDED BY CLIENT.NO SPECIFIC SEARCH OF THE PUBLIC RECORD HAS BEEN MADE BY OUR OFFICE. II :7.. Conc. Clean n 0.3'cl UNLESS OTHERWISE NOTED,AN EXAMINATION OF THE ABSTRACT OF TIRE WAS NOT DONE BY THE SIGNING SURVEYORTO DETERMINE WHICH INSTRUMENTS,IF ANY ARE r Steps AFFECTING THE SUBJECT PROPERTY. WA/C Pad o OutLO L Elev.8.00 5' 4.0' o THIS SURVEY IS EXCLUSIVELY FOR THE USE OF THE PARTIES TO WHOM IT WAS CERTIFIED. to Q (4'x4') U ; -t PURSUANT TO RULE 61G17-6 OF THE FLORIDA ADMINISTRATIVE CODE THE EXPECTED USE OF LAND IS SUBURBAN,THE MINIMUM RELATIVE DISTANCE ACCURACY FOR THIS (/� d-' 0 Ga rage ,,,,00 2'5 'B' J Z TYPE OF SURVEY IS 1 FOOT IN 7,500 FEET.THE ACCURACY OBTAINED BY MEASUREMENT AND CALCULATIONS OF CLOSED GEOMETRIC FIGURES WAS FOUND TO EXCEED THIS U N N Elev.5.01 Plastic TlU m ¢ dm O REQUIREMENT. 0.2' UJ cl o p J THERE ARE NO VISIBLE,ABOVE GROUND ENCROACHMENTS(a)BY THE IMPROVEMENTS OF THE SUBJECT PROPERTY UPON ADJOINING PROPERTIES,STREETS OR ALLEYS,OR 10.38' 25.35' a a \ (b)BY THE IMPROVEMENTS OF THE ADJOINING PROPERTIES,STREETS OR ALLEYS UPON THE SUBJECT PROPERTY OTHER THAN THOSE SHOWN ON THIS BOUNDARY SURVEY. C7 3.5 3' 8.5' J w THERE ARE NO VISIBLE EASEMENTS OR RIGHT-OF-WAY OF WHICH THE UNDERSIGNED HAS BEEN ADVISED OTHER THAN THOSE SHOWN ON THIS SURVEY. a e 4, 19.10' 14.26' QCo a �(3,x Conc. Plastic N o _ I THE MAP OF SURVEY IS INTENDED TO BE DISPLAYED AT THE SHOWN GRAPHIC SCALE IN ENGLISH UNITS OF MEASUREMENT.IN SOME CASES GRAPHIC REPRESENTATION HAVE Lid dBEEN EXAGERATED TO MORE CLEARLY ILLUSTRATE A PARTICULAR AREA WHERE DIMENSIONS SHALL HAVE PREFERENCE OVER GRAPHIC LOCATION. a . . Driveway.' ; Q.0 In i LU u1 5' Control O O THE ELEVATIONS(IF ANY)OF WELL-IDENTIFIED FEATURES AS DEPICTED ON THIS SURVEY AND MAP WERE MEASURED TO AN ESTIMATED VERTICAL POSITIONAL ACCURACY OF ;a Valve �� Z �o FOOT FOR NATURAL GROUND SURFACES AND'/loo FOOT FOR HARDSCAPE SURFACES,INCLUDING PAVEMENT,CURBS,SIDEWALKS AND OTHER MANMADE STRUCTURES. C.B.S. Q o 7.1' N \s COIL'imn _� k THE SURVEYOR MAKES NO REPRESENTATION AS TO OWNERSHIP,POSSESSION OR OCCUPATION OF THE SUBJECT PROPERTY BY ANY ENTITY OR INDIVIDUAL. Fnd. 'x TYP..:. I N 2, z Rebar 8.0' a-19.8'; 6.6i ( x2 ) O D T ! ANY FEMA FLOOD ZONE INFORMATION PROVIDED ON THIS SURVEY IS FOR INFORMATIONAL PURPOSE ONLY AND IT WAS OBTAINED AT WWW.FEMA.COM. N00°13'1 8"E 93.49'(M&R) WM-0 Fnd. I- 0 O Rebar 0 LU I a- p IF YOU ARE READING THIS BOUNDARY SURVEY IN AN ELECTRONIC FORMAT,THE INFORMATION CONTAINED ON THIS DOCUMENT IS ONLY VALID IF THIS DOCUMENT_IS -O-H -O-H -Ha --C �1 -H-O-H-O-H-O-H-D-H-O-H UJ 0 W l ELECTRONICALLY SIGNED AS SPECIFIED IN CHAPTER 53-17.062(3)OF THE FLORIDA ADMINISTRATIVE CODE.IF THIS DOCUMENT IS IN PAPER FORMAT,IT IS NOT VALID o o P.P. O C m U 4 V WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF THE PROFESSIONAL LAND SURVEYOR AND MAPPER OF RECORD. o 3' .< 3'm 18.4' P/W y z w L '.e CD 0a Q_ GO �' CO Q 25.7' "� - ENCROACHMENTS AND OTHER POINTS OF INTEREST: { - q CERTIFIED T0: I Q `V U I VILLAGE OF MIAMI SHORES -THERE ARE NO VISIBLE ENCROACHMENT OF THE SUBJECT PROPERTY In 22' Asphalt Pave men.t...::.... -THE SUBJECT PROPERTY IS WITHIN A FLOOD ZONE VE SEE NOTE 1 ............... ............... Gj. p 0 �j`�......... VAZQUEZ AND ASSOCIATES Fnd.. !k .::::.:::::::::..........................:...:::...... "J.:: :::::::: :::N., THERE ARE NO PLATTED UTIL.EASEMENT ON THE SUBJECT PROPERTY - 60 TOTAL OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY 1F + Nail 93.55'(M)::::r:::... - ... _ _ ..... .............. / j 1 23.33':::... ................................................ 6666....... 6666 Fnd.::::::::::::::::... .. Fnd.:::::::::: PUBLIC R W Nail:::::::::: I HEREBY CERTIFY THAT THE ATTACHED SKETCH OF "BOUNDARY SURVEY" AND THE SURVEY MAP RESULTING THEREFROM OF THE ABOVE DESCRIBED ............. Nail N.E. 13th AVE. PROPERTY IS A TRUE AND CORRECT REPRESENTATION OF A FIELD SURVEY MADE UNDER MY DIRECTION AND MEETS THE INTEOT`OF THE!APPLICABLE LLIPROVISIONS OF THE "MINIMUM TECHNICAL STANDARDS- FOR LAND SURVEYING IN THE STATE OF FLORIDA PURSUANT TO RULE 5J-17 OF THE FLORIDA Z ADMINISTRATIVE CODE AND ITS IMPLEMENTED LAW, CHAPTER 472.027, OF THE FLORIDA STATUTES. LEGAL DESCRIPTION:_ I, %LOT 4,BLOCK 4,OF EARLEfON SHORES,ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 43 AT PAGE 80,OF American Services o f Miami, Corp. 40�71 THE PUBLIC RECORDS OF MIAMI-DADE COUNTY,FLORIDA. I { Consulting Engineers . Planners . Surveyors p'- Ed Fina a SITE ADDRESS 9879 N.E. 13th AVENUE, MIAMI SHORES, FL. 33138 - - _ 9370 S.W.-72nd Street,-Suite -A-102- P Q ESSI(�Ij1� a�ANq VEYOR- - JOB NUMBER: 13-1131 - - - - Miami, Florida, 33173 `�D. 771 DATE OF SURVEY DEC 6 2013/OCT 25 2017/JAN 09 2018 (UPDATE) LB 6683 PH: (305) 598-5101 FAX: (305) 598-8627 SURA DA :FOLIO NUMBER: 11-3205-009-0490 ASOMIAMLCOM DATE:JANUARY 10. 2018 NOT VALID WITHOUT THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER January 21,2018 Miami Shores Village Building Department 10050 N.E.Zed Avenue Miami Shores,FL 33138 Dear Mr. Naranjo, We are writing in reference to the property at 9879 WE 13 Ave Miami Shores,FL 33138,currently under Master Permit number RC-15-1587. We hereby request the Temporary Certificate of Occupancy("TCO") for this property,as the areas of the property needed to its occupancy have been completed according to the remodeling plans,with the exception of minor details yet to be finished. We would like to obtain a temporary certificate of occupancy as soon as reasonably.possible in order to allow us to occupy the premises that we have been remodeling for over two(2)year&,as we have to vacate our current residence,which has been rented. We hereby hold harmless and release Miami Shoes Village Building Department and-Miami Dade-Fire Department from any liability that may arise during the use of designated areas in the aforementioned facility under the limitation of the temporary certificate of occupancy. We hereby certify that all means of egress shall be kept clear and accessible and that all like safety systems will be maintained and operable at all times while the building is occupied. Should you have any questions or concerns,please contact us at the numbers listed below. Sincerely, Jacqueline Barrantes and Bruno Almeida (Owners) 917-698-2863/786-547-1500 { G, INSPECTION RECORD _ pp POST ON SITE Permit No. RC-5-15-1587 ORES Miami Shores Village Permit Type:Residential Construction �a*1 .o 1'0050 N.E.2nd Avenue �.�� .6.� Miami Shores,FL 33138-0000 WO Classification:Addition/Alteration ` oma` Phone: (305)795-2204 Fax: (305)756-8972 Issue Date: 3/3/2016 FLORIDA Expires: 10/02/2017 INSPECTION REQUESTS: -(306)762-4949 or Log on-at https:/ibldg.miamishoresvillage.comfeap REQUESTS ARE ACCEPTED DURING 8:30AM-3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day-inspeu Residential Construction 11 I DL Wirarcel #:1132050090490 Owner's Name:JACQUELINE BARRANTESKamm Shores- FL Owner's Phone: (917)698-2863 Job Address: T Total Square Feet: 856 A Pk M AM Oft 90 AMw OM A pAM I AN OR Bond Number: 3007 " U Total Job valuation: $ 229,577.00 WORK IS ALLOWED: MONDAY THROUGH FRIDAY,8:OOAM-7:00PM. Contractor(s) Phone Primary Contractor SATURDAY 8:OOAM-6:OOPM. SLATE CONSTRUCTION GROUP, LI (305)877-0947 Yes NO WORK IS ALLOWED ON'SUNDAY OR HOLIDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. IIZIOQ�02 4�4M G40i C')(7"f(okw aer4S3 7?,-)6.S tba)vrat� RJSS I3 PA19, QC2, &1.1356,75 ffl MZir�QCs. ✓(,Z I(1 "�-f2rm �(Qw'OF '0�4 tYcl 1 S`-) 7 101247 NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED.• PLANS ARE-READLY AVAILABLE. IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR!NSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF ZOMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED 'ND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANC04G, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. INSPECTION RECORD STRUCTURAL INSPECTION I DATE INSP INSPECTION DATE INSP ,INSPECTION DATE _INSP Foundation Zoning Final Stemwa l l ZONING COMMENTS Rough q-Irl Slab Water Service Columns(1st Lift)^ 2"d Rough Columns(2nd Lift) Top Out , Tie Beam Fire Sprinklers Truss/Rafters Septic Tank Roof Sheathing Sewer Hook-up Bucks Roof Drains Windows/Doors Gas' Interior Framing INSPECTION DATE INSP LP Tank Insulation Temporary Pole Well Ceiling Grid 30 Day Temporary Lawn Sprinklers Drywall Pool Bonding Main Drain Firewall Pool Deck Bonding Pool Piping Wire Lath Pool Wet Niche Backflow Preventor Pool Steel Underground Interceptor Pool Deck Footer Groun Catch Basins Final Pool Slab Condensate Drains final Fence Wall Rough HRS Final Screen Enclosure Ceilin Driveway Ro h GQ PLUMBING COMM NTS Driveway Base Telephone Roug w Tin Cap Telephone Final " Roof in Progress TV Rough Mop in Progress TV Final Final Roof Cable Roug, Shutters Attachment Cable Final Final Shutters Intercom Rough Rails.and Guardrails intercom Final MECHANICAL ADA compliance Alarm Rough INSPECTION DATE INSP Alarm,Final Underground Pipe DOCUMENTS Fire Alarm Rough Soil Bearing Cert y ; Fire Alarm Final Rough Soil Treatment Cert Service Work With Floor Elevation Survey Ventilation Rough Reinf Unit Mas Cert ELECTRICAL COMMENTS •Hood Rough Insulation Certificate Pressure Test Spot Survey Final Hood Final Survey ,Final Ventilation Truss Certification Final Pool Heater STRUCTURALCOMMENTS Final Vacuum MECHANICAL COMMENTS INSPECTION DATE INSP Final Sprinkler " Final Alarm I ko _�� oz�_n RTRULY NOLEN OF AMERICA,INC. ,,;1 IVED 4474 NW 128-STREET. OPALOCKA, FL SAN �� 1017 33,054 f' { Notice of Preventative Treatment for Termites ' (as required by Florida Building code(FBC)104.2.6) 9879 N E 13 Ave Miami Shores, Fl 33138 J Address of Treatment or Lot/block of Treatment 01-06-18 Marlon Murcelley Date Time s,u Applicator 1. a.,T. It. . Premise 75 Imidacloprid 3;1; Product used Chemical used(Active Ingredient) Number of gallons applied' 0.05 Percent Concentration Area Treated(square feet) Lineal Feet treated Stage of treatment (horizontal, vertical) adjoining slab, retreat of disturbed-area) As per 104.2.6-if soil chemical barrier method for termite prevention is used,final exterior treatment shall be completed prior to final building approval. „ TRULY NOLEN OF AMERICA. 4474 NW 128"' Street, FL, 33054. 305-685=7411. FAX 305-685-7416 TRULYNOLEWCOM a H RECEIVED JAN I.A 2017 one design build Ilc Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores, FL 33138 January 11,2018 i Dear Mr.Naranjo, I am writing this letter to ensure that the remodeling job at the residence of Mr.Bruno Almeida and Mrs.Jacqueline Barrantes located at 9879 NE 13 Ave,Miami Shores, FL 33138,was constructed as per approved plans without any major deviations. The remodeling work at this site has been reviewed and found,as to the architect's knowledge to be substantially complete. Substantially complete certifies that the stage in the progress of the work done is in accordance to the plans and the owner may occupy or use his or her residence without any concerns. Should you have any questions or concerns,you may contact us to the numbers listed below. f k ou in advance, S os ne Design Build t786-762-6949 e onedbmiami@gmail.com 4 U.S. 6EPARTMENT OF HOMELAND SECURITY OMB No. 1660-0008 Federal Emergency Management Agency Expiration Date: November 30,2018 National Flood Insurance Program ELEVATION CERTIFICATE Important: Follow the instructions on pages 1-9. + Copy all pages of this Elevation Certificate and all attachments for(1)community official, (2)insurance agent/company, and(3)building owner. SECTION A-PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Policy Number: VILLAGE OF MIAMI SHORES A2. Building Street Address(including Apt., Unit, Suite,and/or Bldg. No.)or P.O. Route and Company NAIC Number: Box No. 9879 NE 13 AVE City State ZIP Code MIAMI SHORES Florida 33138 A3. Property Description(Lot and Block Numbers,Tax Parcel Number, Legal Description,etc.) LOT 4, BLK 4 OF EARLETON SHORES, PB 43 PG 80 FOLIO#11-3205-009-0490 A4. Building Use(e.g., Residential, Non-Residential,Addition,Accessory,etc.) RESIDENTIAL A5. Latitude/Longitude: Lat. 25°51'59.2" Long. -80°10'16.06" Horizontal Datum: ❑ NAD 1927 ❑x NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate'is being used to obtain flood insurance. A7. Building Diagram Number 8 A8. For a building with a crawlspace or enclosure(s): E a) Square footage of crawlspace or enclosure(s) 4,349 sq ft b) Number of permanent flood openings in the crawlspace or enclosure(s)within 1.0 foot above adjacent grade 9 c) Total net area of flood openings in A8.b 648 sq in d) Engineered flood openings? ❑Yes ❑x No ' A9. For a building with an attached garage: , a) Square footage of attached garage 593 sq ft b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade 0 c) Total net area of,flood openings in A9.b 0 sq in d) Engineered flood openings? [:]Yes ❑x No j SECTION B-FLOOD INSURANCE RATE MAP(FIRM) INFORMATION B1. NFIP Community Name&Community Number B2. County Name B3. State VILLAGE OF MIAMI SHORES VILLAGE 120652 MIAMI DADE COUNTY Florida 64. Map/Panel B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood Zone(s) B9. Base Flood Elevation(s) Number Date Effective/ (Zone AO, use Base Revised Date Flood Depth) 12086CO731 L 09/11/2009 09/11/2009 VE/AE 11.00/10.00 B10. Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item 139: ❑ FIS Profile ❑x FIRM ❑ Community Determined ❑ Other/Source: I1311. Indicate elevation datum used for BFE in Item 139: ❑x NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: i B12. Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? ❑ Yes ❑x No Designation Date: - - ❑ CBRS ❑ OPA FEMA Form 086-0-33(7/15) Replaces all previous editions. Form Page 1 of 6 1 OMB No. 1660-0008 ELEVATION CERTIFICATE Expiration Date: November 30,2018 IMPORTANT: In these spaces,copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt., Unit, Suite,and/or Bldg. No.)or P.O. Route and Box No. Policy Number: 9879 NE 13 AVE City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33138 SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ❑x Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations-Zones Al-A30,AE,AH,A(with BFE),VE,V1-V30,V(with BFE),AR,AR/A,AR/AE,AR/A1-A30,AR/AH,AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only,enter meters. Benchmark Utilized: B-62 ELEV.8.74 FEET Vertical Datum: N.G.V.D. 1929 Indicate elevation datum used for the elevations in items a)through h)below. ❑x NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. i a) Top of bottom floor(including basement, crawlspace, or enclosure floor) 8. 0 ❑x feet ❑ meters b) Top of the next higher floor NSA. 0 feet ❑ meters c) Bottom of the lowest horizontal structural member(V Zones only) NSA. ❑x feet ❑meters d) Attached garage(top of slab) 5. 0 ❑x feet ❑ meters ' e) Lowest elevation of machinery or equipment servicing the building 8. 0 ❑x feet ❑ meters (Describe type of equipment and location in Comments) ' f) Lowest adjacent(finished)grade next to building(LAG) 4. 6 ❑x feet ❑ meters Highest adjacent finished rade next to building HAG 4. 8 x feet meters ` 9) 9 1 (finished) 9( ) ❑ ❑ E h) Lowest adjacent grade at lowest elevation of deck or stairs, including NSA feet ❑ meters structural support SECTION D-SURVEYOR, ENGINEER,OR ARCHITECT CERTIFICATION jThis certification is to be signed and sealed by a land surveyor,engineer, or architect authorized by law to certify elevation information. l certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? ❑x Yes ❑No ❑x Check here if attachments. Certifier's Name License Number ED PINO 6771 Title 4z PRESIDENT - 'Company Name - R American Services of Miami, Corp. S 77 Address H 9370 S.W.72nd Street.#A-102 dl� r City _ MIAMI State ZIP Code Florida 33173 Date Telephone ignature 01/10/2018 (305)598-5101 Copy all pages of this Elevation Certificate and all attachments for(1)community official,(2)insurance agent/company,and(3)building owner. Comments(including type of equipment and location, per C2(e), if applicable) -HIGHEST CROWN OF THE ROAD ELEVATION 4.57 FEET(NGVD 1929) -SHOWN LATITUDE&LONGITUDE WERE OBTAINED WITH A HAND HELD GPS UNIT. -ELEVATION OF C2(E)IS THE A/C WHICH IS LOCATED ON THE LEFT SIDE OF THE PROPERTY. FEMA Form 086-0-33(7/15) Replaces all previous editions. Form Page 2 of 6 OMB No. 1660-0008 ELEVATION CERTIFICATE Expiration Date: November 30,2018 IMPORTANT: In these spaces,copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt., Unit, Suite, and/or Bldg. No.)or P.O. Route and Box No. Policy Number: 9879 NE 13 AVE City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33138 SECTION G—COMMUNITY INFORMATION(OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C(or E),and G of this Elevation Certificate. Complete the applicable item(s)and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only,enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2 ❑ A community official completed Section E for a building located in Zone A(without a FEMA-issued or community-issued BFE) or Zone AO. G3. ❑ The following information(Items G4—G10)is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate of Compliance/Occupancy Issued I G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement I G8. Elevation of as-built lowest floor(including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or(in Zone AO)depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum � I Local Official's Name Title Community Name Telephone Date Signature Comments(including type of equipment and location, perC2(e), if applicable) j r i 1 ❑ Check here if attachments. FEMA Form 086-0-33(7/15) Replaces all previous editions. Form Page 4 of 6 i - BUILDING PHOTOGRAPHS OMB No. 1660-0008 ELEVATION CERTIFICATE See Instructions for Item A6. Expiration Date: November 30, 2018 IMPORTANT: In these spaces,copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt., Unit, Suite, and/or Bldg. No.)or P.O. Route and Box No. Policy Number: 9879 NE 13 AVE City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33138 If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View"and"Rear View"; and, if required, 'Right Side View"and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. Photo One Photo One Caption FRONT VIEW 01-09-2018 •it ws " Photo Two Photo Two Caption REAR VIEW 01-09-2018 FEMA Form 086-0-33(7/15) Replaces all previous editions. Form Page 5 of 6 BUILDING PHOTOGRAPHS OMB No. 1660-0008 ELEVATION CERTIFICATE Continuation Page Expiration Date: November 30, 2018 IMPORTANT: In these spaces,copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address(including Apt., Unit, Suite, and/or Bldg. No.)or P.O. Route and Box No. Policy Number: 9879 NE 13 AVE City State ZIP Code Company NAIC Number MIAMI SHORES Florida 33138 If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. N. Al 1 �i w, Photo One Photo One Caption RIGHT VIEW 01-09-2018 r „ ii z�ae.5 de k � iLL hd i - Photo Two Photo Two Caption LEFT VIEW 01-09-2018 FEMA Form 086-0-33(7/15) Replaces all previous editions. Form Page 6 of 6 Miami Shores Village RECEIVED Building Department DEC 092016' 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Al Tel:(305)795-2204 Fax:(305)756-8972 I INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 201 BUILDING 1Master Permit No. 1,C —IP-I S�� PERMIT APPLICATION Sub Permit No. UILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION [—]RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS t { . JOB ADDRESS:• 9"1 Nf_: 1 3—r-h 41tx City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: I I— 32-66 t'"11) Is the Building Historically Designated:Yes NO Occupancy'Type: Load: Construction Type: Flood Zone: BFE' FIFE: YLAY1 v OWNER:Name(Fee Simple Titleholder): C4—we LY111. YYGt IYl Phone#: Address: -?3� NE -12 -I PAY F City: H IOl M i State: '� Zip: 3?2 3 0 Tenant/Lessee Name: Phone#: Email: i a CONTRACTOR:Company Name: `ZkJC Phone#: _6c/ I � Address: 1=1 (IJ rJ'r :( City: M101 I State: 3F1 Zip: SS Qualifier Name: .le'A.60 C (Y—he Z Phone#: State Certification or Registration#: C, (Z� � —Certificate of Competency#: h 1 DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: 4 Value of Work for this Permit:$ Square/Linear Footage of Work: i k Type of Work: ❑ Addition ❑ Alteration ❑ New P,1 ❑ Repair/Replace rP ❑ Demolition Description of Work: S 3" 0� L &A'U v �—(_ c��aE.c f1X1 S &-p � -nrlt�l ``)OOI� 1W Specify coloi of color thru tile: f Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ a Technology Fee$ Training/Education Fee$ Double Fee$ t Structural Reviews 0�_s Bond$ (� TOTAL FEE NOW DUE$ (29 . a (Rellised02/24/2014) r I I t I I Bonding Company's Name(if applicable) Bonding Company's Address City State Zip I Mortgage Lender's Name(if applicable) Mortgage Lender's Address 1 City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with'all applicable laws regulating construction and zoning. "WARNING TO OWNER:. YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT:' Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. i Signature ` Signature ' l OWNER AG CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of %MVrAinally 20�by `7 day of �t�G 20 (� by • C pa,r,, ,� `73—:)&'00" 9e knoown to .]Q VN �nC;Vji Z,who is personally known to q,ne or who has produced -)f053 �'i CJ :)& as e or who has produced 1 e� VIM 4kas identification and who did take an oath. identification and who did ct'a cue an oath.3� - ^OS'4 NOTARY PUBLIC: NOTARY PUBLIC: � 1 Sign. Sign: Print: ' �: MY COMMISSION#GG 044602 Print: C.e-G��o, • flG C C�►ST�� :owe EXPIRES:November 2,2020 Seal: :,tow Bonded ThruNotary Public Undetwiters Seal: ��Y'i�; CECILIA V.DECASTRO +; t_ MY COMMISSION#FF 234064 EXPIRES:July 20,2019 °rf);1P Bonded Thru Notary Public Underwriters I APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) i I 1 !Ad MUS STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, F133016 T. 305.512.5860 F. 305.512.5861 www.optimussd.com . . . . . . . . . . . . . . . . . . . . . . . . . . . . . LETTER OF TRANSMITTAL DATE: 12-2-2016 FROM: TO: Denise Mello/Hugo Mijares Sergio Fagundo ONEDB Architecture Optimus Structural Design 5582 NE 4th Court Suite 7A Miami, FL 33137 PROJECT: Almeida—Barrantes residence ITEMS INCLUDED IN THIS TRANSMITTAL: Item Description Co iesRemarks Shop Drawing Review 2 Signed and Sealed TRANSMITTED BY: .. ... . . . . . .. Sergio Fagundo or • • • • ••• • • ••• • • • 000 w • Mal 14, 3RACING 'FOR THREE PLANES OF ROOF. BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 :L ARRIOSTRE EN TRES PLANOS DE TECHO Q Refer to SCSI=B7 Maximum lateral brace spacing Summary Sheet 10'o.c.for 3x2 chords 7t This bracing method is For all trusses except 3x2 and 4r,2 parallel chord trusses. -Temporary and15'D.C.for 4x2 chords Diagonal braces J Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. Permanent Bracina �p of lr' every 15 truss for Parallel Chord spaces(30'max.) TOP CHORD—CUERDA SUPERIOR Trusses for more Information. Truss Span Top Chord Temporary Lateral Brace(TCTLB)Spacing Vea el rest men Lon itud de Tramo Es acfarniento del Arriostre Temporal de la Cuerda Su enol BCSI-B7-Arriostre U to 30' 10'o.c.max. ' 4 f P Hasta 30 pies 10 pies meximohip. ;. The end diagonal 'i brace for cantilevered is n 3 . 30'to 45' 8'o.c.max. , Q 1xrbKf 30 a 45 pies 8 pies meximo a mayor trusses must be placed Lateral braces z Inform d" on vertical webs in line 2x4x12'length lapped 45'to 60' 6'o.c.max. with the support. over two trusses. 45 a 60 pies 6 pies meximo 6080pi* 4'esm6x[x. T ING INSTALACION 60 a 80 les* 4 les meximo Consult a Professional Engineer for trusses longer than 60'. nc ut-of-Plane;—Tolerancias para FUPieg * -de-Plano. {; ,: I I rY 'Consulte a on ingeniero para trusses de coos de 60 pies. r:r� 4ti - Max.Bow Max.Bow Max. Truss c; L -r Bow Length ---- - ------------------- 3/4" 12.5' .. See BCSI-B2 for TCTLB options. s Max Length—► � Length- 7/8" 14.6' Vea el SCSI-B2 para las npciones ('-7f Tolerances for I D/50 D(ft.) 1" 16.T de TCTLB. Out-of-Plumb. 1-1/8" 18.8' Tolerancias pan 1/2" 2' 1-1/4" 20.8' r Fuera-de-Plomada. $ Plumb 3/4" 3' 1-3/8" 22.9' Refer to BCSI-B6 `c bob 1" 4' 1-1/2" 25.0' $ mma Sheet, syr 1-3/4" 29.2' Gable End Frame j T a, 1-1/4° 5' Bracina• x iu •sf % max 1-1/2" Dl50 6' 2" >_33.3' r » Repeat diaconal braces. fes( Vea el res)menLvJ $ 1-3/4" 7 P•epita los alri?stres BCSI-B6-Arriostre 4b?, .' 2" _8' del truce diagonales. de un techo a dos CONSTRUCTION LOADING—CARGA DE CONSTRUCCION aauas• Jet first five trusses with spacer pieces,then add diagonals.Repeat Qr Do not proceed with construction until all bracing is securely Maximum Stack Height processornyrrupsaf faur•tsusses.pil>i!a(I tfy6a5&s are set. and properly in place. for Materials on Trusses Instale los-dAcoprime E trwsrseA6, Qs-1 ci Q s�lt go los arms rias ` No proce�0 con la construcci6n hasta que todos los arriostres Material Height(h) diagonales.R.epita este procedimiento en'rupos de'cuatro t sse este'n colo ados en forma apropiada y Segura. Gypsum Board 12" I05ta que todos los trusses e5nten instalados. Plywood or OSB 16" A P P�;l t✓ i�� //hLu Do not ex eed maximum stack heights.Refer to BC51-64 Asphalt Shingles z bundles 1-�__-_.-._-._ i for more information. Concrete Block 8" BOTTOM CHORD—CUERDA INFERIOR ` No exced las meximas alturas recomendadas. Vea el res6men Clay Tile 3-4 tges high C.SI-B,4- rcia cle Construcc!6n para mayorinformaci6n. Lateral braces 2x4x12'length lapped over two trusses. Do not overload small groups or single trusses., No sobrecargue pequenos grupos o trusses individuales. (� Place loads over as many trusses as possiblq. as t L�1 Celoque las cargas sob,e ranros trusses rrorne sea posible. - 3 ' Diagonal braces fi Position loads over load bearing walls. L x. .. lvI » every 10 truss kyrr spaces(20'max.) Coloque las cargas sobre las pat sopor tantes. 4 ALTERATIONS—ALTERACIONES 10'-15'max. ^ Some chord and web members not shown for clarity. Q Refer to BCSI-Bg Summary Sheet-Truss Damage ]obsite Modifications and Installation Errors. Vea el res6men BCSI-B5 Danos de trusses.Moci ficaciones en to Obra y Errores de Instalad6n. WEB MEMBER PLANE—PLANO DE LOS MIEMBROS SECUNDARIOS Do not cut,alter,or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No torte,altere o perfore ning6n miembro estructural de los trusses,a mens clue este especificamente permitido en el dibujo del diseno del truss. Web members Trusses that have been overloaded during construction or altered without the Truss Manufacturer's ;.w :. ••• • • pror jppipva:rrra:re;Ar the Truss Manufacturer's limited warranty null and void. r R `' •• ••fTssts q:e sC WD so%vargado durante la construccl6n o han sido alterados sin Una autodzad6n 3 • • • pWvl4adelfab9Cai4te de Trusses,pueden reducir o eliminar la garanda del Fabricante de Trusses. .. ji J •• • NOTE:The Truss Manufacturer and Truss Designer must rely on the Not that the Contractor and crane operates(if applirade)are ca- Paola to undertake the work they have agreed to da on a particular project The Contractor should seek any required assistarxe regarding �,r# construction practices from a competent party.The methods and procedures outlined arc intended to ensure that the overall construction �R�,: techniques employed wrli put fkxx and rod trusses Into place SAFELY.Thew recommendations for handling,instal"and bracing wood Diagonal braces • ••• trussaaage baseikupon the wed"explIJ of leading technical personnel In the wood truss Industry,but must,due to the nature Of every 30 truss • • • resillonsIbIlItIeWnyoliaed,be presemA only R a GUIDE for use by a qualified Building Designer or Erection/Installation Contractor.It Is not • • • intseW that•iese•ecammendalons be IrAq Med as superior to any design spedlicatlon(provided by either an Architect,Engineer, .- spaces(20'max.) •• • theiRuiktbg DaWjnU,the ErellorVlnstarladbn Contractor or otherwise)for handling,Installing and bracing wood trusses a and does 10'-15'max. r `:` � '�:,., - • •• not•retNde I*ris•af other r?Auivaknt nes far bracing and providing providing stability for the walls acolumns as may be determined by A same 5 aCln n the tries ErectloWnstallation Contractor.Tiffs,the Wood Truss Council of America and the Truss Plate Institute expressly disclaim any p g }.'> •• •bracing responsibility for damages arising from the use,application,or rellance on the recommendations and Information contained herein. lateral brang as bottom diSome chord and web members not shown for clarity. air• • • • • ••• DIAGONAL BRACING IS VERY IMPORTANT p �oD�tu sou IL OF AMERICA TRUSS PLATE INSTITUTE Tie Fill, 630 EntOrpd,p lane•Madison,WI 53719 583 D'Onofrfo Drive•Madison,WI 53719 1ELARRIOSTRE DIAGONAL ES MUY IMPORTANTE1 :. • 60"K74'4,6c-yw�rood �n 608/833-5900•www.tpinst.org ••• • • '• BSWARN11x17 031125 'w t awlION ti L GENERAL NOTES NOTAS GENERALES HAND ERECTION—LEVANTAMIENTO A MANO Trusses are not marked in any way to identify Los trusses no est6n marcados de ning6n modo que Trusses 20'or Trusses 30'or the frequency or location of temporary bracing. identifique la firecuencia o locallzack5n de los arriostres LJ less,support IJ less,support at Follow the recommendations for handling, (bracing)temporales.Use las recomenclaciones de manejo, at peak. quarter points. installing and temporary bracing of trusses. instalac16n y arriostre temporal de los trusses.Vea el Min Levante Levante de to BCSI 1-03 Guide to Good Practice ForBCS, -03 Guia de Buena PrActica para el Maneio Instala=''-n del PICO 105 los cuato, Handling. Installing & Bracing of Metal Plate v Arriostre de los Trusses de Madera Connectaclos con trams Jos connected Wood Trussesmore detailed trusses de 20 de information. Placas de Metalpara para mayor informad6n. pies 0 menos. trusses Los dibujos de cllsefio de los trusses pueden especificar Trusses up)to 20' pie,o menos. Trusses up to 30 Truss Design Drawings may specify locations of las localizaclones de los amostres permanentes en los Trusses ha Trusses hasta 30' permanent bracing on individual compression members. Refer to the SI-B3 Summer miembros individuates en compresi6n.Vea la hoja res6men Sheet-Web Member Permanent Bracing/We BCSI-B3 para Jos arriostres Dermanentes v refuerzos""' Reinforcementfor more information.All other miembros secundarius(webs) para mayor informack5n.E111 HOISTING—,LEVANTAMIENTO permanent bracing design is the responsibility resto de arriostres permanentes son la responsatillidad del 0 Hold each truss in position with the erection equipment until temporary bracing is installed and of the Building Designer. Dise6ador del Edificlo. truss is fastened to the bearing points. The consequences of improper handling,installing S05tenga cada truss en posici6n con la gr6a hasta que el arriostre temporal este instalado y el and bracing may be a collapse of the structure,or truss asegurado en[as sopoites. worse,serious personal injury or death. El resultado de un manejo,instalaci6n y arriostre Do not lift trusses over 30'by the peak. inadecuados,puede ser la caida de la estructura o No levante del pito los trusses de mos de 30 pies. a6n peor,muertos o hericlos. w. Greater than 30' mas de 30 Dies HOISTING RECOMMENDATIONS BY TRUSS SPAN Banding and truss plates have sharp edges.Wear RECOMMENDACIONES DE LEVANTAMIENTO A gloves when handling and safety glasses when POR LONGITUD DEL TRUSS cutting banding. Empaques y placas de metal tienen bordes 60'or less S PAN afilaclos. Use guantes y lentes protectores cuando torte los empaques, 0 Approx.1/2 HANDLING - MANEJO Tagline truss length Allow no more No permita ma5Use special care in Utilice cuiclado TRUSSES UP TO 30' IJ .T. than 3"of deflec- de 3 pulgadas de windy weather or especial en dfas TRUSSES HASTA 10' tion for every 10' pandeo por cada 10 near power lines ventosos o cerca de of span. pies de tramo. and airports. cables eldctricos o de aeropuertos. _--Soreader bar —, Toe-in /Toe-in 10' Spreader bar for Spreader bar 1/2 to truss bundles 1-41 Tagline 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60' 0 0 10. Locate Spreader bar Attach Check banding Revise los empaques 10'o.c. IJ prior to moving antes de mover los above or stiffback max. ro Pick up vertical Levante de la cuerda bundles. paquetes de trusses. mid-height bundles at the superior los grupos Avoid lateral bending.—Evite la flexi6n lateral, top chord. verticales de trusses. Spreader bar 2/3 to Tagline 314 truss length -7 TRUSSES UP TO AND OVER TRUSSES HASTA Y SOBRE 60' Tbe-in Spreader bundles fZ� role. 0 0 L BRACING ARRIOSTRE Refer to BCSI-B2 Summary Sheet-Truss Installa- Do not store No almacene unbraced bundles verticalmente los tion and Temporary Bracing for more information. upright. trusses sueltos. Vea el resOmen BCSI-B2-Instalaci6n de Trusses v Ardostre Temporal para mayor informac16n. ONE WEEK I OR LESS MORETHAN ONE WEEK Do not walk on unbraced trusses. :*lJiJoc&4ne en trusses sueltos. • Top Chord Temporary Lateral Locateeground braces for first truss directly Bracing(TCTLB) in lirt with all rows of top chord temporary Bundles stored on the ground for one laterallAcing, week or more should be raised by blocking Coloque los arrostres de Cierra para el at 8'to 10'on center. ... primer truss directamente en linea con Los paquetes almacenados en la tierra por Do not store on • t:0almacene ore 0 0 ea:EPuna @e las Nlas de arricistres laterales 2x4 min. una semana o m6s deben ser elevaclos G uneven ground. •0 • teippor4s S-[a cuercla superior. con bloques a cada 8 o 10 pies. 9 ee 0• •. 0 Brace first truss well For long term storage,cover bundles to pre- 0 before erection of additional trusses. vent Moisture gain but allow for ventilation. Para almacen-amiento por mayor tiempo, cubra los paquetes para prevenir aumento de humedad pero permita ventilaci6n. 0 0 0 rail FY9:,J:L-41VTt Nit sk.Wel; ff!' JL 4 !1 if TWO; ENGINEERING COVER SHEET This cover sheet is provided as per Florida Statute 61G15-31 .003 in lieu of signing and sealing each individual sheet. An index sheet of ( 19 ) truss design are attached with the identification and date of each drawing. ENGINEER OF TRUSS DESIGN PACKAGE ULTIMATE ENGINEERING DESIGNS, INC. Armando R. Perez FL Reg. Eng. No. 28026 1811 SW 33 CT. MIAMI FL. 33145 PH:(305) 213-7443 SLATE CONST SERV. - ALMEIDA-BARRANTES RES. 9879 NE 13 AVE Project Name: MIAMI SHORE, FL Building Authority: MIAMI SHORE, FL ROOF 30-15-0-10 psf. / WIND: 175 mph / EXP: D / Design Load: Kd: .85 / DOL= LUMBER 1 .33 PLATE:1 .00 / HVHZ FBC 2014 c 7 1 n Building Code: (Ch 23 Sec2Ma=3A rAm** LDEsiGNucSHOP DRAWMIUMM { Software Used: MITEK2015 v 8.010 REvmw m R 'ew of shop drawings FgMio , Addition Attachments: Trus � rofile list, ir. Wed brac-spec}alt i n g r' tCulatiam has been No detailed tmeas,ons or quantities has been made. The gxcialry and"shn&*c drawings will got jnsibla' far the structural ••' 03 ='f'aot be OftspOnAle for any deficiencies created• ctim die� on by Project Engineer of Record: ."':`°! ' • "�`'°O � °'con thm DATE 1112-11d BY_ '[V Trusscorp International, Inc. To: Reaction 9590 NW 8th Ave Medley, FL 33178 Job Number: J1600134 .1 (305)882-8826 Fax: (305)887-6008 Page: 1 Project: SLATE CONST Block No: Date: 11/22/16 13:42:53 Model: 9879 NE 13 AVE Lot No: Contact: Site: Office: Deliver To: Account No: 224563652 Name: Designer: / Phone: Salesperson: Inside Sales Fax: F. Quote Number: 131600134 P.O.Number: Qty: Truss Id: Span: Truss Type: Slope Reactions: 09-09-05 Joint 3 Joint 8 Joint 10 2 CJ7 MONO TRUSS 2.05 1213.09 1051.67 51 lbs.each -1548.26 -549.51 1 09-09-05 Joint 3 Joint 9 Joint 10 Joint 12 2 CJ7A MONO TRUSS 2.05 930.40 122.36 1189.88 51 lbs.each -1397.61 -153.17 -652.28 18-08-00 Joint 3 Joint 5 Joint 10 Joint 12 I HI COMMON 2.90 1290.44 1296.73 78 Ibs.each -971.11 -975.43 18-08-00 Joint 3 Joint 7 Joint 12 Joint 14 I HG1 HIP 2.90 2451.52 2472.92 102 lbs.each -1930.17 -1949.00 18-01-00 Joint 3 Joint 6 Joint 11 Joint 13 I HG2 HIP 2.90 1154.45 1167.44 98 lbs.each -1278.23 -1299.60 01-00-00 Joint 3 Joint 4 Joint 6 8 J1 MONO TRUSS 2.90 455.30 219.60 12 lbs.each -1076.40 -79.13 02-00-00 Joint 2 Joint 3 8 J2 MONO TRUSS 2.90 237.44 230.95 6 lbs.each -376.21 -187.53 03-00-00 Joint 3 Joint 4 Joint 5 Joint 6 8 J3 MONO TRUSS 2.90 477.74 85.26 224.41 18 lbs.each -1017.86 -128.20 05-00-00 Joint 3 Joint 4 Joint 5 Joint 6 6 J5 MONO TRUSS 2.90 585.23 167.14 245.23 24 lbs.each -1127.35 -268.75 -17.00 05-00-00 Joint 3 Joint 4 Joint 5 Joint 6 2 J5A MONO TRUSS 2.90 585.21 167.13 245.23 24 lbs.each -1127.34 -268.73 -16.99 07-00-00 Joint 3 Joint 4 Joint 5 Joint 6 4 J7 MONO TRUSS 2.90 708.05 241.84 263.14 30 lbs.each 1197.61 -371.83 -18.85 07-00-00 Joint 3 Joint 7 Joint 8 3 J7A MONO TRUSS 2.90 572.89 488.91 32 lbs.each -1019.65 -632.46 18-08-00 Joint 3 Joint 5 Joint 10 Joint 12 13 TI COMMON 2.90 1290.49 1296.68 78 lbs.each -971.15 -975.39 18-01-00 Joint 3 Joint 5 Joint 10 Joint 12 4 T2 COMMON 2.90 1258.40 1264.59 76 Ibs.each -953.42 -957.69 18-01-00 Joint 3 Joint 5 Joint 8 5 T3 •• CQ61MON• 0 •2,90 ••1271.46 984.63 67 lbs.each 0 • • • • • • • • -968.99 -733.47 00 12-00-4 • • • • • • • JAW1 Joint 3 Joint 4 • I V12 •• TAELEY•• • • 2.4%•• 297.74 297.74 611.48 33 Ibs.each -224.20 -224.20 -571.92 16440-04 • • • doV 1 Joint 3 Joint 4 V16 • • VALLI#[ • • 2.90• 13%.66 338.66 867.61 46 lbs.each •• • • • • 77.11 -277.11 -699.23 0000-00 e Jointal Joint 2 _ 1 V4 GABLE 0.00 42.07 42.07 9 Ibs.each 08-00--46 : : : *:• 0 Joi1t 1 Joint 3 _ I V8 'V4LIV ::•: 280• :305.34 338.79 20 lbs.each • •• 00 0 • • •• ••-336.78 -336.78 Z Job Truss Truss Type Qty Ply ALMEIDA-BARRANTES-9879 NE 13 AVE ALMEIDA CJ7 MONO TRUSS 2 1 r Job Reference(optional) � Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 2213:07:53 2016 Page 1 I D:pKMsx_ZATmu2UOq U 5mYPI_yUUo?-RM2L094QFmQ H6egg MGkAnYO?GQ_?H ueTBgQtNzyGe0 -4-2-15 5-10-9 9-9-5 4-2-15 5-10-9 3-10-12 Scale=1:26.1 2x4 11 2.05 FIT 5 6 3x6= 16 4 15 2x4 11 2 3 ' Cl) 3x4= f 1 11 0 0 18 19 9 20 21 17 0 3x6 11 8 7 5x6= 4x6= 0�1,-8 5,10-9 9-9-5 0-1-8 5-10-9 3-10-12 Plate Offsets X Y-- [3:0-1-14,0-0-131, 8:0-2-12,0-3-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.23 9-14 >504 360 MT20 244!190 TCDL 15.0 Lumber DOL 1.33 BC 0.95 Vert(TL) -0.27 9-14 >422 180 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-MSH Weight:51 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-7 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=895/0-11-5 (min.0-1-8),8=601/Mechanical, 10=0/Mechanical Max Horz 3=-1169(LC 19), 10=1534(LC 19) Max Uplift3=-1 548(LC 4),8=-550(LC 4) Max Grav3=1213(LC 11),8=1052(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1497/623,2-3=-15061635,3-15=-2661/1097,4-15=-2638/1101 BOT CHORD 3-17=-410/984,3-18=-1217/2617, 18-19=-1217/2617,9-19=-1217/2617,9-20=-1217/2617,20-21=-1217/2617, 8-21=-1217/2617 WEBS 4-9=0/933,4-8=-2625/1201, 1-11=-581/1537, 10-11=-580/1534 NOTES- (8) 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D,Encl., GCpi=0.18;C-C Corner(3)-4-2-10 to 0-0-0,Exterior(2)0-0-0 to 9-9-5;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1548 Ib uplift at joint 3 and 550 Ib uplift at joint 8. 5)This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)245 Ib down and 166 Ib up at 4-4-0,245 Ib down and 166 Ib up at 4-4-0,and 310 ib down and 271 Ib up at 7-1-15,and 310 Ib down and 271 Ib up at 7-1-15 on top chord,and 141 Ib down and 107 Ib up at 1-6-1, 141 Ib down and 107 lb up at 1-6-1,200 Ib down at 4-4-0,200 Ib down at 4-4-0, and 217 Ib down and 27 Ib up at 7-1-15,and 217 Ib down and 27,1 ug it.7-1-1on�otto�p Vord..the design/selection of such connection device(s)is the responsibility of others. • • • • • • . • 7)In the LOAD CASE(S)section,loads applied to the face of the MVS are jnpte�bt front ZF)Dr 1pcR�B). 8)ARMANDO R.PEREZ PE.#28026 (305)213-7443 • • • • • • • • • 00 000 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) • ••• •• • ••• ••• Vert: 1-5=-90,5-6=-30,7-12=-20 ' • • • • • • • Concentrated Loads(lb) •• • • • • • • • • Vert: 14=96(F=48,B=48)16=-80(F=-40,B=-40) t=-5)1%='6311;932,13:%2) • • • • • • • • • • • • •• •• • • • •• •• Job Truss Truss Type Qty Ply ALMEIDA-BARRANTES-9879 NE 13 AVE ALMEIDA CJ7A MONO TRUSS 2 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 22 13:07:53 2016 Page 1 I D:pKM sx_ZATmu2UOgU5mYPl_yUUo?-RM2LO94QF mQH6eggM GkAnYO1?Q5uH_HTBgQtNzyGeo -4-2-15 4-4-11 7-5-12 9-9-5 4-2-15 4-4-11 3-1-1 2-3-9 Scale=1:26.1 2x4 11 2.05 12 2x4 II 6 7 17 5 3x4= 4 2x4 11 M 2 3 3x4= 1 1 2 0 19 Li 11 20 22 Li9 18 0 2x4 II 21 10 2x4 118 4x6= 4x6= -ON 4-4-11 7-5-12 9-9-5 0-'1 8 4-4-11 3-1-1 2-3 9 Plate Offsets X Y-- [3:0-2-13,0-0-91,[9:0-2-0,0-1-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.09 11-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.51 Vert(TL) -0.10 11-16 >887 180 r BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:51 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-6 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS; (Ib/size) 9=28/Mechanical,3=731/0-11-5 (min.0-1-8), 10=666/0-11-5 (min.0-1-8), 12=0/Mechanical Max Horz 3=-1 108(LC 21), 12=1473(LC 21) Max Uplift9=-153(LC 21),3=-1398(LC 4), 10=-652(LC 4) Max Grav9=122(LC 5),3=930(LC 12),10=1190(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(I6)or less except when shown. TOP CHORD 1-2=-1438/662,2-3=-1446/675,3-4=-1655/525 BOT CHORD 3-18=-296/871,3-19=-666/1627, 11-19=-666/1627, 11-20=-666/1627,20-21=-666/1627, 10-21=-666/1627 WEBS 4-11=-4/630,4-10=-1758/709,5-10=-349/418, 1-13=-620/1476, 12-13=-619/1473 NOTES- (9) 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf,BCDL=5.Opsf;h=15ft;Cat.Il;Exp D;Encl., GCpi=0.18;C-C Corner(3)-4-2-10 to 0-0-0,Exterior(2)0-0-0 to 9-9-5;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Refer to girder(s)for truss to truss connections. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 153 Ib uplift at joint 9, 1398 Ib uplift at joint 3 and 652 Ib uplift at joint 10. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)245 Ib down and 166 Ib up at 4-4-0,and 245 Ib down and 166 Ib up at 4-4-0,and 310 Ib down and 271 Ib up at 7-1-15 on top chord,and 141 Ib down and 107 Ib up at 1-6-1 , 141 Ib down and 107 Ib up at 1-6-1,200 Ib down at 4-4-0,and 200 Ib down at 4-4-0,and 217 Ib down and 27 Ib up at 7-1-15 on bottom chord. The design/selection of such connection c1pipa(g)ithg resQons�lill of Qthers. 8)In the LOAD CASE(S)section,loads applied to the face of the twlss are natelassfromf(F) - b- -($7 9)ARMANDO R.PEREZ PE.#28026 (305)213-7443 • • •• • • • • • LOAD CASE(S) Standard •• •+• •• • • • •+ 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert: 1-6=-90,6-7=-30,8-14=-20 • ••w •• • ••• •+• Concentrated Loads(lb) • • • • • • • • Vert: 11=-10(F=-5,B=-5)16=96(F=48,B=48)17=-40(9)Q1=Z2(BO :•• : : • •+ i • •• • • • • • • •• I • • 0 • • • 0 0 • 0 Job Truss Truss Type Qty Ply ALMEIDA-BARRANTES-9879 NE 13 AVE ALMEIDA H1 COMMON 1 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 22 13:07:53 2016 Page 1 ID:pKMsx_ZATmu2UOgU5mYPl_yUUo?-RM2L094QFmQH6eggMGkAnYOz_Q2cH2sTBgQtNzyGeO -3-0-09-4-0 18-8-0 21-8-0 3-0-0 9-4-0 9-4-0 3-0-0 Scale=1:44.4 5x8 MT20HS= 2.90 F12 4 20 21 i 2x4 11 2x4 II 2 3 5 6 3x4 3x4 CI 1 7 IN O 23 8 24 d C 22 9 25 Ic 2x4 11 46= ' 11 10 13 I 3x6= 3x6= Oil-8 9-4-0 18-8-0 18T9-8 9-4-0 0-n1-8 Plate Offsets(X,Y)-- [1:0-0-6,0-1-81,[7:0-0-6,0-1-81 LOADING (psf) SPACING- 2-0-0` CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.24 9-16 >942 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.65 Vert(TL) -0.46 9-16 >484 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:78 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-4-5 oc bracing.' WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=1290/0-8-0 (min.0-1-8), 10=0/Mechanical, 12=0/Mechanical,5=1297/0-8-0 (min.0-1-8) Max Horz3=221(LC 13), 10=184(LC 4), 12=-225(LC 13) Max Uplift3=-971(LC 4),5=-975(LC 4) Max Grav 3=1 290(LC 1),5=1297(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-20=-2124/1432,4-20=-2012/1440,4-21=-2013/1441,5-21=-2125/1432 BOT CHORD 3-22=-1017/1756,3-23=-1264/1806,9-23=-1264/1806,8-9=-1264/1806,8-24=-1264/1806,5-24=-1264/1806, 5-25=-691/1404 WEBS t 4-9=0/384 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ,TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.ll;Exp D;Encl., GCpi=0.18;C-C Exterior(2)-2-11-9 to 0-0-0,Interior(1)0-0-0 to 6-4-0,Exterior(2)6-4-0 to 9-4-0,Interior(1)12-4-0 to 18-7-9; cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 971 Ib uplift at joint 3 and 975 Ib uplift at joint 5. 7)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)ARMANDO R.PEREZ PE.#28026 (305)213-7443 i LOAD CASE(S) Standard • •• • • • • ••• • • ••• •• • ••• ••• •• • • • • • • • • • • •• • • • • • • •• ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• Job Truss Truss Type Qty Ply ALMEIDA-BARRANTES-9879 NE 13 AVE ALMEIDA HG1 HIP 1 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 22 13:07:54 2016 Page.1 I D:pKM sx_ZATmu2UOgU5mYPIyUUo?-vYckDV5303Y8knEsw_FPKlx44g PSORgd PKAQvPyGeo -3-0-0 7-0-0 9 4-0 11-8-0 18-8-0 21-8-0 3-0 0 7-0-0 2-4-0 2-4-0 7-0-0 3-0-0 t Scale=1:44.4 5x8 MT20HS= 2.90 F12 3x4= 5x8 MT20HS= t 4 5 6 2x4 11 2x4 11 20 ;�21 2x4 I 2x4 II 3x4; 2 3 7 8 3x4 zz d 1 9 Io 1222 23 11 24 10 25 26 I' 4x12— 5x6 II 7x10 MT20HS= 412= -Oil-8 11-8-0 18-8-0 18,,48 0- -8 7-0 0 4-8-0 7-0-0 04-8 Plate Offsets X Y-- [1:0-0-6,0-1-81,[3:0-3-0,0-0-41,[7:0-3-0,0-0-41,[9:0-0-6,0-1-81,[10:0-5-0,0-4-121, 11:0-4-0,0-2-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) 0.41 10-11 >548 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.61 Vert(TL) -0.69 10-11 >326 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight: 102 Ib FT=0% LUMBER- I BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 3-8-4 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=2262/0-8-0 (min.0-2-8), 12=0/Mechanical, 14=0/Mechanical,7=2284/0-8-0 (min.0-2-8) Max Horz 3=431(LC 7), 12=301(LC 12), 14=-681(LC 5) Max Uplift3=-1930(LC 4),7=-1949(LC 4) Max Grav3=2452(LC 5),7=2473(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-285/28,2-3=-274/29,3-20=-7751/5448,4-20=-7730/5458,4-5=-7661/5433,5-6=-7599/5383,6-21=-7545/5343, 7-21=-7566/5332,7-8=-644/301,8-9=-647/294 BOT CHORD 3-22=-4808/6755,3-23=-4812/6759, 11-23=-4812/6759, 11-24=-5154/7147, 10-24=-5154/7147,10-25=-4698/6578, 7-25=-4698/6578,7-26=-4693/6573 WEBS 4-11=-770/1445,5-11=-510/348,5-10=-574/422,6-10=-763/1434, 1-13=-23/302, 12-13=-23/301, 14-15=-303/681, 1 9-15=-304/684 NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=S.Opsf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;C-C Exterior(2)-2-11-9 to 0-0-0,Interior(1)0-0-0 to 2-9-1,Exterior(2)2-9-1 to 15-10-15,Interior(1)15-10-15 to 18-7-9; cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1930 Ib uplift at joint 3 and 1949 Ib uplift at joint 7. 8)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. •• ••• • • • • • •• 9)Girder carries hip end with 7-0-0 end setback. • • • • • • • • • 10)Hanger(s)or other connection device(s)shall be provided sufficient to sup erbconcentr•teel lood(s)1093 lb down and 612 lb up at Abid.and 1093 Ib down and 612 Ib up at 7-0-0 on bottom oid. Al dJsiJ1/sDle:ti4b=sucA jonnection device(s)is the responsibility of others. •• 666 •• • • • •• r 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 12)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard • • • • • • •• • • ••• • • ••• •• • 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate k1rear;a=1 Q0;•. ; ; . .- Uniform •Uniform Loads(plf) • •• • • • • • • •• • Vert: 1-4=-90,4-6=-188(F=-97),6-9=-90,3-11=-20,10-11=-• 42(F=-221,7-10:-20 • • Concentrated Loads(lb) Vert: 10=-706(F)11=-706(F) ••• • • • • ••• • • ••• • • • ••• • • Job Truss Truss Type Qty Ply ALMEIDA-BARRANTES-9879 NE 13 AVE -` ALMEIDA HG2 HIP 1 1 ✓ Job Reference(optional) ; Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 22 13:07:54 2016 Page.1 I D:pKMsx_ZATmu2UOgU5mYPl_yU Uo?-vYckDV5303Y8knEsw_FPKIxApg000 W1d PKAQvPyGeO -3-0-0 7-0-0 11-1-0 18-1-0 21-1-0 3 0 0 7-0-0 4-1-0 7-0-0 3-0-0 Scale=1:43.3 5x6= 5x10= 2.90 12 4 20 5 2x4 11 2x4 11 2x4 11 19 21 4x6=6 2x4 I I 3x4; 2 3 7 3x4 8 I 0 1 4 o 22 23 10 24 9 25 26 Ic 46= 4x6= 7x6= -Oil-8 7-0-0 11-1-0 18-1-0 18x2-8 0-'P-8 7-0-0 4-1-0 7-0-0 04-8 Plate Offsets X Y-- 1:0-0-6 0-1-8, 5:0-6-7,0-2-5, 6:0-8-12,0-1-0, 8:0-0-6 0-1-8 9:0-3-0,0-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) 0.20 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.68 Vert(TL) -0.22 10-16 >976 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:98 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-9 oc bracing: WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=1154/0-8-0 (min.0-1-8), 11=0/Mechanical, 13=0/Mechanical,6=1167/0-8-0 (min.0-1-8) Max Horz3=206(LC 7), 11=101(LC 4), 13=-156(LC 7) Max Uplift3=-1278(LC 4),6=-1300(LC 4) MaxGrav3=1154(LC 1),6=1167(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-19=-2063/2863,4-19=-2005/2873,4-20=-1958/2872,5-20=-1958/2872,5-21=-1976/2843,6-21=-2035/2831 BOT CHORD 3-22=-2524/1844,3-23=-2528/1847, 10-23=-2528/1847,10-24=-2497/1819,9-24=-2497/1819,9-25=-2497/1819, 6-25=-2497/1819,6-26=-2493/1816 WEBS 5-10=-234/299 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;Encl., GCpi=0.18;C-C Exterior(2)-2-11-9 to 0-0-0.Interior(1)0-0-0 to 2-9-1,Exterior(2)2-9-1 to 15-3-15,Interior(1)15-3-15 to 18-0-9; cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. . 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1278 Ib uplift at joint 3 and 1300 Ib uplift at joint 6.' 7)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)85 Ib up at 7-0-0,and 81 Ib up at 9-0-8,and 85 Ib up at 11-1-0 on top chord,and 215 lb up at 7-0-0,and 44 Ib up at 9-0-8,and 215 Ib up at 11-0-4 on bottom chord. The design/selection of such connection device(s)is the respon iibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss arepotgd 3s f4d%(F:or:bagk0('6). 10)ARMANDO R.PEREZ PE.#28026 (305)213-7443 • • •• • • • • • • •• • • • • ••• • LOAD CASE(S) Standard •• ••• •• • • • •• 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert: 1-4=-90,4-5=-90,5-8=-90,3-6=-20 • 000 •• • 000 ••• Concentrated Loads(lb) • • • • • • • • Vert:4=43(F)5=43(F)9=20(F)10=20(F)20=43(F)%t4(FS • :•• ; ; • •• 00• •• • • • • • • •• ••• • • • • ••• • • • • • • • • • • • • Job Truss Truss Type Qty Ply ALMEIDA-BARRANTES-9879 NE 13 AVE ALMEIDA J1 MONO TRUSS 8 1 Job Reference o tiona( Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 22 13:07:54 2016 Page 1 ID:pKMsx_ZATmu2UOgU5mYPl_yUUo?-vYckDV5303Y8knEsw_FPKIxGfgYSOUkdPKAQvPyGe0 -3-0-0 1-0-0 3-0-0 1-0 0 Scale=1:11.4 2.90 F12 4 2x4 11 3 2 3x4; o } 1 T 0 11 � a 3x4= b I I Plate Offsets X Y-- [1:0-0-6,0-1-81, 3:0-1-14,0-0-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) -0.00 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.04 Vert(TL) -0.00 8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-MSH Weight: 13 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS: (Ib/size) 4=-79/Mechanical,3=455/0-8-0 (min.0-1-8),6=0/Mechanical Max Horz 3=-566(LC 4),6=785(LC 4) Max Uplift4=-79(LC 1),3=-1076(LC 4) Max Grav4=220(LC 4),3=455(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-746/342,2-3=-757/358 BOT CHORD 3-11=-102/253 WEBS 1-7=-305f788,6-7=-304/785 NOTES- (7) 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;Encl., GCpi=0.18;C-C Corner(3);cantilever left and right exposed,Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Refer to girder(s)for truss to truss connections. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 79 Ib uplift at joint 4 and 1076 Ib uplift at joint 3. 6)This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • ••• •• • ••• ••• • •• • • • • • • •• ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • I { Job Truss Truss Type Qty Ply ALMEIDA-BARRANTES-9879 NE 13 AVE ALMEIDA J2 MONO TRUSS 8 1 Job Reference(optional) t Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 22 13:07:54 2016 Page 1 I D:pKMsx_ZATmu2UOgU5mY PI_yUUo?-vYckDV5303Y8knEsw_FPKIxHUgVtOXOdPKAQvPyGeO 2-0-0 2-0-0 2.90 F12 Scale=1:8.9 2 1 0 I 3x4= 7 3 1-11-8 200 1-11-8 048 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) 0.00 6 n/r 180 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.20 Vert(TL) -0.01 6 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:6 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer + Installation uide. REACTIONS. (Ib/size) 3=51/Mechanical,2=175/Mechanical Max Horz 3=804(LC 4),2=-727(LC 4) 1 Max Uplift3=-188(LC 4),2=-376(LC 4) ' Max Grav3=231(LC 11),2=237(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-799/729 BOT CHORD 1-7=-694/804,3-7=-6941804 NOTES- (7) 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp D,Encl.,GCpi=0.18;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Refer to girder(s)for truss to truss connections. f 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 188 Ib uplift at joint 3 and 376 Ib uplift at joint 2. 5)Non Standard bearing condition. Review required. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard I • •• • • • • ••• • •• ••• •• • • • •• • ••• •• • ••• ••• •• • • • • • • • •00 • • •• • • • • • • •• 1- t • • • • • • • • • • ••• • • • ••• • • 1 4 Job Truss Truss Type Qty Ply ALMEIDA-BARRANTES-9879 NE 13 AVE ALMEIDA J3 MONO TRUSS 8 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 22 13:07:54 2016 PagV_1 I D:pKMsx_ZATmu2UOgU5mYPl_yUUo?-vYckDV5303Y8knEsw_FPKIxGegX20UkdPKAQvPyGeO -3-0-0 3-0-0 3-0-0 3-0-0 Scale=1:14.1 4 2.90 12 11 2x4 11 3 2 3x4: 1 13 5 6 12 0 3x4= I i 3-0-0 3-0-0 Plate Offsets(X,Y)-- [1:0-0-6,0-1-81,[3:0-1-10,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) -0.01 5-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.13 Vert(TL) -0.01 5-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight: 19 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or,10-0-0 oc bracing. OTHERS ' 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=85/Mechanical,3=478/0-8-0 (min.0-1-8),5=30/Mechanical,6=0/Mechanical Max Horz 3=-486(LC 4),6=783(LC 4) Max Uplift4=-128(LC 4),3=-1018(LC 4) Max Grav4=85(LC 5),3=478(LC 1),5=224(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-745/332,2-3=-755/347 BOT CHORD 3-12=-100/272 WEBS 1-7=-294/786,6-7=-293!183 NOTES- (7) 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf,BCDL=5.Opsf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;C-C Corner(3)-2-11-9 to 1-3-5,Exterior(2)1-3-5 to 2-11-8;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Refer to giirder(s)for truss to truss connections. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 128 Ib uplift at joint 4 and 1018 Ib uplift at joint 3. ' 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• •• • • • • • • • • • • •• • • • • • • •• ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • 0 ••• • • I Job Truss Truss Type Qty Ply ALMEIDA-BARRANTES-9879 NE 13 AVE s ALMEIDA J5 MONO TRUSS 6 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 22 13:07:55 2016 Page 1 I D:pKMsx_ZATmu2UOgU5mYPl_yU Uo?-N kA6Rg5h nNh?Mxp2Th meszUQ4Egplx Wme_vzRryG;O -3-0-0 5-0-0 3-0-0 5-0-0 4 Scale=1:16.6 2.90 F12 11 i 2x4 II 3 c� 2 ct 3x4 1 13 5 3x4=12 I 5-0-0 5-0-0 Plate Offsets X Y-- [1:0-0-6,0-1-81,[3:0-2-10,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) -0.05 5-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.29 Vert(TL) -0.08 5-10 >716 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:25 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=167/Mechanical,3=585/0-8-0 (min.0-1-8),.5=60/Mechanical,6=0/Mechanical Max Horz 3=-297(LC 4),6=669(LC 4) Max Uplift4=-269(LC 4),3=-1127(LC 4),5=-17(LC 4) Max Grav4=167(LC 1),3=585(LC 1),5=245(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-636/240,2-3=-644/253 BOT CHORD 3-12=-155/323 WEBS 1 1-7=-197/672,6-7=-196/669 NOTES- (7) 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ,TCDL=5.Opsf,BCDL=5.Opsf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;C-C Corner(3)-2-11-9 to 1-3-5,Exterior(2)1-3-5 to 4-11-8;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Refer to girder(s)for truss to truss connections. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 269 Ib uplift at joint 4, 1127 Ib uplift at joint 3 and 17 Ib uplift at joint 5. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard Y• ••• • • , • • • .00• • •• • • • • :0: • •• ••• •• • • • •• • ••• •• • ••• ••• 00: • • • • • • • • • • •• • • • • • • •• 0:1•• • • • • 0:0•• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Ps Job Truss Truss Type Qty Ply ALMEIDA-BARRANTES-9879 NE 13 AVE ALMEIDA J5A MONO TRUSS 2 1 Job Reference o tional) _ Trusscorp Int.',9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 22 13:07:55 2016 Page 1 ID:pKM sx_ZATmu2UOgU5mYPl_yUUo?-NkA6Rg5hn N h?Mxp2ThmeszUQ4EgplxWme_vzRryGeO -3-0-0 5-0-0 3-0-0 5-0-0 4 Scale 1:16.6 2.90 F12 11 2x4 I I 3 2 3x4 s 1 13 5 3x4=12 5-0-0 5-0-0 Plate Offsets(X,Y)-- 1:0-0-6,0-1-8 [3:0-2-10,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) -0.05 5-10 >999 360 MT20 ,244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.29 Vert(TL) -0.08 5-10 >716 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:25 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS i 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=167/Mechanical,3=585/0-8-0 (min.0-1-8),5=60/Mechanical,6=-0/Mechanical Max Horz 3=-297(LC 4),6=669(LC 4) Max Uplift4=-269(LC 4),3=-1127(LC 4),5=-17(LC 4) Max Grav4=167(LC 1),3=585(LC 1),5=245(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.7 All forces 250(lb)or less except when shown. TOP CHORD 1-2=-636/240,2-3=-644/253 BOT CHORD 3-12=-155/323 WEBS 1-7=-197/672,6-7=-196/669 NOTES- (7) 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;C-C Corner(3)-2-11-9 to 1-3-5,Exterior(2)1-3-5 to 4-11-8;cantilever left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 ' 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Refer to girder(s)for truss to truss connections. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 269 Ib uplift at joint 4, 1127 Ib uplift at joint 3 and 17 Ib uplift at joint 5. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard k •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• 1 • • • • • • • • • • F Job Truss Truss Type Qty Ply ALMEIDA-BARRANTES-9879 NE 13 AVE ALMEIDA J7 MONO TRUSS 4 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 22 13:07:55 2016 Page_1 I D:pKMsx_ZATmu2UOq U5mYPI_yU Uo?-N kA6Rg5hnN h?Mxp2ThmeszUMxEnxlzome_vzRryGe0 -3-0-0 5-4-0 7-0-0 3-0-0 5-4-0 1-8-0 4 Scale=1:19.1 i 2.90 F12 11 2x4 11 3 2 5x4 1 13 5 12 3x4= i i 7-0-0 ' 7-0-0Plate Offsets X Y-- [1:0-0-6,0-1-8], 3:0-1-14,0-0-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.14 5-10 >612 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.47 Vert(TL) -0.27 5-10 >308 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:31 Ib FT=0% LUMBER- BRACING- TOP CHORD`2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=242/Mechanical,3=708/0-8-0 (min.0-1-8),5=82/Mechanical,6=0/Mechanical Max Horz 3=-191(LC 8),6=393(LC 4) Max Uplift4=-372(LC 4),3=-1198(LC 4),5=-19(LC 4) Max Grav4=242(LC 1),3=708(LC 1),5=263(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-373/42,2-3=-376/51 BOT CHORD 3-12=-365/544 WEBS 1-7=0/394,6-7=0/393 NOTES- (7) 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.Il;Exp D;Encl., GCpi=0.18;C-C Corner(3)-2-11-9 to 1-3-5,Exterior(2)1-3-5 to 6-11-8;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Refer to girder(s)for truss to truss connections. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 372 Ib uplift at joint 4, 1198 Ib uplift at joint 3 and 19 Ib uplift at joint 5. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard • •• • • • • ••• • •• ••• •• • • • •• • ••• •• • ••• ••• •• • • • • • • • • • 00 • •• • • • • • • •• ••• • • • • ••• • • • •• •• • • • •• •• r Job Truss Truss Type Qty Ply ALMEIDA-BARRANTES-9879 NE 13 AVE ALMEIDA J7A MONO TRUSS 3 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 22 13:07:56 2016 Pad-,-' ID:pKMsx_ZATmu2UOgU5mYPl_yUUo?-rwkUeA6JYhpsz5OF1 PHtPAObJe8TUOowtefXziyGe0 -3-0-0 5-4-0 3-0-0 5-4-0 5 Scale=1:19.1 2x4 II 2.90 F12 4 13 i 2x4 11 3 �f 2 O 3x4 LJ 1 14 15 7 16 6 I I x4= 2x4 11 5-4-0 7-0-0 5-4-0 1-8-0 Plate Offsets(X,Y)-- [1:0-0-6,0-1-81,[3:0-2-10,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) 0.07 7-12 >922 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.39 Vert(TL) -0.09 7-12 >681 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-MSH Weight:32 Ib FT=0% LUMBER- I BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=573/0-8-0 (min.0-1-8),8=0/Mechanical,7=464/0-8-0 (min.0-1-8) Max Horz3=-220(LC 4),8=661(LC 4) Max Uplift3=-1020(LC 4),7=-632(LC 4) Max Grav 3=573(LC 1),7=489(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-6281246,2-3=-636/260 BOT CHORD 3-14=-160/281 WEBS 1-9=-203/663,8-9=-203/661,4-7=-365/650 NOTES- (6) 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.11,Exp D;Encl., GCpi=0.18;C-C Corner(3)-2-11-9 to 1-3-5,Exterior(2)1-3-5 to 7-0-0;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1020 Ib uplift at joint 3 and 632 Ib uplift at joint 7. 5)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 6)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard t •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• •• • ••• ••• •• • • • • • • • • • • •• • • • • • • •• •• • • • • • i ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty 1 Ply ALMEIDA-BARRANTES-9879 NE 13 AVE ALMEIDA T1 COMMON 13 1 • Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 22 13:07:56 2016 Page 1 ID:pKM sx_ZATmu2UOgU5mYPl_yU Uo7-rwkUeA6JYh psz5OF 1 PHtPAOUFe4LUPbwtefXzlyGeO -3-0-09-4-0 18-8-0 21-8-0 3-0-0 9-4-0 9-4-0 3-0-0 Scale=1:43.5 t 4x6= 2.90 F12 4 20 21 2x4 11 2x4 11 i 2x4 11 2 3 5 6 3x4; 3x4 1Ll I 1 7 IN u 11 23 8 24 iC 22 9 25 11 3x6= 2x4 II 4x6= 3x6= Oil-8 9-4-0 18-8-0 18TH-8 0- -8 9-4-0 9-4-0 0-1'-8 Plate Offsets(X,Y)-- 1:0-0-6 0-1-8,[4:0-3-010-2-81,[7:0-0-6,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.24 9-16 >942 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.65 Vert(TL) -0.46 9-16 >485 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:79 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-4-15 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=1290/0-8-0 (min.0-1-8), 10=0/Mechanical,12=-0/Mechanical,5=1297/0-8-0 (min.0-1-8) Max Horz3=219(LC 13), 10=182(LC 4), 12=-224(LC 13) Max Uplift3=-971(LC 4),5=-975(LC 4) Max Grav 3=1 290(LC 1),5=1297(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-20=-2094/1410,4-20=-1980/1419,4-21=-1981/1419,5-21=-2095/1411 BOT CHORD 3-22=-1022/1760,3-23=-1240/1775,9-23=-1240/1775,8-9=-1240/1775,8-24=-1240/1775,5-24=-1240/1775, 5-25=-702/1414 WEBS 4-9=0/385 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10,Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;C-C Exterior(2)-2-11-9 to 0-0-0,Interior(1)0-0-0 to 6-4-0,Exterior(2)6-4-0 to 9-4-0,Interior(1)12-4-0 to 18-7-9; cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 971 Ib uplift at joint 3 and 975 Ib uplift at joint 5. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• •• • ••• ••• •• • • • • • • • • • • •• • • • • • • •• ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • f Job Truss Truss Type Qty Ply ALMEIDA-BARRANTES-9879 NE 13 AVE ALMEIDA T2 COMMON 4 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 22 13:07:56 2016 Pagej ID:pKMsx_ZATmu2UOgU5mYPl_yUUo?-rwkUeA6JYhpsz5OF1 PHtPAOVJe5kUPdwtefXzlyGeO 3-0.0 9-0-8 18-1-0 21-1-0 r 3 0 0 9-0-8 9-0-8 3-0-0 Scale=1:42.5 4x6= 2.90 F12 4 20 21 2x4 II 2x4 II 2x4 II 3x4 2 3 5 6 3x4 C j 1' 7 Icy is 112210 23 9 8 24 4x6 25 3x4= 2x4 11 = 3x4= t1-0- 9-0-8 18-1-0 1872-8 -88 9-0-8 9-0-8 04-8 Plate Offsets(X,Y)-- [1:0-0-6,0-1-81,[3:0-1-14,Ede,[4:0-3-0,0-2-41, 5:0-1-14,Edge], 7:0-0-6,0-1-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.22 9-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.63 Vert(TL) -0.42 9-16 >518 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-MSH Weight:77 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-5-11 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=1258/0-8-0 (min.0-1-8), 10=-0/Mechanical, 12=0/Mechanical,5=1265/0-8-0 (min.0-1-8) Max Horz3=210(LC 13),10=196(LC 4), 12=-206(LC 13) Max Uplift3=-953(LC 4),5=-958(LC 4) Max Grav 3=1 258(LC 1),5=1265(LC 1) FORCES'. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-20=-2023/1370,4-20=-1915/1378,4-21=-1916/1379,5-21=-2024/1371 BOT CHORD 3-22=-961/1646,3-23=-1223/1740,9-23=-1223/1740,8-9=-1223/1740,8-24=-1223/1740,5-24=-1223/1740, 5-25=-658/1324 WEBS 4-9=0/378 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.ll;Exp D;Encl., GCpi=0.18;C-C Exterior(2)-2-11-9 to 0-0-0,Interior(1)0-0-0 to 6-0-8,Exterior(2)6-0-8 to 9-0-8,Interior(1)12-0-8 to 18-0-9; cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 953 Ib uplift at joint 3 and 958 Ib uplift at joint 5. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• •• • ••• ••• •• • • • • • • • • • • •• • • • • • • •• 0:0•• • • C • ••• • • • • • • • • • • • • • •• •• • • • •• •• Job Truss Truss Type Qty Ply ALMEIDA-BARRANTES-9879 NE 13 AVE ALMEIDA T3 COMMON 5 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 22 13:07:56 2016 Page-1 ID:pKMsx_ZATmu2UOgU5mYPl_yUUo?-rwkUeA6JYhpsz5OF1 PHtPAOTAe4?UPZwtefXzlyGeO -3-O-0 9-0-8 18-1-0 3-0-0 9-0-8 9-0-B Scale=1:35.6 46= 2.90 F12 4 16 17 18 2x4 11 2 3 5 3x4 1 0 20 7 6 21 19 d 2x4 46= 22 3x6= 3x6= -0�1-8 9-0-8 18-1-0-8 9-0-8 18-1-0 0- -8 9-0-8 9-0-8 Plate Offsets X Y-- 1:0-0-6,0-1-8 3:0-0-10,Ed a 4:0-3-0,0-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.23 7-12 >938 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.67 Vert(TL) -0.48 7-12 >456 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix-MSH Weight:67 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-14 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=985/0-8-0 (min.0-1-8),3=1271/0-8-0 (min.0-1-8),8=-0/Mechanical Max Horz 3=-152(LC 4),8=209(LC 4) Max Uplift5=-733(LC 4),3=-969(LC 4) Max Grav5=985(LC 1),3=1271(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-16=-2109/1473,4-16=-2001/1481,4-17=-1999/1478, 17-18=-2019/1469,5-18=-2106/1464 BOT CHORD 3-19=-912/1707,3-20=-1301/1963,7-20=-1301/1963,6-7=-1301/1963,6-21=-1301/1963,5-21=-1301/1963, 5-22=-2241/2899 WEBS 4-7=0/389 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.Il;Exp D;Encl., GCpi=0.18;C-C Exterior(2)-2-11-9 to 0-0-0,Interior(1)0-0-0 to 6-0-8,Exterior(2)6-0-8 to 9-0-8,Interior(1)12-0-8 to 15-1-0; cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 733 Ib uplift at joint 5 and 969 Ib uplift at joint 3. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• •• • ••• ••• •• • • • • • • • • • • •• v • • • • • •• • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply ALMEIDA-BARRANTES-9879 NE 13 AVE a ALMEIDA V4 GABLE 1 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 22 13:07:57 2016 Pagerl ID:pKM sx_ZATmu2UOgU5mYPl_yU Uo?-J7HsrW7xJ_xjbFzR b6p6yOZq W2aRDu735104 WkyGeO 2-0-0 4-0-0 2-0-0 2-0-0 f Scale=1:7.5 i 2 1 t 4-0-0 4-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 0.90 TC 0.00 Vert(LL) n/a n/a 999 TCDL 15.0 Plate Metal DOL 0.90 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Lumber DOL 0.90 WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Rep Stress Incr YES Matrix-SH Weight:9 Ib FT=0% Code FBC2014/TPI2007 LUMBER- BRACING- BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracirig. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=21/4-0-0 (min.0-1-8), 1=21/4-0-0 (min.0-1-8) Max Grav2=42(LC 3), 1=42(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (4) 1)Gable requires continuous bottom chord bearing. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 4)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • • ••• •• • ••• ••• •• • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 9 Job:- Truss Truss Type Qty Ply ALMEIDA-BARRANTES-9879 NE 13 AVE ALMEIDA V8 VALLEY 1 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 22 13:07:57 2016 Page 1 I D:pKMsx_ZATmu2UOq U 5mYPl_yUUo?-J7HsrW7xJ_xjbFzRb6p6yOZnM 2TrDu735I04 WkyGeO 4-0-0 8-0-0 4-0-0 4-0-0 Scale=1:14.6 I 3x6= 2.90 F12 2 3 1 4 5 7 6 3x4% 3x4 8-0-0 8-0-0 Plate Offsets X Y-- 2:0-3-0 Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.51 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-SH Weight:20 Ib FT=O% f LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-8-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) 1=305/8-0-0 (min.0-1-8),3=305/8-0-0 (min.0-1-8) Max Upliftl=-337(LC 4),3=-337(LC 4) Max Grav 1=339(LC 12),3=339(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-555!779,2-3=-555/779 BOT CHORD 14=-707/517,4-5=-707/517,5-7=-707/517,6-7=-707/517,3-6=-707/517 a NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp D;Encl.,GCpi=0.18;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 337 Ib uplift at joint 1 and 337 Ib uplift at joint 3. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard i •• ••• •• • • • •• • ••• •• • ••• ••• •• • • • • • • • • • • •• • • • • • • •• i • • • • • • • • • • • •• •• • • • •• •• 1 Job Truss Truss Type Qty Ply ALMEIDA-BARRANTES-9879 NE 13 AVE ALMEIDA V12 VALLEY 1 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 22 13:07:57 2016 Pag.1 I D:pKMsx_ZATmu2UOgU5mYPl_yU Uo?-J7HsrW7xJ_xjbFzRb6p6yOZnR2 WcDsh35I04 WkyGeO 6-0-0 12-0-0 6-0-0 6-0-0 Scale=1:19.0 4x6= 2.90 12 2 1 3 Ll t 5 4 6 3x4= 2x4 II 3x4 zz I 6-0-0 12-0-0 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.20 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.26 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-SH Weight:34 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing'. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=220/12-0-0 (min.0-1-8),3=220/12-0-0 (min.0-1-8),4=611/12-0-0 (min.0-1-8) Max Upliftl=-224(LC 4),3=-224(LC 4),4=-572(LC 4) Max Grav1=298(LC 13),3=298(LC 15),4=611(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-430/526 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;Encl.,GCpi=0.18;C-C Exterior(2);cantilever left and right exposed,Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 224 Ib uplift at joint 1,224 Ib uplift at joint 3 and 572 Ib uplift at joint 4. 6)This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard • •• • • • • ••• • •• ••• •• • • • •• •• • • • • • • • • • • •• • • • • • • •• t ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• Job Truss Truss Type Qty Ply ALMEIDA-BARRANTES-9879 NE 13 AVE w ALMEIDA V16 VALLEY 1 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Tue Nov 22 13:07:57 2016 Page'1 ID:pKM sx_ZATmu2UOgU5mYPl_yUUo?-J7HsrW7xJ_xjbFzRb6p6yOZkx2U4Dr5351O4 WkyGe0 8-0-0 16-0-0 8-0-0 8-0-0 Scale=1:25.3 4x6= 2.90 F12 2 t 5 6 7 8 1 3 t 3x6 9 4 10 3x6 2x4 11 16-0-0 16-0-0 Plate Offsets(X,Y)-- 2:0-3-0,0-2-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 'Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.43 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-SH Weight:47 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. t REACTIONS. (Ib/size) 1=312/16-0-0 (min.0-1-12),3=312/16-0-0 (min.0-1-12),4=868/16-0-0 (min.0-1-12) Max Upliftl=-277(LC 4),3=-277(LC 4),4=-699(LC 4) Max Grav1=339(LC 13),3=339(LC 15),4=868(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-611/654 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;Encl.,GCpi=0.18;C-C Exterior(2)1-2-11 to 4-2-11,Interior(1)4-2-11 to 5-0-0,Exterior(2)5-0-0 to 8-0-0,Interior(1)11-0-0 to 11-9-5;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 277 Ib uplift at joint 1,277 Ib uplift at joint 3 and 699 Ib uplift at joint 4. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• •• • ••• ••• •• • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • t � r a _ n i t r �f11 BCIS Home Log In ? User Registration Hot Topics i Submit SurchargeStats&Facts Publications i FBC Staff i BCIS Site Map Links i Search Bus'r��s �IQ I Product'Approval (' t *USER: Public User Iat ion i! Product Approval Menu>Product or ADDllcation Search>Application 1_1st>Application Detail FL# FL17236-R2 Application Type Revision Code Version 2014 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived i E i Product Manufacturer USP Structural Connectors, a MiTek Company Address/Phone/Email 14305 Southcross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 jcollins@niii.com Authorized Signature Jim Collins P.E. jcollins@mii.com Technical Representative Jim Collins, P.E. I Address/Phone/Email 14305 South Cross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 jcollins@mii.com Quality Assurance Representative Todd Asche Address/Phone/Email 14305 Southcross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 tasche@mii.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity ICC Evaluation Service Quality Assurance ContractjFWpljgtjor6Date 0 12Qj/2020 Validated By ; ; '„ ; ; ; ;Irrence E. Wolfe P.E �• �: : : : : :�: *;ialidation Checklist- Hardcopy Received Certificate of Independence FL17236 R2 COI Certification of independence for Evaluation.odf Referenced Standard an4ea,%pf-Standeri • • • r� Year • • • • • • •• • • • •AF&PIR N.D.S 2012 ASTM D7147 2011 Equivalence of Product StagdarOs 0 0• Certified By • •• •• y Design Pressure: N/A Created by Independent Third Party: . • Other: Evaluation Reports i, a FL17236 R2 AE ESR-3448 (BN D anchors). _..—......._.._--._.___ 17236.7 HHCP2 -— — --- Hurr(cane/Seismic Anchor Limits of Use _ Installation Instructions Approved for use in HVHZ:Yes FL17236 R2 II ESR-3448...(BN DSC FTC CT GTU H pnS Approved for use outside HVHZ:Yes i anchors),odf Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC i Design Pressure: N/A Created by Independent Third Party: Other: Evaluation Reports FL17236 R2 AE ESR- 448 (BN DSC FTC GT rTil anchors).odf J 17236.8 HTH326-18, HIC26, HIC28 Hip/Jack Connectors Limits of Use Installation Instructions I Approved for use in HVHZ:Yes FL17236 R2 II ESR-3448...(BN DSC FTC GT GTU HrpRS i Approved for use outside HVHZ:Yes anchors).odf Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A Created by Independent Third Party: Other: Evaluation Reports i FL17236 R2 AE ESR-3448 (BN DSC FTC GT GTU HCPRS anchors).odf _............_—._...._.._____._�—_ 17236.9 LDSC4L/R, DSC4L/R Drag Strut Connectors Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL17236 R2 II ESR-3448 (BN DSC FTC GT GTU HCPRS Approved for use outside HVHZ:Yes I anchors).odf Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A Created by Independent Third Party: Other: Evaluation Reports FL17236 R2 AE ESR-3448 (BN DSC FTC GT GTU HCPRS anchors).odf 17236,10 RT3A, RT4, RTS, RT6, RT7, RT7A, I RT10, RT15 Strap Rafter Tie I i Limits of Use Installation Instructions Approved for use in HVHZ: No FL17236 R2 II ESR-3448...(BN DSC FTC GT GTU HCPRS I Approved for use outside HVHZ:Yes anchors).odf i Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A Created by Independent Third Party: i Other: Evaluation Reports FL17236 R2 AE ESR-3448...(BN DSC FTC GT GTU HCPRS j anchors).odf 17236.11-- - RTBA, RT16A, RT16-2, RT20 Strap Rafter Tie -- Limits of Use Installation Instructions i Approved for use in HVHZ:Yes FL17236 R2 II ESR-3448...(BN DSC FTC GT GTU HCPRS j Approved for use outside HVHZ:Yes anchors).Ddf Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC 'Design Pressure: N/A Created by Independent Third Party: Other: Evaluation Reports ! FL17236 7236 R2 AE ESR-3448...(BN DSC FTC GT GTU HCPRS -- -- anchors)_ndf--_— —_------ 17236.12 SBP4, SBP6 Plate Limits of Use _ Installation Instructions --4 — Approved for use in HVHZ:Yes FL17236 R2 II ESR-3448...(BN DSC FTC GT GTU HCPRS Approved for use outside HVHZ:Yes anchors).odf :( Impact Resistant: N/A •+ • • • •Verifie04By#fCC Evaluation Service, LLC Design Pressure: N/A ; ; ; ; ; ;(-+rea&d by In&pendent Third Party: ? Other: • ••• • • I Ivlupeton jtlports >:. ••• i • *KL 7386•R2 Ok ESR-3448...(BN DSC FTC GT GTU HCPRS anchors) odf 17236.13 STC24, STC26, SI126 ••• •• 56isor TTtr Cjip• Limits of Use : •• • : : installation Instructions Approved for use in HVHZ:Yes %17236' Ii•ESR-3448...(BN DSC FTC GT GTU HCPRS Approved for use outside HVHZ:Yes anchors).odf Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A • • •Crtated by jr44pendent Third Party: Other: • • • • ivaivation Reports • ' ' 21t72-36!R2 1E ESR-3448 (BN DSC FTC GT GTU HCPRS •• •• • • ancfiErsl.Ddf • ESR-3448 I Most Widely Accepted and Trusted Page 13 of 19 TABLE 9—HJC AND HTHJ HIPIJACK CONNECTOR ALLOWABLE LOADS 1,2.3 DIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS (in.) (lbs.) STOCK STEEL Carrying Truss Carried Trusses Uplift NO. GAGE e Download° W H D Qty. Jack Hip Total Qty. Type Jack Hip Type CD=1.0 CD=1.15 CD=1.25 CD=1.6 CD=1.6 CD=1.6 HTHJ26-18 18 5'/8 5 5 16 16d common 5 7 16d common 2,190 2,520 2,740 1,045 745 1,790 HJC26 12 6 53/e 31/4 16 16d common 7 5 10d common 2,385 2,740 2,980 – – 1,840 HJC28 -12 6 7'/a 31/4 20 16d common 8 6 10d common 2,980 3,425 3,505 – – 1,840 For SI:1 finch=2 5.4 mm, 1 Ib.=4.45 N,1 psi=6,895 Pa. • WlowablekLde Piave been adjusted for load duration factors,CD,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to *de adjusted for offer load ddratits.See Sections 4.1 and 4.2 for additional design and installation requirements. 2 •••• plowabll�,!Mtls fire for installations in wood members complying with Section 3.13.2.Wood members must also have a reference compression perpendicular to grain design value, Fc-,,,of • 25 psi or greater. • • • •• 3See Sectioil 3.13.3 for rtk"rt8 Tastener dimensions and mechanical properties. •••••*llowable#dowpiloads are Mie tetel allowable download for the hip and jack trusses combined,and assume that 75%of the total load is distributed to the hip truss and 25%is distributed to the tick-truss.••0 i 1••t • •• • ;Allowable jlpkflloads on trgg rdC26 and HJC28 are the total allowable uplift loads for the hip and jack trusses combined,and assume that 75%of the total load is distributed to the hip truss and 25%is distributers to the jack truss. •••••• • 000000 • • • • W. FI z ;A' Y ` ,� G• � �' � %;� �;;�� '` � ��, ,��A sem; ad . , 'type{ i -tJt' fi Tt= i t114abr€trop v[ 1`J.0 HTHJ In�t�)I�t�irm: FIGURE 9—HJC AND HTHJ HIP JACK CONNECTOR = F 4 r ICC EVALUATION • - • ' • • • Trusted � SERVICE MIN CC ES Report ESR-3448 :01 i . . 10/14 to 10/16 DIVISION: 06 00 00-r--W-00 D,'T.LASTI.CS'AND COMPOSITES SECTION: 06 OS 23--=WOOD'PLASTIC;'ANb COMPOSITE FASTENINGS d � a REPORT HOLDER:,. Y fAUCTURAL CONNECTOR'V,MiTek® USA, INC. h, 14305 SOUTHCROSS bR11 _SU IT X200 BURNSVILL.E, MINNESOTA�' �506`Q4 EVALUATION SUBJECT: x USP STRUCTURAL CONNECTORSFOR WOOD FRAMED ,.CO:NSTRUCTION—TRUSS C(4W66iS ICCICC ICCj � ] PMG Lim: : : : : :!• . ... . . . . .. . Look for the trusted marks of Conformity! so 000 • so "2014 Recipient of Prestigious Western States Seismic Policy Council „r (WSSPQ Award in Excellence" 6:o ••• •• ••• f rta pp 10 ! ! ! A Subsidiary of 1xtioCmtNelr ICC-ES Evaluation Reports are not to be construed ai reAiwsenting.aesl wh'cs or any o#her attributes not , sm specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a (cm ,/t/ recommendation for its use. There is no warranty by ICC Ev4ug4Qn Segiqp, LLC,e4press or implied, as �� AWAwalki to any f nding or other matter in this report, or as to any•product cavers*d by:herort*.i . . . . �.. .. .. . . . .. .. . _ Copyright © 2015 ••• ••• t t • C ICC EVALUATION C SERVICE Most WidelyAccepted and Trusted ICC-ES Evaluation Report ESR-3448* Reissued October 2014 This report is subject to renewal October 2016. www.icc-es.orq 1 (800)423-6587 1 (562)699-0543 A Subsidiary of the International Code Council DIVISION:06 00 00—WOOD,PLASTICS AND 3.2 LDSC4 and DSC4 Drag Strut Connectors: COMPOSITES The LDSC4 and DSC4 Drag Strut Connectors are Section: 06 05 23—Wood, Plastic,and Composite designed to tie wooden truss chord members to the top Fastenings plates in a wall system.The connectors are fabricated from REPORT HOLDER: No. 14 gage or No. 3 gage hot-rolled steel. The DSC4 is prepunched with holes for installation with USP Structural USP STRUCTURAL CONNECTORS, MiTek®USA,Inc. Connectors WS3 wood screws, which are provided with 4305 SOUTHCROSS DRIVE,SUITE 200 the device. The LDSC4DragStrut is prepunched for BURNSVILLE,MINNESOTA 55306 installation with 10d by 11/2-inch-long nails. See Table 2 (352)898-8772 and Figure 2 for product dimensions, fastener schedule, www.uspconnectors.com allowable loads,and a typical installation detail. infopusioconnectors.com 3.3 FTC Floor Truss Clip: 1 EVALUATION SUBJECT: The FTC Floor Truss Clip is designed to transfer vertical (in-plane) loads between two floor trusses having single- USP STRUCTURAL CONNECTORS FOR WOOD- ply chords or double-ply chords to allow the two trusses'to FF2AMED CONSTRUCTION–TRUSS CONNECTORS act a single floor girder truss, The clip is cold-formed from 18 gage steel, and is prepunched for 10d common'or 1.0 EVALUATION SCOPE 10d by 1'/2-inch-long nails. See Table 3 and Figure 3 for product dimensions, fastener schedule, allowable loads, Compliance with the following codes: and typical installation details. ■ 2012,2009 and 2006 International Building Code®(IBC) 3.4 GT Girder Truss Hanger: ■ 2012, 2009 and 2006 /ntemational Residential Code® The GT girder truss hanger is designed to hang girder (IRC) trusses off of other girder trusses or other wood supporting members. The U-shaped portion of the hanger is Property evaluated: fabricated from No. 7 gage hot-rolled steel plate, and is Structural factory welded to the back plate, which is fabricated from No. 3 gage hot-rolled steel plate. The U-shaped portion of 2.0 USES the hanger is prepunched for installation with 16d common nails, and the back plate of the hanger is provided with The USP structural connectors described in this report 3 (see Table 14 for a complete listing) are used to connect holes,allowing the installation of either /a-inch- i wood framing members in accordance with Section diameter(19.1 or 25.4 mm) bolts. See Table 4 and Figure 2304.9.3 of the 2012, 2009 and 2006 IBC. The connectors 4 for product dimensions, fastener schedules, allowable may also be used in structures regulated under the IRC loads,and a typical installation detail. when an engineered design is submitted to, and approved 3.5 GTU Girder Truss Hanger: by,the code official, in accordance with Section R301.1.3 The GTU Girder Truss Hanger is designed to support a of the 2012,2009 and 2006 IRC. girder truss from another girder truss. The girder truss 3.0 DESCRIPTION hanger is fabricated from No. 7 gage hot-rolled steel plate, 3.1' BN Breakfast Nook Hanger: and i prepunched for installation with 10d common nails and /4-inch-diameter (19 mm) bolts. The seat is factory- The BN Breakfast Nook Hanger is designed to connect welded to the supporting base with 3/is-inch (4.8 mm)fillet four sets of mono-trusses or other wood-immimp rnerwbere • owelds. See Table 5 and Figure 5 for product dimensions, in the traditional "breakfast nook" lonfiguration.:Tie: : :a$tener schedule, allowable loads, and a typical hanger is cold-formed from No. 14 g4ge sT&l;aAd:is; ;':nstgaation detail. prepunched for installation with 10d cofifhon'rldils i/1tb thL ' '3.9*HCPRS Hurricane/Seismic Anchor: header and 10d by 11/2-inch-long nails into the joist. The hanger joints are factory-welded with '(8-ingi 13.2 mrp�fillet The HCPRS Hurricane/Seismic Anchor is designed to tie welds. See Table 1 and Figure 1 fa product dimensions,• 't�s2$•and rafters or dimensional 2-by lumber wall studs fastener schedule, allowable loads, awa typical/inla*liatln: • Ste bot>pm plates for the purpose of resisting uplift, lateral details. �' :' e,• •.• •end transverse loads.The anchor is cold-formed from No. Revised March 2015 i •••. • • • • •• a • ICC-ES Evaluation Reports are not to be construed as repret�rrt[nSaestheycs�r ayv o�lr�r dttr�buter qpt specifically addressed,nor are thev to be construed as an endorsement of the subject of the report or a recomrneAdaho•for its•tse0ASre is•o waManiv be ICC Evaluation Service,LLC,express or implied,as Ce to any finding or other matter in this report,or as to any pro:ttct c�vSrlt.It the re:ort. e e ip ••• • • • ••• • • Copyright C 2015 Page 1 of 19 ESR-3448 I Most Widely Accepted and Trusted Page 2 of 19 18 gage steel, and is prepunched for installation with 8d dimensions, fastener schedule, allowable loads, and a common or 8d by 11/2-inch-long nails. See Table 6 and typical installation detail. Figure 6 for product dimensions, fastener schedule, 3.13 Materials: allowable loads, and a typical installation detail. 3.13.1 Steel: The specific types of steel and corrosion 3.7 HGA10 Hurricane Gusset Angle: protection for each product are described in Table 13 of The HGA10 Hurricane Gusset Angle is a connector this evaluation report. Minimum base-steel thicknesses for designed to connect wood-framing members together.The the different gages are shown in the following table: connector is cold-formed from No. 14 gage steel, and is GAGE NO. MINIMUM BASE-STEEL THICKNESS(inch) prepunched for installation with USP Structural Connectors WS3 or WS15 wood screws, which are supplied with the 18 0.044 device. See Table 7 and Figure 7 for product dimensions, 16 0.055 fastener schedule, allowable loads, and typical installation 14 0.070 details. 12 0.099 3.8 HHCP2 Hurricane/Seismic Anchor: 7 0.171 The HHCP2 Hurricane/Seismic Anchor is designed to 3 0.240 connect hip rafters or trusses to wall top plates, such that the rafter or truss bisects the 90-degree angle between the For SI: 1 inch=25.4 mm. two intersecting wall planes. The anchor is cold-formed 3.13.2 Wood: Wood members must be sawn lumber or from No. 18 gage steel, and is prepunched for installation structural glued laminated timber with a minimum specific with 10d by 11/2-inch-long nails. See Table 8 and Figure 8 gravity of 0.50, or approved structural composite lumber for product dimensions, fastener schedule, allowable (SCL) with a minimum equivalent specific gravity of 0.50, loads, and a typical installation detail. unless otherwise noted in the applicable table within this 3.9 HJC and HTHJ Hip/Jack Connectors: report. Wood members must have a moisture content not The HJC and HTHJ Hip/Jack Connectors are designed to exceeding 19 percent (16 percent for SCL), except as support single-ply hip and jack trusses from double-ply noted in Section 4.1. For connectors installed with nails girder trusses.The hip truss is installed at 45 degrees with compliance to Section 3.13.3.2 or USP WS series wood respect to the jack truss.The HJC series connector is cold- screws compliance with Section 3.13.3.3, the thickness of formed from No. 12 gage steel, and is prepunched for each wood member must be sufficient such that the installation with 16d common nails to be installed into the specified fasteners do not protrude through the opposite supporting truss or girder bottom chord and 10d common side of the member, unless otherwise permitted in the nails for nailing into the hip and jack members. The HTHJ applicable table within this report. Wood members that are series connector is cold-formed from No. 18 gage steel, SCL must be recognized in, and used in accordance with, and is prepunched for installation with 16d common nails. a current ICC-ES evaluation report. Refer to Section 3.13.4 See Table 9 and Figure 9 for product dimensions,fastener for issues related to treated wood. schedule,allowable loads,and typical installation details. 3.13.3 Fasteners: Required fastener types and sizes for 3.10 RT Strap Rafter Tie: use with the USP structural connectors described in this The RT Strap Rafter Tie is designed to connect roof rafters evaluation report are specified in Sections 3.13.3.1 through and trusses to their supporting construction. All RT series 3.1.3.3.3 and in Tables 1 through 12. connectors, except the RT10 and the RT20, connect roof 3.13.3.1 Bolts: At a minimum, bolts must comply with rafters or trusses to the top plate. The RT10 and RT20 ASTM A36 or ASTM A307, and must have a minimum connect the rafter or truss to both the top plate and the bending yield strength of 45,000 psi (310 MPa). Bolt vertical wall stud below. The RT connector is fabricated diameters must be as specified in the applicable tables of from No. 18 or No. 16 gage steel, and is prepunched for this evaluation report. installation with 8d common, 8d by 11/2-inch-long, 10d 3.13.3.2 Nails: Nails used for connectors described in this common or 10d by 11/2-inch-long nails. See Table 10 and report must comply with material requirements, physical Figure 10 for product dimensions, fastener schedule, allowable loads,and typical installation details. properties, tolerances, workmanship, protective coating and finishes, and- packaging and package marking 3.11 SBP Plate: requirements specified in ASTM F1667; and must have The SBP plate is used to connect rafters and trusses to the lengths, diameters and bending yield strengths, Fyb, as top plate, to resist uplift loads, as well as in-plane shown in the following table: horizontal loads parallel and perpendicular to the top plate. FASTENER SHANK MINIMUM The SBP plate is provided as a two-piece installation on FASTENER LENGTH DIAMETER REQUIRED each side of the member being supported. The SBP pate • DE§IG.NNIQJ (inches) (inch) F,.•(psi) is cold-formed from No. 16 gage steel, and is prepu�ncwed • for installation with 10d common nails into the plate 464 : : :•.8d;I%, •1 1.5 0.131 100000 either 10d common nails or 10d by 11/2-inch-long%ji1s Cite '.• :98 4urpon. 2.5 0.131 100000 the truss. See Table 11 and Figure 11 for product 10d common 3.0 0.148 90000 dimensions, fastener schedules, allowable loads, and a 1od-1'/ 1.5 0.148 90000 typical installation detail. ••• ••• • 3.12 STC Scissor Truss Clip: : •. 14 common ; 3.5 1 0.162 90000 .. • • • Fvr 11:1 inch=2 .4 mm, 1 psi=6,895 Pa. The STC Scissor Truss Clip is designed to connecT a . . •• single-ply scissor truss to nominally 2-by-4, 2-by-6 or 2-by- 3.13.3.3 WS Series Wood Screws: The WS series wood 8 wall top plates.The connector is cold-formed from No. 12 screws used with the HGA and DSC connectors must be gage steel, and has prepunched horizontal nail lots:oP;• 91-l"Structurattonnectors WS3 and WS15 wood screws, horizontal adjustment of the scissor truss, and prepuncl?i,ted eas, described i ESR-2761. The appropriate size of WS flanges for installation with 10d by 11/2-inch-long aairs• o • .s4ries.wccd screw must be used, as indicated in the wall top plates. See Table 12 and Figure 12 for prodrucf•• 'ApplibabletatT189 of this evaluation report. ESR-3448 I Most Widely Accepted and Trusted Page 3 of 19 ` • 3.13.4 Use in Treated Wood: Connectors and fasteners 4.3.2 Seismic-Force-Resisting System under the IBC: used in contact with preservative-treated or fire-retardant- Periodic special inspection must be conducted for treated wood must comply with Sections 2304.9.5 in the components within the seismic-force-resisting system, 2012, 2009 and 2006 IBC or Section R317.3 of the 2012 where required in accordance with Sections 1704.2 and and 2009 IRC or Section R319.3 of the 2006 IRC. The 1705.11 of the 2012 IBC, and Sections 1704 and 1707 of lumber treater or the holder of this report (USP Structural the 2009 and 2006 IBC. Connectors), or both, should be contacted for 4.3.3 Installation under the IRC: Special inspections recommendations on the appropriate level of corrosion are normally not required for connectors used in structures resistance for the connectors and fasteners as well as the regulated under the IRC. However, for components and connection capacities of the fasteners used with the systems requiring an engineered design in accordance specific proprietary preservative-treated or fire-retardant- with IRC Section R301, periodic special inspection treated lumber. requirements and exemptions must be in accordance with 4.0 DESIGN AND INSTALLATION Sections 4.3.1 and 4.3.2 of this report. 4.1 Design: 5.0 CONDITIONS OF USE The allowable loads given in Tables 1 through 12 are The USP Structural Connectors described in this report based on allowable stress design.The use of the allowable comply with, or are suitable alternatives to what is loads for the products listed in Table 13 must comply with specified in,those codes listed in Section 1.0 of this report, all applicable requirements and conditions specified in this subject to the following conditions: evaluation report. The tabulated allowable loads are for normal load duration and/or short load duration, based on 5.1 The connectors must be manufactured, identified, load duration factors, Co, in accordance with Section designed, and installed in accordance with this report 10.3.2 of the NDS, as indicated in Tables 1 through 12 of and the manufacturer's published installation this evaluation report. No further increases are permitted instructions. A copy of the manufacturer's published for load durations other than those specified. The tabulated installation instructions must be available at the allowable loads are for connections in wood used under jobsite at all times during installation. In the event of a continuously dry conditions where the maximum moisture conflict between this report and the manufacturer's content in wood is 19 percent(16 percent for SCL)or less, published installation instructions,this report governs. and sustained temperatures are limited to 100°F (37.8°C) 5.2 Calculations showing compliance with this report must or less. When connectors are installed in wood having a be submitted to the code official. The calculations moisture content greater than 19 percent (16 percent for must be prepared by a registered design professional SCL), or where the in-service moisture content in wood is where required by the statutes of the jurisdiction in expected to exceed this value, the applicable wet service which the project is to be constructed. factor, CM, must be applied. Unless otherwise noted in the 5.3 Connected wood members and fasteners must tables of this report, the applicable wet service factor, Cm, comply with Sections 3.13.2 and 3.13.3,respectively. is as specified in the NDS for lateral loading of dowel-type fasteners. When connectors are installed in wood that will 5.4 Adjustment factors, noted in Section 4.1 of this report experience sustained exposure to temperatures exceeding and the applicable codes, must be considered where 100-F (37.8°C), the allowable loads in this evaluation applicable. report must be adjusted by the temperature factor, Ct, 5.5 Use of connectors and fasteners with preservative- specified in Section 10.3.4 of the NDS. The group action treated or fire-retardant-treated lumber must be in factor, C9, has been accounted for, in accordance with accordance with Section 3.13.4. Section 10.3.6 of the NDS, in the tabulated allowable loads, where applicable. For connectors installed with 5.6 Factory-welded connectors identified in Table 14 are bolts, minimum edge distances and end distances within manufactured at the designated facilities under'an the wood members must be met, such that the geometry approved quality control program with inspections by. factor, Ca, is 1.0, in accordance with NDS Section 11.5.1. ICC-ES. Connected wood members must be checked for load- 6.0 EVIDENCE SUBMITTED carrying capacity at the connection in .accordance with NDS Section 10.1.2. Data in accordance with the ICC-ES Acceptance Criteria 4.2 Installation: for Joist Hangers and Similar Devices (AC13), dated October 2010(editorially revised December 2011). Installation of the USP structural connectors must be in 7.0 IDENTIFICATION accordance with this evaluation report and the manufacturer's published installation .instructions. Bolts Each connector described in this report is identified by the must be installed in accordance with NDS Section 11.1.2. product model (stock) number, the number of the'ICC-ES WS series wood screws must be instIll°tl AVcpr*n�e, - aind" evaluation report for USP Structural Connectors with ESR-2761. + • •• • • • .(E%R-2685), and by one or more of the following 4.3 Special Inspection: ++• �; •�; : :iesognations: USP Structural Connectors, iiTek® USA, Ind., or USP Structural Connectors, a MiTek Company. 4.3.1 Main Wind-Force-Resisting System under the Labels on factor-welded connectors identified in Table 14 IBC: Periodic special inspection mu§t bg,ronducW fqr �as.b%ing manufactured under an approved quality control components within the main wind-f:rcV-re;isting iSystetn,; program. where required in accordance with 9ectioris 'F704.2!and• • • • 1705.10 of the 2012 IBC, Sections 4364 aiid 17e6-of tie* • 2009 IBC,and Section 1704 of the 2006 IBC. Florida Building Code Online Page 1 of 3 P#&Den'C BCIS Home i Log In I User Registration Hot Topics Submit Surcharge Stats&Facts Publications FBC Staff SCIS BCIS Site Map E Links Search BusineS Product Approval Professi I USER:Public User Regulation 1 Product Aooroval Menu>Product or Aoolicatlon Search>Application List>Application Detail FL# FL16294 Application Type New Code Version 2010 Application Status Approved Comments Archived Product Manufacturer Nu-Vue Industries Inc.. Address/Phone/Email 1055 E 29th street Hialeah,FL 33013 (305)694-0397 vtolat@sbcglobal.net Authorized Signature Maria Guardado vtolat@sbcglobal.net Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email i Category Structural Components Subcategory � Wood Connectors -_ Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report-Hardcopy Received Florida Engineer or Architect Name who developed Vipin N.Tolat + the Evaluation Report Florida License PE-12847 Quality Assurance Entity . National Accreditation&Management Institute Quality Assurance Contract Expiration Date 12/31/2014 Validated By ]esus Gonzalez,P.E. ® Validation Checklist-Hardcopy Received I • Certificate of Independence FI 16794 RO COI acah02O5 odf f Referenced Standard and Year(of Standard) mss( Year AISI 5100 2007 ASTM D1761-88 2000 I •• ••• • • • 5• •• 2005 Equivalence of Product Standards •o• •• • • • •• Certified By • • Sections from the Code •• • •• • ••• ••• •• •••• • ' •• • • • • • • • • • •• • • • • • Product Approval Method ••• • • • • •Ntgpd 1 Option D 000 • •• •• • • • •• •• 1 httn://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgsNc73 5 fDbMio... 1/16/2015 Florida Building Code Online Page 2 of 3 Date Submitted 04/18/2013 Date Validated 04/22/2013 Date Pending FBC Approval 04/28/2013 Date Approved 06/11/2013 Summary of Products FL# Model,Number or Name Description 16294.1 AB5,AB7,NVHC 37,Tables 16 and 18 gage angle Clips and 5 way grip clip 17 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO I1 scan02O4.pdf Approved for use outside HVHZ:Yes Verified By:Vipin N.Tolat,P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL16294 RO AE scan02O4.r)df Created by Independent Third Party:Yes 16294.2 NVBH 24 and NVUH 26,Tables 2 Joist hangers and 3 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO I1 scan0204.Ddf Approved for use outside HVHZ:Yes Verified By:Vipin N.Tolat,P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL16294 RO AE scan0204.Ddf Created by Independent Third Party:Yes 16294.3 NVHCR, NVHCL,NVSTA,NVHTA 18 gage Hurricane clips and 14 gage single and double Tables 9,10,11 straps Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO II scan02O4,DdF Approved for use outside HVHZ:Yes Verified By:Vipin N.Tolat, P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL16294 RO AE scanO204.Ddf Created by Independent Third Party:Yes 16294.4 NVJH,NVSO Tables 12 and 13 18 Gage and 16 Gage Joist hangers Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO II scan0204.ndf Approved for use outside HVHZ:Yes Verified By:Vipin N.Tolat,P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure: N/A Evaluation Reports Other: FL16294 RO AE scan02O4.odf Created by Independent Third Party:Yes 16294.5 NVRT,Table 4 14 Gage Flat and twisted rafter ties. Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO II scan0204.Ddf Approved for use outside HVHZ:Yes Verified By:Vipin N.Tolat,P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A' Evaluation Reports Other: FL16294 RO AE scan0204.Ddf Created by Independent Third Party:Yes 16294.6 NVSNP3,NV 358, NV 458,Tables Skewed Nail Plate and 14 Gage double straps. 6,7,8 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO II scan0204.Ddf Approved for use outside HVHZ:`lee • • • • 4."Mediloily•Vipin N.Tolat,P.E.PE 12847 Impact Resistant:N/A : : : : :• ( 'eated bjIndependent Third Party:Yes Design Pressure: N/A • ••• • • • a Evaluation Reports Other: •• �' ••• • F�,l ug—•R,0 AEscan0204.odf Created by Independent Third Party:Yes 16294.7 NVSTA,NYUTA ZVLs 20 a%d 2:6• 14 Gj%e•SinWe and Double Straps Limits of Use •. • InstailatIA Instructions Approved for use in HVHZ:Yes • • • • • • Mm162!4 F"II scan0204.d Approved for use outside HVHMoy •es••• • • •• Veri id By:44pin N.Tolat,P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure: N/A Evaluation Reports Other: FL162�4 4 6E scan0204.Ddf • Cre e y Independent Third Party:Yes •• •• • • • •• •• • • • ••• • • • ••• http://www.floridabuilding.ortz/pr/nr_app_dtl.aspx?param=wGEVXQwtDgsNc73 5 fObMio... 1/16/2015 f Stu ua Or&&La=6xr - Tg. Film - EMS* �'## URI CATEGORY—.Structural Com0nora:... SUBC.A,TEGOR`: fetal CGiime tors, REPORT'HOLDER: I uWue Industries Inc; 11155 E.20 Street, Riale s;Ft. 33013 _WWx1hv eindWmdes.cont uue bsllsoc�th.net l ne:305-694.0397 Fay: 305-694.0398 1,0 EVALUATION SCOPE: Compliance with 1010 Florida Building ;ode-Bullda'rng d lies dsndal 2.4 PRODUCT DESt Refer to tables I ftou& 21 ollMis r"ort for Product:w4ie6 size,si=and number of fasteners,fastening details shown in the dim and,the.allowable loads. 4. 3.V STRUCTURAL iJPECWtCATIO $ I. Steel.shalt,conform,to.ASIM A, 53; grade'33; in;yield 33 l nziu ferxsite ;. strength.45 lcsi and nun. jal , doqating ofG 60 pet A§'tMx;653. 2. Allowable loads and fastsiuo are basodon MIS 20115 3. l gn loads are fir.S. Phiq, fic gravity 0:55,sign for Qu er species shall be'adjusted per ID-2.11115, 4. Allowable uplift to is have been adjusted fbr load4uradon fa�4or CD of 1.6: Allc►wable gravuy It dsl�e begin adlu. for CD o 1.11, 1.15 and 1.25 per . " table 2.3.2 of Nle• 6k. sign lba 4&jsot ittclu le 33%incase fbt steel and concrete 5. Concrete in.Tie beams shall be mhL of 2500 psi. Concrete Masonry,Grout and mortar in concrete masonry shall be:tnin.of I540 psi.Concrete masonry shall comply with ASTM C90-- 6. 90:6. Combined Tad'of Up=LI and L7. Oe following Mian. Ulowkle tplifl Allo able>L l to i • •• • • • • • • •• is • • ••• 0"7 • , • •• • • • •• •• , r Page 2 ff. 4,0 INSTALLATION �. Installation shalt be iiA rt and the latest edition of Nu•Vue Industries CaWog-:;'I mnafiw in this report supercedes any ctuflieting irifatii b in 'eAW€ : 5.4 EVIDENCE StJRN11TI'TED 1 Test reports submitted by Product testing Inc;,(PT) Atec Associates W(Atec) and PSI bw and signed and sealed calculations in conformance with.PBC 2010 by Vipin N.T61at,P.16. Product Test#/I''est lab Date tested Tested NVTA/NIVTAS 8/6/42 NVTA/t+iVTAS, 024073/PT 11/6102 , NVTA/NVTAS 024074/PT 11/6(02: NVTA.WTAS M407 /PT 11/6(02 NVTA/NVTAS 3IM2 456,0"VATBC 7/6/f12 NVBH 24 02-4096/PT 12/3/02 NVLM 26 024095/PT 1117/03 NVRT 03-4177/Yr 2/3103 .s NVRT 03-4202iPT 2/19/03 NVRT 031070 42111PT 3/27/03 NVTH NVT 04-4698/PT 4/15/04 AtVSNP'3 113-44 9/1 S/43 NV353 ON454W 12119/03 NV458 034590/PT 12/31/03 NVHCIJR 0346251PT 112M4 NVSTAfNVHTA 044641,4642/PT 3117&3/22/04 IVVr 6,2 034385p$6,87/PT5/30/03 NVS0236 03-4349,57,581PT 5/13,5/19,5/20/03 NV T4 0343W 44/fr 4/21,511/03 ` NVVTP4H .03-4345,4 5/2,5/5/0:3 I VHC43443/ . ': 70 24 351/ATFL 11/27/95 AB5 5 5145 95A/PT 2/15/08 AB7 05-5196,96AIPT 2/150 NVHC37 43 M0011ATEC 1,1/27/96 I1 1 05-;5612/PT 3120/06 ... . . . . . .. .. • 6-562" ( 5/1/06 NVTH120 .'� :•"V=91306013-01/PSI' 1/31/05&2/7199 NVTlU2$ •• • 04 99 ftTf38-Y 13-05lP 11/31/0 12./2/ 0. . . . . . . .. . .. 000 { t 1 a =` Page.3 F O DESIGN: �? I lvta7imum allowable loads-",not exceed ai bwable loads listed in this ream Alinble heads on allc� ble�s deain P . 2. C� t7rf wtuad u amb is see d b tis re fit.Allowable leads shall. not exoeodthe apoity0fwpod ty of wood members ill be checked by Bn eWAr heat o ri. 1.Wood members with which the-carinect ateused must be nominal dimension lumber or EMoved structural composite lumber. 7.0 CODMONS OF USE: 1. NuVuef lbdustrift mewl pturalconnectors.described_in this report comply with or are a dt ble alternative tq-fit.is see ed in,section 1.0 of.flus report. Design gn loads must be fess than t1W owable'l oads shown in all the tables of this report. 3. Inv connectors must be manufacUavd,idendood and Med in aceordance with ibis report andthe:m Facturer's in&uM1crns., 4. Pratfii is cite d by this are rears d l�dOut industries Inc in Hull Fl<r wr€1er nquaft wntrolPW9Mm s by NAW Inc having State of Flores licen #QUA 17M zz * 1, TO, vipla N.T6144 P.E. �►`�-�� M�+1K 4q51913r+."l '•: O4�� :` 09 000 *0 . •.• •• . •.• 0: . .. . . . . . . ... 0% ... ._� i t L Page 9 MULL COCTe. i>Aacrtpttnn 9a .t d I VOW I m I i.2 WWWt iCtf tW-IOtT 118 4 1 B 328` Sas. NVHtx: i+ +cu�cn .yr i� B 6m w: 33 x � cttpa, orse am each aid* to a' - Betio».2311.7 of the FBE Uptlft, d: AL2. r.-7 \- 11".trLEAt?.+ Ni�ltCl: MV}iLaf • L2 0 ? paw E - ' TA8LE. 10 TABLE 11 11G AIM5tt+�pe #�Fit51'A/NiMTA NV!$1'�k�-5itu ►str MtfEA�-Oaut"Strops : IS*WY '1 S Avnai" Total No. Total Nv,`of m4w,o ds 06 'Fob:Xo� Teas W. of ANare oW,-t oado(ibe PfVduct f#. of Follaw re .FPsWOM kr. rc• 0,�' 46 'Faiitevw*-to F't*F25pi� Pal UO**Note4 Owe (Inch") in:A 4* Seat 6n two S� 20 GA."fit wasast4-r loo k Th x r a Llum it i�¢ tf#a x t p C+ c NSt1TA-!?}i, ttV,N1Q' 12 Zig `i1f60 14 101"s tl1"s r4 A 8: f r*44r a a4 ra4r iasr . itst�re-air Nlt$YAi61} 7 # t'Ii9 i4 2 1 ,2 #Ql2.. Y NVTMZfI : 1t4 . ' S." 237 1444 024 2t;ci NVrN24 20 ,� E ,7�3' tl�b., 14441 [8.' a _ i NYh E 22. C -1.6 for uplift,, Li di 12.L y.. AWx�1# Nvtr�as ;4 7R NVI#C3U 28 = • ti `+ rnti<rru� 7"13i4. 37 44 of �r Inti za t,A; 1Y,h �'�' tY,►'h Mis` {- 4Y en. terP%t" UPLIFT . sar; F NVSTA •• i•i i i ice• i• •� 44H • • • • • • • • • •• • • • •• ••• •• �.; rurcud Wngfyts _�tk•oiota tman girt. #4 ft6m oc c•4+f•rc•e t orn6+tbrced �L_$�; ♦ r`�ORKaatb:bgs4ls •• • LL C•ruar titOds•n1 __... . . .... ... __..... ............._..............._. .. �. TRUSSED VALLEY SET DETAILRMi TIT C Z r f -- - -- -- -- - - -- Pagea- 1 o f 1 GABLE END,COMMON TRUSS NOTE:VALLEY STUD SPACING NOT OR GIRDER T USS TO EXCEED 48"O.C.SPACING --- --- -- --- - 1 II it-- u----------- --- -- u 1 n ❑ II II u u it u u u II I' - ' 4 II 0 tl I1 II II II II �I I n II 11 d II II II ii ii ii ii ii i� II II Il ... II 11 I, II II II II II I II II II jl II II 11 li )1 II )I 11 11 11 II I II 11 1 II I 1 11 II 11'' II III I I 1 I i I; ); BASETRUSSES VALLEY TRUSS TYPICAL J TYPICAL(24"O.C;) (24"O.C.) VALLEY TRUSS TYPICAL C-115E1r T*�'V SS s (24-0'C' 24"O.C.) 1. INSTALL BASE TRUSSES. P i2 X �t}M 2, APPLY SHEATHING TO TOP CHORD OF SUPPORTIN TRUSSES. VALLEY TRUSSES MAY PROVIDE g BRACING IF SHEATHING IS NOT APPLIED. BASE TRUSSES MUST BE DESIGNED FOR 7 PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING(NOT TO EXCEED 24"0 C.). -- 3. INSTALL VALLEY TRUSSES(24"O.C,MAXIMUM) AND SECURE TO BASE TRUSSES AS e PER DETAIL A,B,OR C BELOW. TAIL DE 4. BRACE VALLEY WEBS IN ACCORDANCE WITH A,SEE E DE C THE INDIVIDUAL DESIGN DRAWINGS. BELOW(TYP,),•, y TOE-NAIL VALLEY TO BASE TRUSS W/ 12 10 (,I)16d TOE NAILS ATTACH 2ACONTINOUS NO.2 SPF ATTACH 2x4 CONTINOUS N0.2 SPF TO THE FACE OF THE ROOF W/TWO BLOCK TO THE FACE OF THE ROOF W/ 16d(.131"x 3.5")NAILS INTO EACH - ST,,16d(.13111 x 3,5")NAILS'INTO EACH TRUSS BELOW TRUSS BELOW. EACH TRUS$BELOW MUST HAVE A BLOCK ATTACHED TO IT. LDRol 9� TOE-NAIL VALLEY TO 2 BSE TRUSS W/ VALLEY TRUSS �� O 16d TOE NAILS DETAIL A c-- -3•TOL- wA11,5 (GREATER THAN 3/12 PITCH) DETAIL 8 I ATTACH BEVELED 2x4 CONTINOUS (3/12 PITCH OR LESS) NO.2 SPF TO THE FACE OF THE ROOF W/TWO 16d(.131'x3.51 NAILS INTO EACH TRUSS BELOW !,. ,) )n() P 17 P 12 8 9 2 6 ATTACHVALLEY TO a $Z-25§-1,311G DATE � / { 1/201 ':1 BEVELED 2x4 W/ (2)16d TOE NAILS + •• •. •: : : : : M1 TS W33 t45 DETAILC •• ••. •• • •• TOE-NAIL VALLEY TO (GREATER THAN.3/12 PITCH BASE TRUSS W/ LESS THAN 12/12 PITCH) (2)16d T0i NAS .. ••• ... " . . % • • •• • • • • -• • Y • • •• • • • • I1 I I 1 • • • • • • • • • •