Loading...
DGT-19-6404 Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Permit nw.: Dim -0-19-64€ Permit Type: Decks/Gazebos/Treftes Work Classification: Deck - Ulod Permit status: Approved Issue Date: 04/11/2019 Expiration: 10/08/2019 Location Address Parcel Number 1300 NE 94TH ST, Miami Shores, FL 33138 1132050100120 Contacts CHRISTIAN & EMMANUELLE BERNARD Owner MARMAN CONSTRUCTION Contractor 1300 NE 94 ST, MIAMI SHORES, FL 33138 MARCO MANTILLA Mobile: 7864913926 9826 MIAMI AVE Business: 7862107691 Description: BUILD NEW TERRACE WITH LIGHTS Valuation: $ 60,000.00 Inspection Requests: TO REPLACE EXPIRED PERMIT DGT 8 17-2145 305762-4949 Total Sq Feet: 1,000.00 Fees Amount Payments Date Paid Amt Paid 50% Renewal Fee $162.50 Total Fees $212.50 Application Fee - Other $50.00 Credit Card 04/11/2019 $212.50 Total: $212.50 Amount Due: $0.00 Building Department Copy In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFID VIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulatin co str ctiong. Futhermore, I authorize the above named contractor to do the work stated. n.3{t` d�7ri � Authorized Signature: Owner / Applicant / Contractor / Agent Date April 11, 2019 Page 2 of 2 "A. Miami Shores Vl,llage Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PER IT APPLICATION UILDING ❑ ELECTRIC ❑ ROOFING E2ECE1 �- AR25201 BY: FBC 2M 0 Master Permit No. -P;6 --2 17 _ol 14 S_ Sub Permit No. _bGT_J — i 1 _ V 0 ❑ REVISION ❑ EXTENSION 26NEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF CANCELLATION M SHOP '_ CONTRACTOR DRAWINGS JOB ADDRESS: 300 NE g 4 Sh2t Folio/Parcel#: 1 3 0 s 01 n 0 ) a D Is the Building Historically Designated: Yes NO - Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Christian L Fol ma Uel Ie bernard Phone#: Address: 1,300 E 44 St City: I\I i u m i S h o 06 State: brl !� A Zip: 3 313 B Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: J f_14 Address: 116� 9 33 )N� W b i City: it l i a 1 P-4 r l Qualifier Name: M A rL o A (766) a 10 - 76g I Zip: 3 30 15' (786) a 10 -76q State Certification or Registration #: L G") L 1510-351 Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ 60.'000-00 Square/Linear Footage of Work: 11000 ' � Type of Work: ❑ Addition ❑ Alteration D E] New r,❑ Re`pair/Replace El Demolition Description of Work: Ij V j I n� 1i t r r q Ce �ui I I' a ►1 �J Specify color of color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ _ (Revised02/24/2014) CCF $_ DBPR $ CO/CC $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) _ Mortgage Lender's Address City State Zip Zip a 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. J f Signature / Signature LIZ OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foreging instrument was acknowledged before me this A.— 11 "Inday of V -U 4 20 I q by f7-0 day of M` r cit 20 (`2 by Chri sfi an Bernard , who' personally knoy>to &-y cg Ma V, \ a who is ersonally know 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: n Sign: Sign: Print: Ni Ybh WO N VI Print: —�: 4e NIXON J '•• `� U ATEGUI Seal: �= MY COMMISSION #t ! F9336l Seal: * Commission#tGG 127044 ' EXPIRES November U4, 20111 1�t •Pe Expires July 23, 2021 (407; 3J0-0" 53 FlontlaN(N.arySordl*.e.;nm -r-1 F"' emdemVw0d"ai ############################# ######## ################################################################## APPROVED BY /v �fPlans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Marman Construction Inc 18833 NW 64 Th Ct. Hialeah, FL 33015 Date: 4/20/2018 Stade of Florida Country of Miami Dade Before me this day personally appeared Marco Mantilla who, being duly sworn, deposes and says: That he will be the only person working on the project located at : 1300 NE 94th St. Miami Contractor signature Sworn to (or affirmed) and subscribed before me this a© day of bQ VLAL 20 08 By M *eCA MA -t• T II.U,�,- SUSANA CHECA - , MY COMMISSION 8 FF933603 _. ,PIRES November 04,"2019 lor,da NotaryServioe.com Personally know, Or produced Identification Type of Identification produced Ali..&: a_ If% u• _ .. Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tet: (305) 795.2204 Fax: (305) 756.8972 ..►�+►>, itC� — rryrKerS �ompensayon insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.0 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: I . The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registereA and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature: MAHARAI K. GONZALEZ Owner ' MY COMMISSION # GG 044602 y State of Florida County of Miami -Dade -* EXPIRES: November 2, 2020 r: to`r ';goF iso? Bonded Thru Notary Public Underwriters The foregoing was acknowledge before me this (h/ day ofmt�_ 20 n ByLh (f �'h 61 K) + who is personally known to me or has produced as identification. Not SEAL: 133 MATERIAL TESTING ENGINEERING 3111 E s s e n c e o f P e r f e c t i o n 1676 West 31 PL, Hialeah FL, 33012 - Off. 786.773-5871/5889 - Fax. 786.615-5801 May 14, 2018 Bodax Foundations 1101 NW. 55th street Ft. Lauderdale, Florida 33309 Re.: Private Residence. Addition 1300 NE 94th Street. Miami Shores, FL 33138 Dear Sir: Project No. 18-131 Pursuant to your request, B3 Material Testing Engineering, LLC. conducted Helical Pile Monitoring on May 4, 7 and 8, 2018 at the above referenced project. Based on our helical pile logs, it is our professional opinion that the subject 3.0" diameter piles were driven as per specified length or up to refusal for a safe bearing capacity of twelve (12) tons. Please refer to the attached helical pile log sheet for further explanation. We appreciate the opportunity to have been of service to your company. Please feel free to contact us if there are any questions or comments pertaining to this letter. 11 Page B3 MATERIAL TESTING ENGINEERING E s s e n c e o f P e r f e c t i o n 1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773.5871/5889 - Fax. 786.615.5801 Project: Private Residence Date: 05/14/2018 B3 project No: 18-131 Location: 1300 NE 94th Street. Miami Shores, FL Client: Bodax Foundations 33138 Inspection Type: Monitoring Helical Piles Address: 1101 NW 55th Street. Fort Lauderdale, FL 33309 Inspection Performed: (Type 8, Location) Pursuant to your request, B3 Material Testing Engineering, LLC performed a visual inspection/monitoring on April 09 and 10, 2018. The inspection consisted on the following: • Scope of Work: Installation of thirty-three (33) helical piles for an addition at the mentioned address. A copy of the subsurface exploration report conducted by Dynatech Engineering Corp was provided by client with piles, equipment information and sketch of the work area. - Number of Piles: 33 - Depth: 25 FT - Load Capacity: 12 Ton - Torque: • Total of 33 helical piles were installed. • Helical Pile No. (first column on the left side of log) are identified on the sketch page; the sequence on the log is according to the tractor operator's convenience. • DP Helical Torque was the maximum pressure achieved in psi. • Time (min): 0.25 = 15 seconds 0.5 = 30 seconds 0.75 = 45 seconds BAST/Zl �•, ✓ .J i cb Inspector Representative: Anthony Luna Engineer: Cel �,� s # . #/G • _ Signature: Signature.. \ .: 'S10 WWW.B3Engineering.com B3 MATERIAL TESTING ENGINEERING 3111 E s s e n c e o f P e r f e c t i o n 1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773-5871/5889 - Fax. 786.615-5801 HELICAL PILE LOCHS 21 Page B3 MATERIAL TESTING ENGINEERING E s s e n c e o f P e r f e c t i o n 1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773.5871/89 - Fax. 786.615.5801 HELICAL PILE REPORT B3 PROJECT NO. 18-131 DATE 4 -May CLIENT Bodax Foundations WEATHER Sunny ADDRESS 1101 NW 55th Street. Fort Lauderdale, FL 33309 TIME JOB STARTED 8:30 AM CONTACT Load (ton) TIME JOB FINISHED 1:00 PM PROJECT Private Residence. 3 0.5 ADDRESS 11300 NE 94th Street. Miami Shores, FL 33138 3 1 HELICAL PILE INSPECTION LOG Helical Pile No. Length (ft) Time (min) Length (ft) Time (min) Length (ft) Time (min) Length (ft) Time (min) Length (ft) Time (min) Total LengthDP from Slab Top Helical Torque (psi) Load (ton) Remarks 1 3 0.25 3 0.5 3 0.5 3 1 3 1.5 3 1 3 1 3 I 1.5 1 2 1 1 25 1700 12 8 3 0.75 3 1.00 3 1.5 3 2.25 1 2.5 13 1300 12 Refusal @13' 9 3 0.75 3 1 3 1 3 1.5 1.5 4.25 13.5 1200 12 Refusal @13.5' 23 4 0.75 3 1 3 1 3 1.5 3 1.5 3 1.5 3 1.25 1 4 23 1200 12 Refusal @23' 2 7 1.25 3 1 3 1.25 3 1.25 16 1100 12 Refusal @16' 7 7 1.75 7 2.25 3 3.5 17 1300 12 Refusal @17' 6 7 2.25 7 2 5 7.5 19 1300 12 Refusal @19' 11 1 7 1 2.5 7 1 4.75 2 1 4.25 1 1 16 1500 _[,"Ik cj I L L n"',"',. Refusal @16' Respectfully submitted by, C�SAR'CASTILLO, Field Engineer: Anthony Luna �vra� fReg. 80'. As a mutual protection to client, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of concl``u ' �eVkts from our reports is reserved. In accordance with ASTM E329 this report shall not be reproduced, except in full without the prior written approval for B3 Materia �Te iq� ff negoh', LLC. B3 MATERIAL TESTING ENGINEERING E3 11 E s s e n c e o f P e r f e c t i o n 1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773.5871/89 - Fax. 786.615.5801 HELICAL PILE REPORT B3 PROJECT NO. 18-131 DATE 4 -May CLIENT Bodax Foundations WEATHER Sunny ADDRESS 1101 NW 55th Street. Fort Lauderdale, FL 33309 TIME JOB STARTED 8:30 AM CONTACT Load (ton) TIME JOB FINISHED 1:00 PM PROJECT Private Residence. 3 1.5 ADDRESS 11300 NE 94th Street. Miami Shores, FL 33138 3 1.75 HELICAL PILE INSPECTION LOG Helical Pile No. length (ft) Time (min) Length (ft) Time (min) Length (ft) Time (min) Length (ft) Time (min) Length (ft) Time (min) Total LengthDP from Slab Top Helical Torque (psi) Load (ton) Remarks 3 4 0.75 3 1.5 3 1.5 3 1.75 3 2.5 3 1 2 3 1 2.1 3 1 1.25 2 1 1.25 1 27 1700 12 32 7 2.5 7 3.50 14 1300 12 Refusal @14' ' NSI Respectfully submitted by, ��� •�NS�--•. l % Q. • y = :w - b IAK bAJ1ILL(.t r - Field Engineer: Anthony Luna As a mutual protection to client, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication &i tater e n keitracts from our reports is reserved. In accordance with ASTM E329 this report shall not be reproduced, except in full without the prior written approval for B3 46tW e r yte@ring, LLC. E3 iii 133 MATERIAL TESTING ENGINEERING E s s e n c e o f P e r f e c t i o n 1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773.5871/89 - Fax. 786.615.5801 HELICAL PILE REPORT B3 PROJECT NO. 18-131 DATE 7 -May CLIENT Bodax Foundations WEATHER Sunny ADDRESS 1101 NW 55th Street. Fort Lauderdale, FL 33309 TIME JOB STARTED 9:00 AM CONTACT Load (ton) TIME JOB FINISHED 3:30 PM PROJECT Private Residence. 7 3.5 ADDRESS 11300 NE 94th Street. Miami Shores, FL 33138 7 5.75 HELICAL PILE INSPECTION LOG Helical Pile No. Length (ft) Time (min) Length (ft) Time (min) Length (ft) Time (min) Length (ft) Time (min) Length (ft) Time (min) Total Length from Slab Top DIPHelical Torque (psi) Load (ton) Remarks 24 7 1.5 7 3.5 7 5 7 5.75 28 1700 12 33 7 1 7 1 1.25 2 1 2.25 1 1 16 1400 12 Refusal @16' 31 7 1 7 1.25 3 4 17 1400 12 Refusal @17' 21 7 0.75 7 2.25 7 3.75 7 4.25 2 2 30 1500 12 Refusal @30' 27 7 1 7 3.75 3 5.75 17 1300 12 Refusal @17' 20 7 1 7 2.5 3 4.25 1 1 17 1200 12 Refusal @17' 26 7 1.75 7 3.25 14 1200 12 Refusal @14' 30 7 1.25 7 3 7 3.25 7 5.75 4 3.25 32 1500 12 Refusal @32' 22 7 1.25 7 3.25 7 3.25 1 7 3.75 3 1.75 3 2.5 1 34 1700 1 `1Q+" r Respectfully submitted by, P� • E ' e • e F� W = E$AR giFt , PE.� Z` Field Engineer: Anthony Luna Y PFIa. Relp. #684 • (D As a mutual protection to client, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publicatiorrofQ to l!nti6 e�uPens dr -aAs from our reports is reserved. In accordance with ASTM E329 this report shall not be reproduced, except in full without the prior written approval for B3 Ma Ti�TRsjiryg;[trA�tgBr n�2LC. B3 MATERIAL TESTING ENGINEERING I` s s e n c e o f P e r f e c t i o n 1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773.5871/89 - Fax. 786.615.5801 HELICAL PILE REPORT B3 PROJECT NO. 18-131 DATE 7 -May CLIENT Bodax Foundations WEATHER Sunny ADDRESS 1101 NW 55th Street. Fort Lauderdale, FL 33309 TIME JOB STARTED 9:00 AM CONTACT TIME JOB FINISHED 3:30 PM PROJECT Private Residence. ADDRESS 11300 NE 94th Street. Miami Shores, FL 33138 HELICAL PILE INSPECTION LOG Respectfully submitted by, � ; ° U4r, :�� •fie - LU_ �CESA% LLO, j5E� Field Engineer: Anthony Luna �Fla.Reg. �8�I7��,: As a mutual protection to client, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publiCyti pfst8tetz�'collgl iof%gnextract accordance with ASTM E329 this report shall not be reproduced, except in full without the prior written approvaifoj B3 vltral�Te�t�n4 gir�ee'Ying, LLC. from our reports is reserved. In Length (ft) Time (min) Total Length 1 from Slab Top DIP Helical Torque (psi Respectfully submitted by, � ; ° U4r, :�� •fie - LU_ �CESA% LLO, j5E� Field Engineer: Anthony Luna �Fla.Reg. �8�I7��,: As a mutual protection to client, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publiCyti pfst8tetz�'collgl iof%gnextract accordance with ASTM E329 this report shall not be reproduced, except in full without the prior written approvaifoj B3 vltral�Te�t�n4 gir�ee'Ying, LLC. from our reports is reserved. In B3 MATERIAL TESTING ENGINEERING E s s e n c e o f P e r f e c t i o n 1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773.5871/89 - Fax. 786.615.5801 HELICAL PILE REPORT B3 PROJECT NO. 18-131 DATE 8 -May CLIENT Bodax Foundations WEATHER Sunny ADDRESS 1101 NW 55th Street. Fort Lauderdale, FL 33309 TIME JOB STARTED 9:00 AM CONTACT Load (ton) TIME JOB FINISHED 5:30 PM PROJECT Private Residence. 7 3.25 ADDRESS 11300 NE 94th Street. Miami Shores, FL 33138 HELICAL PILE INSPECTION LOG Helical Pile No. Length (ft) Time (min) length (ft) Time (min) Length (ft) Time (min) Length (ft) Time (min) Length (ft) Time (min) Total LengthDP from Slab Top Helical Torque (psi) Load (ton) Remarks 28 7 2.25 7 3.25 4 4.25 18 1400 12 Refusal @18' 4 1 3 1.75 1 3 2.25 1 3 2.5 1 3 3.25 3 2 3 1.25 3 2.00 3 3.4 24 1400 12 Refusal @24' 5 3 1.25 3 2.25 3 2.5 3 3.25 3 3.4 15 1200 12 Refusal @15' 10 7 1.5 7 2.75 7 3.25 21 1300 12 Refusal @21' 25 7 1.25 7 2 7 3.75 1 7 2.25 1 1 28 1700 12 12 3 1.75 3 2.25 3 3.5 3 3.75 3 2 1 2 16 1300 12 Refusal @ 16' 16 7 1.5 7 2.5 7 3.75 4 3.25 25 1700 12 17 7 2.25 7 2.75 7 3.75 1 3 1 2.25 1 1 24 1500 �.�g7" Refusal @ 24' Respectfully submitted by, e e o% U� e _ ��yy • U3 -T• 2 •LIJ_ ajSARVjWTLt6;' PI Field Engineer: Anthony Luna Ia. Reg #6ajd® As a mutual protection to client, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publicatio •e&wdu• dd3i ® s< accordance with ASTM E329 this report shall not be reproduced, except in full without the prior written approval fo B ' '6 191r Oftiriet n LLC. from our reports is reserved. In B3 MATERIAL TESTING ENGINEERING E s s e n c e o f P e r f e c t i o n 1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773.5871/89 - Fax. 786.615.5801 HELICAL PILE REPORT B3 PROJECT NO. 18-131 DATE 8 -May CLIENT Bodax Foundations WEATHER Sunny ADDRESS 1101 NW 55th Street. Fort Lauderdale, FL 33309 TIME JOB STARTED 9:00 AM CONTACT Load (ton) TIME JOB FINISHED 5:30 PM PROJECT Private Residence. 7 3.25 ADDRESS 11300 NE 94th Street. Miami Shores, FL 33138 2 2 HELICAL PILE INSPECTION LOG Helical Pile No. Length (ft) Time (min) Length (ft) Time (min) Length (ft) Time (min) Length (ft) Time (min) Length (ft) Time (min) Total Length from (ft)Slab Top DIPHelical Torque (psi) Load (ton) Remarks 18 7 2 7 3.25 7 3.25 2 2 23 1400 12 Refusal @23' 19 7 1 1 7 2.25 7 3.5 1.5 2 1 1 22.5 1300 Refusal @22.5' 13 7 1.25 7 2.75 7 3.25 21 1700 12 Refusal @21' 14 7 1 7 2000 12 Refusal @7' 15 7 1 7 2 7 3.75 2 3.75 23 1300 12 Refusal @23' �r ..•..•••e Respectfully submitted by, �P; GENSF s ILLO Ria - Field Engineer: Anthony Luna a'Im•R?�7,;y As a mutual protection to client, the public and ourselves, all reports are submitted as the confidential roe • • • • • p p p property rty of clients, and authorization for publicatioripf tra`gn`�s� c/o�nclu�;ip�s or extracts from our reports is reserved. In accordance with ASTM E329 this report shall not be reproduced, except in full without the prior written approval for 83'Wt� al]Gselpg� i eRr ng, LLC. B3 MATERIAL TESTING ENGINEERING 3111 E s s e n c e o f P e r f e c t i o n 1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773-5871/5889 - Fax. 786.615-5801 I• A10 Mi 1 31 Page B3 MATERIAL TESTING ENGINEERING E s s e n c e o f P e , f e c L i o n 1676 West 31 PL., Hialeah FL, 33012 - Off. 786.606.5072 - Fax. 786.606.5072 Figure 1: Working on helical pile No. 26. Helical pile 18 -------------------------- Figure 2: Working on helical pile No. 18. W W W.B3Engineering.com B3 MATERIAL TESTING ENGINEERING E s s e n c a o f P c r f e c t i o n 1676 West 31 PL., Hialeah FL, 33012 - Off. 786.606.5072 - Fax. 786.606.5072 rr r Figure 3: Working on Helical Pile No. 27 m- Helical pile 14 ------------------------ w 00 77, Figure 4: Helical Piles No. 14 W W W. B3 Engineering.com B3 MATERIAL TESTING ENGINEERING 3111 E s s e n c e o f P e r f e c t i o n 1676 West 31 PL., Hialeah FL, 33012 - Off. 786.773-5871/5889 - Fax. 786.615-5801 41 Page Q 5j�/�a �/ails ��� j� SOIL STATEMENT '°OM,ea „i.'o, Ai[ 1. -_r• -r.___.__.. t ,rte ran am (m omusl n<aa..m. »...vn t°+r-„• e' -e' + r -r._ _r -r. .,� r_r_. e( w.o..a�x m.s ua L__J I � •_ �vnma .au x.aso ._._ .. r. v,r waxer •,oser STRUCTURAL NOTES i raa 2wx ... , .irrtr »rrtu > �. -- T— ----------- ooMwT�. mm rt,, ma ..M » e.. owa».a sndcn a >mo n. B r -- _ I� I vm.s srm.... m"x[m A :off 4, aow .,B a.r�,w K ws .e iT hi _^ sA roo" GENERAL NOTES .r n.asxa `..'°o C ..u.o y ua r[[ -[.� , �.';m n1ABsw `om • I POOL PILING LAYOUT „. rM[ .o»w.�. •ravers.,ao S 6 41A 1_ n.[ +sc raw.v ai...wa am,vei vrr.: we .+o mm.' o m.ua mo -..n vuan mwanao.c rrxrx . -a' ,aw n rwx •xar.mrn u%n .0 ♦ �r � L WY qM »1[ •xO[ rma!an a u[ n.n xu»r suwu a „iiVucp - _-J-A.-�.-_..._ tir- _�._-�..�.__� r rte_ •...:: _' _... __ /mL mMa s[or cre v.ua •x 1u0.o'nD R wxa Baia iar B[ai b x r oaww a ne eP11EY lm ® ,.�[ tea; }(iE ,a ,�►a,� " [ n vn,os err rte[{ 9•� ��tTF ^b P PILING DATA rmuv�4¢UP a •n.oxax o«.rta oarvsny «o.• imus a.qua %;r- '.:oi a i °w. .°�'ai rar ue nnau • w.svu ..... ym ro"` r xr snxz 4 w nn r•nl IIp .eR•rii ipp x/•n [I ve[ . ye• y� r�ic ••a•m d{r »owo [.a n[ SECTION A + + + `�I{WAr TYP DRAIN DEs. HELICAL PILEro DETAIL tti'°om[isl r ... .w rm�rncr � m.o ,t aaort � +vluoveorwu°i •.•• s •,. N — BY n . o�,as�a"•,Mn r� REVISIONS slxx. rl rau_ 3 or: 4 t rl il. -I ,! 4-- -A L A I 1.1 U MJ4 1 1 1 [:111' 21 ' x 2_, past m 0000 0000 0000.. 0000 0000 0000.. 0000.. 0000 0000 **:Goo . ... 0000. 00 0000... 0000.. . 0 0 0 0 . .. . . . 0 . 00. *** 0 0 0 900 SQ. TUBE 2" X 1" X14G.2PL POST SQ. TUBE 2" X 2" X 1/8 " PICKET SO. TUBE 314"x314"x16 G_ SQ. TUBE 2" X X14G.2PL 36" WIDTH GATE WITH SELF CLOSING AND SELF LATCHING DEVIC Detail (PICKET FENCE DETAIL) 0000 0000 0000.. OPtieO. • : 0000 .' Alum"arti *00000 0 ' 0 6 0 0' 0000 Shoe_ 0000 . . . . .... 0000 0000, . . 0000.. 0000 0000. 0 0000 .. 0000... .. . . . . 0000.. 0000.. . ... 0000.. 00 . 0. 0 0 0 . . GENERAL NOTES Soil borings on unmarked vacant property should be considered preliminary with fur zher boring(s) to be drilled after . building pad(s) are staked out. Soil borings on existing structures that are to be demolished should be considered Preli would need to be performed after the structures) has been demolished and Proposed ro osed nmsn�il and additional borings ew building staked out. As a mutual protection to clients, the public and ourselves, all reports are submitted authorization for publication of statements, conclusions, extracts from or regarding as confidential property of clients, an written approval, prat reports is reserved pending our KEY CLASSIFICATION & .vvx4BOLS Correlation of Penetration Resistance With Relative Density and Consistency Cone Penetration Standard' Tests Penetration /cm' lows/ft. Sands 0-16 0-4 17-40 5-10 41-80 11-20 81-120 21-30 Over 120 31.50 Silts & 0-3 0-2 Clay 4-9 3-4 10-17 5-8 18-31 9-15 32-60 16-30 Over 60 31.50 Relative Density Very Loose Loose Firm Very Firm Dense Very Loose Soft Firm Stiff Very Stiff Hard •••e•• 606.•0 0000 Boulders.' Cobbit• • • • Gravet •• Sand:":': Silt ' ' Clay ' 5%- 10% 10%.-30% 30%-50% 0%- 5% 6%. 10% 1]%-20% 21%-35% > 35% And • Goes• •••• •••••• a Size 0000.. > 12tR'' ••;••• 4.16 nim to 3 in. • O.Q7 mrp to 4.67•qi�y • 0.003 W. to 0.074 mm 000 < 90005 Mm 0" Modif Slightly Silty or Clayey Silty or Clayey Very Silty or Very Clayey slightly Trace Trace Little Some Rock Hardness Description Soft Rock core crumbles when handled Medium Can break with your hands. Moderate Hard Thin edges or rock core can be broken with fingers Hard Thin edges or rock core cannot be broken with fingers Very Hard Rock core rings when struck with hammer (cherts) 23 Boring "Test Location N r f� • • • }ni • P BI •••••• %_4ti�! 1 'Rz • • • • • • 1, ' • t ' x DYNATECH ENGINEERING CORP. Client: Appearance, LLC. Scale: N.T.S. Project: 1300 Northeast 94 Street, Miami Shores, FL Date: February 17, 2017 It • • 0000.. 0000.. •••. •••• .0200• • 0000 0000.. 0000 •.•0. • 0000.. •0000. 00 0000.. 0000 19 0000.. 0000.. s TEST BORING REP0ljT.. • • 0000.. 0000.. •••. •••• .0200• • 0000 0000.. 0000 •.•0. • 0000.. •0000. 00 0000.. 0000 19 � - '-----•----' -----_.-i --'----ver ua:aSva�.aw �+++aaa.a.aary uaaava�,to W WWD'Y NATECHENGINEERING.COM Miami, February 17, 2017 Mr. Bruno Halimi APPEARANCE, LLC. 75000 Northeast 4151 Court Miami, FL 33138 Re: Proposed Pool @ 1300 Northeast 941h Street Miami Shores, FL Dear Mr. Halimi Averaee Denth From To Pursuant to your request, DYNATECH ENGINEERING CORP. (DEC) iak!preted a •Sabsoil • • Investigation on February 17, 2017, at the above referenced project. The purpose tzf bur inveSiTgation Topsoil and grass was to help determine subsoil conditions relative to foundation design of the'Q fop - ed popl : • :Soo*: A total of (1) standard penetration boring test was performed according to A STM -P- dpvp • • • • • •586 tq an average depth of 30' below existing ground surface at the locations shown olftj a 'attached sk8tch. Gray silt The following graph was developed as a general condition below existing ground surface dM81i'me• 15'-0" of drilling for the subject site (Subsoil conditions are non-homogenous, refer to-field'boringlbgs:ror ' • •' exact locations and soil description. Average depths are approximate and will vary in the field f : Tan sandy limerock Averaee Denth From To Description 0'-0" 1'-0" Topsoil and grass 1'-0" 2'-6" Tan medium sand w/rock fragments 2'-6" 12'-0" Gray silt 12'-0" 15'-0" Tan very sandy limerock 15'-0" 30'-0" Tan sandy limerock Groundwater was measured immediately at the completion of each boring and was found at an average depth of approximately 3'-6" below existing ground surface at the time of drilling. Existing ground surface elevation was not provided to us at the time of drilling. Design engineers must verify existing ground elevations as well as FEMA Flood and County highest and lowest groundwater elevation for their design. Fluctuation in water level is anticipated due to seasonal variations and run off as well as varying ground elevations construction dewatering and pumping activities in the area and global warming. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed during construction. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall monitor and make sure that groundwater levels on adjacent properties are not adversely impacted due to the contractors dewatering activities. Specialty groundwater and water proofing contractors shall be consulted for all work below the groundwater level. Dewatering for pile caps is expected. 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL;INFO@DXNATECHENGINEERING.Cdf& E� Re: 1300 Northeast 94'h Street, Miami Shores, FL Based on our understanding of the proposed structure and our field boring logs; it is evident that deep foundation systems are needed to support the proposed pool and slabs without detrimental settlement. Based on the Florida Building Code FBC 2014, 51h edition; deep foundation systems shall consist of one of the following alternatives: Alternatives Approximate Pile Capacity Pile Capacity Allowable Pile Foundation Pile Depth Size in Tons in Tons Lateral Capacity B.E.L.S. Compression Tension in Tons Pin Piles / push piers 25' BELS 3"0 sch.80 5 Tons 1 Ton N/A Helical Piles 25' BELS 3"0 sch.80 12 Tons 6 Tons N/A Auger Cast Piles 25' BELS 12 Inches 25 Tons 12 Tons I Ton Auger Cast Piles 25' BELS 14 Inches 35 Tons 15 Tons 2 Tons n.n.L.3.: aetow cxisung Lana Surtace. For computer structural modeling of the building foundation system initial � � rti al P � s n' 6 6 constants of 500 Kpi for compression and 250 Kpi for tension may be used. Tffe vtrtical *''o constant values is the work pile load divided by estimated pile settlement an�i,�s Gosed on our experience and review of available pile load tests data and settlement estimates is similar • ... subsurface conditions and shall be refined as the structural model is developed! • • * * ..... 06.00. 6• Helical piles bearing capacity is a proprietary product dependent on manufkZt*X9*Z shaft type,, size, and steel strength as well as helix size, numbers, spacing, depth, soil profile and ins;allatiQp6t9=que. Therefore, the helical pile specialty foundation contractors and his engineer sgall submit sl&ned and sealed shop drawings of the proposed helical piles to the building department. %e above aeptllSare minimum depth required unless authorized by the geotechnical engineer. Predrilling may be required to achieve design depths. Lateral Load for a pile Top Deflection of'/4 inch. Lateral load capacities may be increased using battered piles. Batter angles can be used for the pile installation of up to 2 inches per foot (Horizontal, Vertical). However, care should be taken not to overlap adjacent piles. In case of existing structures in the vicinity of the pile driving operation, care shall be taken not to create excessive vibration. Vibration levels shall be monitored to verify compliance with county regulations. Steps must be taken by the contractor to prevent excessive vibrations in the event excessive vibrations are experienced during construction, alternative driving methods shall be implemented (ie: predrilling, jetting, hydraulic push, etc...). The minimum center to center of piles or adjacent piles shall be not less than two and a half the average diameter for round piles, but in no case less than 36 inches to avoid load capacity reduction caused by group effect. Piles shall be driven with a variation of not more than '/4" per foot from vertical, and within 3 inches of the specified plan location. The installation of adjacent piles (located within 6 pile diameters o.c. of each other) on the same working day is not recommended. We recommended that adjacent piles not be installed until the initial grouted pile has set overnight, but no less than 12 hours (Florida Building Code 1810.4.8.). 2 750 WEST 84TH STREET. HIALEAH FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAILINFOODYNATECHENGINEERING.COM 0000.. 0000.. 0000.. 0000. 0000. 0000.. 0000.. 0000.. Re: 1300 Northeast 941h Street, Miami Shores, FL The grout used in the pile installation shall develop a minimum compressive strength of 5000 PSI at 28 days. Large grout volumes, possibly twice (or more) of the theoretical pile volume, are expected for proper auger cast pile installation due to subsoil conditions. More so where former structures have been demolished and former piles removed causing additional underground cavities. All pile reinforcing must be designed by the structural engineer to resist all axial, bending, and shear stresses, and shall be placed under the supervision of our Geotechnical Engineer to verify compliance with our recommendations. If the pile is not reinforced over the entire length, we recommend a minimum of a single No. 7 bar be placed the full length of the pile to verify pile continuity. All work shall be performed in accordance with the applicable building code. The following soil parameters shall be used for retaining wall designs: - Soil unit weight moist: 130 pcf. Submerged: 70 Pcf. - Angle of internal friction: 30 - Earth pressure coefficient Ka: 0.33; Kp: 3.0 - Angle of wall friction: 30 for steel piles, 20 for concrete or brick walls; 150 uncoated steel. Any underground structures such as grease traps; septic systems, etc... must be %upportid•on pile ...... foundations, unless the deleterious material (ie: silt, muck, peat, etc...) is extaAt4d in its entirety .' and replaced with compacted washed gravel such as pea rock or # 57 stone. •F&J t:( utilit7 gtnes to .... • underside of structural slabs to limit settlements. • • • • • • • .... .... . . ..w. •�•• •.•.• Excavations shall not extend within 1 foot of the angle of repose next to existing fggtmgs or • • structures, unless underpinned. All excavation shoring must be designed and iuSpedted bJ aVoPida ...... licensed professional engineer. Excavation contractor must make provisiong•fgrtard excavation •� conditions. . ....:. All trenching work shall be in compliance with Florida Building Code, OSHA*, and Trench W* ety • • • • Act. Provisions shall be made by the architect, engineer of record and contractor to address vibration / dynamic loading; differential settlements when tying in new to existing structures. Mixing of different foundations shall not be used unless provided with expansion joints to address differential settlements and vibration transfer. Also note that as a common engineering practice for existing and new construction; outside ground surfaces must be sloped away from the structure as to avoid water accumulation and ponding. Rain gutters shall be installed and all rain water shall be discharged over splash guards a minimum of 5 feet away from building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundations. An arborist must be consulted prior to any land clearing to verify compliance with local codes. Detailed settlement analysis was beyond the scope of this report. However, we have compared the field test data obtained in this exploration with our experience with structures similar to those proposed for this report. The estimated magnitude of these settlements is less than/2 inch differential and less than 1 inch total settlements. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. If dynamic loading is proposed (ie: parking garage, etc...) this condition MUST be brought to our attention to re-evaluate the applicability of our recommendations. 750 WEST 84TH STREET. HLALEAK FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL.lNFOODYNATECHENGINEERING.COM Re: 1300 Northeast 90 Street, Miami Shores, FL This report was prepared in compliance with the 2014 Florida Building Code, 51'' edition. Site elevations were not provided to us for the test locations. Depths reported on the field boring logs represent the depth below existing ground surface as they existed on the date of drilling. In the event of subsequent filling, excavations or site work, the reported depths must be adjusted to represent proper depths. The boring log (s) attached present (s) a detailed description of the soils encountered at test location (s). The soil stratification shown on the boring log (s) is based on the examination of the recovered soil samples and interpretation of the driller's field log (s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. Regardless of the thoroughness of a geotechnical exploration there is always the possibility that conditions may be different from those of the test locations; therefore, DYNATECH ENGINEERING CORP. does not guarantee any subsoil conditions between the byre test9idlteV In accepting and using this report the client understands and accepts that all data €ronrthe bgririgs�are strictly for foundation analysis only and are not to be used for excavation or Da VAlling WiMates and pricing. Owner and site contractor must familiarize themselves with site ; ppditions�l;r'jpr to bidding. Client recognizes that actual conditions in areas not tested by DEC fh:;; lfffer f?m,. ose anticipated in DEC's report. Client understands and accepts that this can sigrriftuaVly inCrqpsethe cost of construction for its future projects. Client agrees that DEC shall not bd i-egponsible orTable for any variations in the actual conditions of areas not tested b DEC. F i *En 61�ro Y oS vnrrvntal. due diligence; a Phase I and/or Phase Il Environmental Site Assessments is recommended. Aga muival protection to clients, the public and ourselves, all reports are submitted as the mnfraentiat ptQptrty of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. The scope of services performed in the execution of this investigation may not be appropriate to satisfy the needs of other users, and use or re -use of this document or the findings, conclusions, or recommendations is at the risk of said user. Said user must contact DEC in writing to verify applicability of this report for their use. All work must be conducted under the supervision of our geotechnical engineer. The discovery of any site or subsurface conditions during construction which deviate from the information obtained from our subsoil investigation is always likely and should be reported to us for our evaluation. All work shall be conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and regulations. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, s (Ao1.. Wissam aamani, P. E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Special Inspector No. 757 Certificate of Authorization No.: CA 5491 ,1 SAAD No. 39584 STATE OF �. 4 750 WEST 84TH STREET. HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 928-9598 EMAIL•INFOODYNATECHENGINEERING.COM ` DYNATECH ENGINEERING CORP TEST BORING FIELD LOG CLIENT : APPEARANCE, LLC. DATE: 2-17-17 PROJECT : Proposed Pool @ HOLE NO.: B-1 ADDRESS : 1300 Northeast 94th Street, Miami Shores, FL. DRILLER: M. G. LOCATION ! See attached Orptrh DESCRIPTION OF MATERIALS Depth HAMMER BLOWS ON SAMPLER "N" 2 Hand H 4 6 3 1 1 4 0'-0" to 0'-6" TOPSOIL AND GRASS 0'-6" to 1'-0" DARK BROWN SAND W/ORGANICS 6 1 1 1 1 2 8 1'-0" to 2'-6" 2'-6" to 12'-0" TAN MEDIUM SAND W/ROCK FRAGMENTS GRAY SILT le••• ..... : A .... • .... A .. I2•" A A:. 12'-0" to 15'-0" TAN VERY SANDY LIMEROCK 4,"" ` 4060090 `..' .. 15'-0" to 30'-0" TAN SANDY LIMEROCK 19` `: : 12 • 11� 14 :..10. 250 • . 18.. . A ... . 00 A. 20 A A 22 A A 24 18 17 33 16 I2 26 A A 28 A A 30 A A 32 34 36 38 _ _ _ _ __ . ___ _ _ ....,..-6 �_.....,., — ., ,,,pp u, urm,ug ns a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. H.A.: HAND AUGER; A: HOLLOW STEM AUGER; R: REFUSAL 5 AM 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598EMAILINFOODYNATECHENGINEERING.COM ` t 4 SITE PLAN 21 ...... .... ...... .... .... . . 21 Title : Dsgnr: Description Scope: Rev: 580000 User: KW -0605358, Ver 5.8.0, 1 -Dec -2003 Multi -Span Concrete Beam (c)1983-2003 ENERCALC Engineering Software Description 1S-1 #4 (T Conc. Slab -1 Span-3.5')(Cantilivered) Job # Date: 4:19AM, 12 JUL 17 Page 2 tuds & Joists • • • . • • • • Location ft 0.00 Moment k -ft -1.4 _ Shear k 0.8 Deflection in 0.0000 Job # Date: 4:19AM, 12 JUL 17 Page 2 tuds & Joists • • • . • • • • .0000• ••.• 0.000• • .0.000 • • 0.00•• ...• ...• . • • 9 • • ..•• 0000 ..0 00.90• 09 9 ..••• • 9 • •. •. • •• .9..99 • . • . • . . .•..•. • • 9 90 0 900 • 0 0 00 1: Title : Job # Dsgnr: Date: 10:14PM, 11 JUL 17 Description Scope: User: Kw0805358, Ver 5.8.0, 1 -Dec -2003 Multi -Span Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software CRISTIAN BERNARD.EMStuds & Joists Description Joist 2"x10" @ 16" o.c. (Gravity -10' Span) General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Southern Pine, No.2 2 -4 Thick, 8 Wide Fb : Basic Allow 800.0 psi Elastic Modulus 1,400.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 175.0 psi Load Duration Factor 1.000 Note: Repetitive Member Stress Increase of 1.15 being used for all members under 4" wide Timber Member Information Description S-1 S-2 Mmax @ Cntr in -k 13.8 0.0 @ X = ft Span ft 10.00 2.00 in -k 0.0 000000 Timber Section 2x10 2x10 • • • • • • • • • • 646.3 112.2 Fb : Allowable psi 829.0 900.8 Beam Width in 1.500 1.500 ' Shear @ Left k Beam Depth in 9.250 9.250 k 0000 • ""' End Fixity Pin - Pin Pin - Free ... • • • • • psi Le: Unbraced Length ft 5.00 2.00 "" "" Shear OK Member Type Sawn Sawn Loads •:0 Live Load Used This Span ? Yes Yes • . . . 000, • Dead Load #/ft 20.00 20.00 • • Live Load #/ft 80.00 80.00 : • • • • • • Results ' .. Mmax @ Cntr in -k 13.8 0.0 @ X = ft 4.80 2.00 Max @ Left End in -k 0.0 -2.4 Max @ Right End in -k -2.4 0.0 fb : Actual psi 646.3 112.2 Fb : Allowable psi 829.0 900.8 - @ X = ft 4.93 Bending OK Bending OK Shear @ Left k 0.48 0.20 Shear @ Right k 0.52 0.00 fv : Actual psi 47.6 13.4 Fv : Allowable psi 175.0 175.0 Shear OK Shear OK Reactions & Deflection DL @ Left k 0.10 0.14 LL @ Left k 0.38 0.58 Total @ Left k 0.48 0.72 DL @ Right k 0.14 0.00 LL @ Right k 0.58 0.00 Total @ Right k 0.72 0.00 Max. Deflection in -0.147 0.085 - @ X = ft 4.93 2.00 Query Values Moment in -k 0.0 -2.4 Shear k 0.5 0.2 Deflection in 0.0000 0.0000 J.C.D. ARCHITECT, Inc. Q JUAN C. DAVID R. A. AP,00015W LEED ACCREDITED RKOFFESSPONAL Ossign & Development Archftmrs Irdw1om Plaming Clonahiadorl 13WG"WW.*AP4V 0 MWICPAPMMM46 6 WOWO7•M4SU a FMOMMa = ..... ...... .. JOB CR/5,-/A Al ADDRESS PROJECT No CALCULATED BY. CHECKED BY SHEET No OF DATE DATE ....... .... . .... . .. ...... .. .... .... ...... .... . . ... .. ... .. ........ . ... ...... . ... ... .. ... ........ . ... .. ...... .... .. .... ... ... . ...... ... ....... . .. ........ ...... . ..... ... ....... ....... .... ..... ..... .. ......... . . ...... ....... ... ....... . .... ...... .. .. .. ..... . .......... ...... .... ...... .. .......... .. .... .... .. ........... ... .. . ..... ...... ...... .. .... .... ...... .. ..... ....... .. ... .. ....... .. . ..... ........ ..... .. .. . ...... : ..... ... ... ..... ....... ... . ........ .. .... . . . ........ . .. .. . ..... ...... ...... . ... . ... .. ......... . ............ All . ..... ....... ... ..... .... ... .... ...... ..... .......... ...... ....... ........ ... .. A . .... .. .... .. .. ........ . ... . ........ .... .... ... ... ..... .... .. .... . ....... ... . . ........... .. ........... . .. ............ .. ....... .. .... . ..... ............. ..... . ....... .. .... ............ .. ........... . .... ....... . ......... ... .. ..... .. . ...... ........ ... ... ... .. .... ... ....... .... ...... . .... .. ...... ... ...... .. . . ....... ... ........ .... - - - ........... ...... ........ .. . . ... ..... . . ...... .. ... .. .. ...... .. .. ....... .. . — . ...... .... ...... ....... .. . ...... . . ....... . ...... .... . .. ........ . ....... ..... ....... .. . .. .. . .... ......... . IM . .... ..... ..... .............. .. .... .... . .... ....... . ..... .. ........... .. . . ... ....... . .... ... ....... . .. ....... ...... ..... ........ ... .... ....... xe .. ..... ...... .. . . ...... ........... ... . ... .. . .. .... ...... .... ...... ..... ..... . .... . .. .. ............ .... • 0 0 f ..... . .. .. . ..... .. .. . . .. ....... .. .. .... . .. .. - .... ....... .... .. ...... . .......... ............ . . ...... ............ .. . . .. ... .... . ...... ....... ........... .. — . ........ ........ .. ... .. ....... .. .. .. .. .. ... ......... . . . . .... ... ......... .... .... . ... **Poo* 00 0! 0 0 .......... .. 00. 0 46 0. .......... .... .. .... .. .... .. .. ........ ... ... . ... . .... ..... ........ . .. ..... . . ........ . .... . .. ...... .. .... .... ...... .... . . ... .. ... .. ........ . ... ...... . ... ... .. ... ........ . ... .. ...... .... .. .... ... ... . ...... ... ....... . .. ........ ...... . ..... ... ....... ....... .... ..... ..... .. ......... . . ...... ....... ... ....... . .... ...... .. .. .. ..... . .......... ...... .... ...... .. .......... .. .... .... .. ........... ... .. . ..... ...... ...... .. .... .... ...... .. ..... ....... .. ... .. ....... .. . ..... ........ ..... .. .. . ...... : ..... ... ... ..... ....... ... . ........ .. .... . . . ........ . .. .. . ..... ...... ...... . ... . ... .. ......... . ............ All . ..... ....... ... ..... .... ... .... ...... ..... .......... ...... ....... ........ ... .. A . .... .. .... .. .. ........ . ... . ........ .... .... ... ... ..... .... .. .... . ....... ... . . ........... .. ........... . .. ............ .. ....... .. .... . ..... ............. ..... . ....... .. .... ............ .. ........... . .... ....... . ......... ... .. ..... .. . ...... ........ ... ... ... .. .... ... ....... .... ...... . .... .. ...... ... ...... .. . . ....... ... ........ .... - - - ........... ...... ........ .. . . ... ..... . . ...... .. ... .. .. ...... .. .. ....... .. . — . ...... .... ...... ....... .. . ...... . . ....... . ...... .... . .. ........ . ....... ..... ....... .. . .. .. . .... ......... . IM WIND10 0-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 Description: Cristian Bernard Company Name: J.C.D. Analysis by: O.G. Calculated Parameters Type of Structure Height/Least Horizontal Dim 0.25 Flexible Structure No Calculated Parameters Gust Factor Category I: Rigid Structures - Simplified Method i Hurricane Prone Region (V>100 mph) lFor rigid structures (Nat Freq > 1 Hz) use 0.85 1 Table 6-2 Values Alpha = Gust Factor Category II: Rigid Structures - Complete Analysis 11.500 Zm z 1 700.000 Cc * (33/z)^0.167 0.1741 Lzm 1*(zm/33)^Epsilon 581.29 ft Q (1/(1+0.63*((Min(B,L)+Ht)/Lzm)^0.63))^0.5 0.9039 Gust2 0.925* 1+1.7*Izm*3.4*Q / 1+1.7*3.4*Izm 0.8804 Gust Factor Summary G At 0.85 Bt Bm = 0 Cc I = 650.00 Epsilon = 11.92 Zmin = 7.00 ft Fist 6-5 Internal Pressure Coefficients for Buildinas, Gcpi Condition Gust Factor Category I: Rigid Structures - Simplified Method i Gust1 lFor rigid structures (Nat Freq > 1 Hz) use 0.85 1 0.85 Open Buildings Gust Factor Category II: Rigid Structures - Complete Analysis 0.00 Zm 0.6 * Ht 13.50 ft Izm Cc * (33/z)^0.167 0.1741 Lzm 1*(zm/33)^Epsilon 581.29 ft Q (1/(1+0.63*((Min(B,L)+Ht)/Lzm)^0.63))^0.5 0.9039 Gust2 0.925* 1+1.7*Izm*3.4*Q / 1+1.7*3.4*Izm 0.8804 Gust Factor Summary G Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.85 Fist 6-5 Internal Pressure Coefficients for Buildinas, Gcpi Condition Gc i Max + Max - Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 0.18 1 -0.18 4/24/2017 Developed by Meca Enterprises, Inc. Copyright 2010 J.C.D. Page No. 1 of 4 11 4/24/2017 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 6.5.12.2.1 Desian Wind Pressure - Buildinas of All Heiahts Elev ft Kz Kzt qz Pressure Ib/ft"2 Windward Wall* Leeward Wall Total Shear Moment Ib/ft^2 +GCpi -GCpi +GCpi -GCpi +/-Gcpi (Kip) (Kip -ft) 24 1.12 1.00 74.50 37.40 63.92 -44.57 -18.05 81.97 12.17 9.13 22.5 1.11 1.00 73.67 36.84 63.36 -44.57 -18.05 81.41 28.29 34.38 20.5 1.09 1.00 72.49 36.03 62.55 -44.57 -18.05 80.60 32.28 63.67 20 1.08 1.00 72.18 35.82 62.34 -44.57 -18.05 80.39 1 72.071 171.2211 15 1.03 1.00 68.65 33.42 59.95 -44.57 1 -18.05 78.00 187.901 2301.18 mote l rosiuve rorces act toward the race ang Negative forces act away from the race. Figure 6-6 - External Pressure Coefficients, Cp Loads on Main Wind -Force Resisting Svstems4Msthod 21 L Variable Formula Value Units Kh 2.01 *(Ht/z )^(2/Alpha) 1.11 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256*(V)^2*Kh*Kht*Kd 73.67 psf Khcc Comp & Clad: Table 6-3 Case 1 1.11 Qhcc .00256*V"2*Khcc*Kht*Kd 73.67 sf Wall Pressure Coefficients, Cp Surface C Windward Wall See Figure 6.5.12.2.1 for Pressures7 0.8 Roof Pressure Coefficients, Cp Roof Area (sq. ft. - Reduction Factor 1.00 Calculations for Wind Normal to 99 ft Face Cp Pressure (psf) Additional Runs may be req'd for other wind directions +GCpi -GCpi Leeward Walls (Wind Dir Normal to 99 ft wall) -0.50 -44.57 -18.05 Leeward Walls (Wind Dir Normal to 90 ft wall) -0.48 -43.32 -16.80 Side Walls -0.70 -57.09 -30.57 Roof - Wind Normal to Ridge Theta>=10 - for Wind Normal to 99 ft face Windward - Min Cp -0.63 -52.59 -26.06 Windward - Max Cp -0.12 -20.47 6.05 Developed by Meca Enterprises. Inc. Copyright 2010 J.C.D. Page No. 2 of 4 12 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 Leeward Normal to Ridge -0.37 -36.56 -10.03 Overhang Top (Windward) -0.63 -39.33 -39.33 Overhang Top (Leeward) -0.37 -23.29 -23.29 Overhang Bottom (Applicable on Windward only) 0.80 49.29 49.29 Roof - Wind Parallel to Ride All Theta) - for Wind Normal to 90 ft face 2 Dist from Windward Edge: 0 ft to 45 ft - Max Cp -0.18 -24.53 1.99 Dist from Windward Edge: 0 ft to 11.25 ft - Min Cp -0.90 -69.62 -43.10 Dist from Windward Edge: 11.25 ft to 22.5 ft - Min Cp -0.90 -69.62 43.10 Dist from Windward Edge: 22.5 ft to 45 ft - Min Cp -0.50 -44.57 -18.05 Dist from Windward Edge: > 45 ft -0.30 -32.05 -5.53 * Horizontal distance from windward edge -0.45 0.18 -0.18 Figure 6-10 - External Pressure Coefficients, GCpf Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft • • • • • • Kh = 2.01*(Ht/zg)^(2/Alpha) _ Kht = Topographic factor (Fig 6-2) _ Qh = 0.00256*(V)^2*Kh*Kht*Kd = Theta = Angle of Roof = it Sa6'.�.za'i/ pip - Transverse 000.0• 1.11 0.00 1.00 0.00 73.67 01.60• 11.8 Deg • 6 • • •••••• • • 47) • • Longitudinal Direction Torsional Load Cases Developed by Meca Enterprises, Inc. Copyright 2010 J.C.D. 4/24/2017 Page No. 3 of 4 13 0000•• Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpf -GCpf qh s Min P s Max P s 1 0.46 0.18 -0.18 73.67 20.55 47.07 2 -0.69 0.18 -0.18 73.67 -64.09 -37.57 3 -0.42 0.18 1 -0.18 73.67 -44.19 -17.67 4 -0.35 0.18 -0.18 73.67 -39.30 -12.78 5 -0.45 0.18 -0.18 73.67 -46.41 -19.89 6 -0.45 0.18 -0.18 73.67 -46.41 -19.89 1 E 0.70 0.18 -0.18 73.67 38.02 64.55 2E -1.07 0.18 -0.18 73.67 -92.09 -65.57 3E -0.60 0.18 -0.18 73.67 -57.65 -31.13 Developed by Meca Enterprises, Inc. Copyright 2010 J.C.D. 4/24/2017 Page No. 3 of 4 13 0000•• WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 4E -0.53 1 0.18 -0.18 1 73.67 1 -51.95 -25.43 * p = qh * (GCpf - GCpi) Fissure 6-11 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft a It a H� a 1�..ee tt 7 "l Beta°<= 27 a a = 9 ==> 1 9.00 ft lMnhle Glick nn anv data ontnl lino fn rnrnivn n hnln Qrrnnn 4/24/2017 •0000. Component width (ft) 0000.. Area (ft"2) Zone Max GCp Min Nind Press (Ib/ft" Max Min J -1 1.33 12 48.00 0000.. 0000 0000.. 40.06 - -74.55 J-1 0000.. 12 48.00 2 0.36 0000.. 0000 0000 . . 1.33 12 48.00 0000 0000 0000. 40.06 -113.41 0.00 OH 1.33 2 2.66 ,0000.00 0.50 -0.90 36.84 -66.30 OH • . • . 0000.. 2H 0000.. -2.20 36.84 -162.08 OH .. 2 ...... 00 • 0*06 . -3.70 36.84 -272.58 .. 0.00 Component width (ft) Span (ft) Area (ft"2) Zone Max GCp Min Nind Press (Ib/ft" Max Min J -1 1.33 12 48.00 1 0.36 -0.83 40.06 - -74.55 J-1 1.33 12 48.00 2 0.36 -1.36 40.06 -113.41 J-1 1.33 12 48.00 3 0.36 -1.36 40.06 -113.41 0.00 OH 1.33 2 2.66 1H 0.50 -0.90 36.84 -66.30 OH 1.33 2 2.66 2H 0.50 -2.20 36.84 -162.08 OH 1.33 2 2.66 3H 0.50 -3.70 36.84 -272.58 0.00 Wall 1 10 33.33 4 0.91 -1.01 80.13 -87.50- Wall 1 10 33.33 5 0.91 -1.22 80.13 -102.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ivuM. r-utc, d-ulm I U❑uuyii u, of in inrougn in Tor overnangs. Developed by Meca Enterprises, Inc. Copyright 2010 J. C. D. Page No. 4 of 4 14 0 J.C.D. ARCHITECT, Inc. JUAN C. DAVID R. A. Fi=15W LEEO ACCREDITED PROFESSIONAL Design & Development ArohNsCh a hterbro Planning CorwWucybn MCMRB[.T. INC. 10a w•i wr.•r •N • M.•+. rl•1d�aHY • Mvl•:p�PM�•0 • F-am2 4m a 7.4 lb,a JOB GR/S7-JAAl ADDRESS PROJECT No CALCULATED BY CHECKED BY SHEET No OF DATE DATE qM bSrG 1. rca�c:fa�.50 �.. . Wow=o .../ k 93F t +r. ... ,2 3.7 5 Ci Z4 " �9 0 37 5 f s sry ..20 25 , 0000.. .�2',...... g ;., '-'00 y 3 d'.84 472. 6� 6:N0.6 Tr r .. (0•.5-z-zs....: ......... .... ... .��) ...... ... .. .......... ....... ......... ... ... .. .. D ---j• t Q /�/' a7). a r j • • • • . 0000 \\ f •• • Z,• •/•bo 0000 ... • • • • .. O ........: ..,..... ... . 0000 TORSIOrti/ Q7" p/� FdG.S •••• ,^ _ _. .......... 0000 ..e.. 00'00' . '0000 ... x'. ._ ............ „ ,0000 ........._. /. _' ........' - _. ' v �3!5 y` 3o6.�r. �x ��!.... R..�. d'9 .. .... . . 0000:• %♦ ... ... .. 'i 6'4j� •Y•o6eoe • • •i 64, •. • 7� .. ...0,000. .....: _.• _ I , 02 Title : Job # Dsgnr: Date: 1:06AM, 12 JUL 17 Description Scope: User: KW -0605358, Ver 5.8.0, 1 -Dec -2003 Multi -Span Concrete Beam Page 1 (c)1983-2003 ENERCALC Engineering Software CRISTIAN BERNARD.ECW:Studs & Joists Description GB -1 (12"x24") Grade Beam (5-Span)(Cristian) - General Information Bar Depth 20.25in 20.25in Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 5,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Bar Depth 3.75in 3.75in Description 3.75in s-1 S-2 S-3 S-0 S-5 Span ft 11.00 11.00 11.00 11.00 2.00 Beam Width in 12.00 12.00 12.00 12.00 12.00 Beam Depth in 24.00 24.00 24.00 24.00 24.00 End Fixity Yes Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Free Reinforcing Center Area 1.32in2 1.32in2 1.32in2 1.32in2 1.32in2 03 Bar Depth 20.25in 20.25in 20.25in 20.25in 20.25in Left Area 1.32in2 1.32in2 1.32in2 1.32in2 1.32in2 Bar Depth 3.75in 3.75in 3.75in 3.75in 3.75in Right Area 1.32in2 1.32in2 1.32in2 1.32in2 1.32in2 Bar Depth 3.75in 3.75in 3.75in 3.75in 3.75in Loads •••••• •• • ••••• Using Live Load This Span ?? Yes Yes Yes Yes Yes Dead Load k/ft 0.930 0.930 0.930 0.930 0.930 Live Load k/ft 0.720 0.720 0.720 0.720 0.720 Results Beam OK Beam OK Beam OK Beam OK Beam OK Mmax @ Cntr k-ft 23.62 10.96 11.55 21.12 0.00 @ X = ft 4.33 5.87 5.13 6.45 0.00 Mn * Phi k -ft 115.35 115.35 115.35 115.35 115.35 Max @ Left End k -ft 0.00 -32.66 -22.19 -31.39 -5.05 Mn * Phi k -ft 115.35 115.35 115.35 115.35 115.35 Max @ Right End k -ft -32.66 -22.19 -31.39 -5.05 0.00 Mn * Phi k -ft 115.35 115.35 115.35 115.35 115.35 Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 10.92 14.84 13.06 16.29 5.05 Shear @ Right k 16.86 12.94 14.73 11.50 0.00 Reactions & Deflections DL @ Left k 4.02 11.67 9.57 11.42 6.09 LL @ Left k 3.11 9.04 7.41 8.84 4.72 Total @ Left k 7.14 20.71 16.98 20.26 10.81 DL @ Right k 11.67 9.57 11.42 6.09 0.00 LL @ Right k 9.04 7.41 8.84 4.72 0.00 Total @ Right k 20.71 16.98 20.26 10.81 0.00 Max. Deflection in -0.005 -0.001 -0.002 -0.004 0.002 @ X = ft 4.84 5.94 5.13 6.09 2.00 Inertia : Effective in4 13,824.00 13,824.00 13,824.00 13,824.00 13,824.00 Shear Stirrups Stirrup Rebar Area in2 0.220 0.220 0.220 0.220 0.400 Spacing @ Left in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .2*L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .4*L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .8*L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 03 •••... •... ...•.. • •••• .••. • . •••••• •• • ••••• •• •• • •• •••••• • • • • • • • • • •••••• 00606 • • • • • • 03 Title : Job # Dsgnr: Date: 1:06AM, 12 JUL 17 Description Scope: Rev: 580000 User: KW -0605358, Ver 5.8.0, 1 -Dec -2003 Multi -Span Concrete Beam Page 2 (c)1983-2003 ENERCALC Engineering Software CRISTIAN BERNARD.ECW:Studs & Joists Description GB -1 (12"x24") Grade Beam (5-Span)(Cristian) Location ftj 0.00 0.00 0.00 0.00 0.00 Moment k-ft 0.0 -32.7 -22.2 -31.4 -5.1 Shear k 10.9 14.8 13.1 16.3 5.1 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 04 • • 6 • 0 • • • • 0000•• •. • 0000 • _ 0000•• •06• ••00.6 • 0000•• • • • •0006• 0000 0000 6 • • • • 0 0000 0000 09:000 0000•• •• . 0000• • 0 • • • •• •• • •• 0000•. • 60••06 • • • • • • •0000• 0000•• • • • • •6 • • 0000•• 04 Title : Job # Dsgnr: Date: 2:52AM, 12 JUL 17 Description Scope: User: KW -0605358, Ver 5.8,0, 1 -Dec -2003 Multi -Span Concrete Beam Page 1 (c)1983-2003 ENERCALC Engineering Software CRISTIAN BERNARD. ECW:Beam Description GB -2 (12"x24") Grade Beam (3 -Span 11')(Cristian) General Information Bar Depth 20.25in Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 5,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information 1.32in2 Description S-1 S-2 S-3 Span ft 2.50 11.00 2.50 Beam Width in 12.00 12.00 12.00 Beam Depth in 24.00 24.00 24.00 End Fixity 3.75in Free -Pin Pin -Pin Pin -Free Reinforcing Center Area 1.32in2 1.32in2 1.32in2 05 Bar Depth 20.25in 20.25in 20.25in Left Area 1.32in2 1.32in2 1.32in2 Bar Depth 3.75in 3.75in 3.75in Right Area 1.32in2 1.32in2 1.32in2 Bar Depth 3.75in 3.75in 3.75in Loads ' UsingLive Load This Span ?? P Yes Yes Yes • • ' + ' Dead Load Wit 0.480 0.480 0.480* 00000 •..... ..•. ' ...•.• Live Load k/ft 0.420 0.420 0.420 • • • • • Results Beam OK Beam OK Beam OK •• •• Mmax @ Cntr k -ft 0.00 16.63 0.00 000000 @ X = ft 0.00 5.50 0.00 • • 000000 � �• • • • Mn*Phi k -ft 115.35 115.35 115.35 • Max @ Left End k -ft 0.00 -4.33 -4.33 • • ' ' Mn * Phi k -ft 115.35 115.35 115.35 •""' Max @ Right End k -ft -4.33 -4.33 0.00 ' ..' : ... . : • Mn * Phi k -ft 115.35 115.35 115.35 ' •: Bending OK Bending OK Bending OK Shear @ Left k 0.00 7.62 3.46 Shear @ Right k 3.46 7.62 0.00 Reactions & Deflections DL @ Left k 0.00 3.84 3.84 LL @ Left k 0.00 3.36 3.36 Total @ Left k 0.00 7.20 7.20 DL @ Right k 3.84 3.84 0.00 LL @ Right k 3.36 3.36 0.00 Total @ Right k 7.20 7.20 0.00 Max. Deflection in 0.003 -0.004 0.003 @ X = ft 0.00 5.50 2.50 Inertia : Effective in4 13,824.00 13,824.00 13,824.00 Shear Stirrups Stirrup Rebar Area in2 0.220 0.220 0.220 Spacing @ Left in Not Req'd Not Req'd Not Req'd Spacing @ .2*L in Not Req'd Not Req'd Not Req'd Spacing @ .4*L in Not Req'd Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not Req'd Not Req'd Spacing @ .8*L in Not Req'd Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd Not Req'd 05 Title : Dsgnr: Description Scope: Job # Date: 2:52AM, 12 JUL 17 User: KW -0605358, Ver 5.8.0, 1 -Dec -2003 Multi -Span Concrete Beam Page 2 (c)1983-2003 ENERCALC Engineering Software CRISTIAN BERNARD.ECW:Beams Description GB -2 (12"x24") Grade Beam (3 -Span 11')(Cristian) Query Values Location Moment Shear Deflection ft0.00 0.00 0.00 -ft 0.0 -4.3 -4.3 k 0.0 7.6 3.5 in 0.0025 0.0000 0.0000 •0000• FlU •• • 0000 • 0000•• 0000 0000•• • 0000♦• • • • 0000♦• 0000 0000 • • • • • • 0000 Y • • • • 00.00• •• • 40•♦• •• •• • •• •0000• ♦ •000•• • • • • • •0000• 0000•• FlU Title : Job # Dsgnr: Date: 4:19AM, 12 JUL 17 Description: Scope: User: KW -0605358, Ver 5.8.0, 1 -Dec -2003 Multi -Span Concrete Beam Page 1 (c)1983-2003 ENERCALC Engineering Software CRISTIAN BERNARD.ECW:Studs & Joists Description 1S-1 #4 (6" Conc. Slab -1 Span-3.5')(Cantilivered) General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 5,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description S-1 Span ft 3.50 Beam Width in 12.00 Beam Depth in 6.00 End Fixity Fix -Free Reinforcing Center Area 0.20in2 Bar Depth k/ft k/ft 4.25in Left Area Mmax @ Cntr 0.20in2 Bar Depth fl 1.75in Right Area Max @ Left End 0.20in2 Bar Depth k -ft 1.75in Loads Dead Load Live Load k/ft k/ft Results k Mmax @ Cntr k -ti @X= fl Mn * Phi k -fl Max @ Left End k -ft Mn * Phi k -ft Max @ Right End k -ft Mn * Phi k -ft Shear @ Left k Shear @ Right k Reactions & Deflections DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @X= ft Inertia : Effective in4 Shear Stirrups • Stirrup Rebar Area int Spacing @ Left in Spacing @ .2*L in Spacing @ A*L in Spacing @ .6*L in Spacing @ .8*L in Spacing @ Right in 0.090 0.060 Beam OK -1.40 0.00 3.68 -1.40 3.68 0.00 3.68 Bending OK 0.80 0.00 0.31 0.21 0.52 0.00 0.00 0.00 -0.006 3.50 216.00 0.000 Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 07 .0000. 1*00.00 •ogle •••e9• • 060.00 • • • 0080 06.60• •• • •0•06 e • s • • •• •• • •• •foe•• • • • • • 009,0• 0000•• • • • • • 09 a e01 e • • • • • 07 Q J.C.D. ARCHITECT, Inc. JUAN C. DAVID R. A. Awamsu4 LEED ACCREDITED PROFESSIONAL Design & Development •wicr+rerv.Mc. ,ra•..w.,•rrr . rnaiarr+r . w,wew.aa.w . wa•us� JOB GQ/67714AI ADDRESS PROJECT No SHEET No OF CALCULATED BY DATE CHECKED BY DATE .........._ . ...._....._ .. .. , ... _.i ..._. ..... _,_..... .. . _ .j ..... .. ._.... . _ _... %s l%� x C��� 7- ) !a ,8a ,5 A �- .0_� 1.7'' )x ' 17;(1­531)�-2 .80,��...... ) . X00' gad Sd�LW,c `� .... , . O .. , . ... ...., . . df0•..• ,. .. _ _.. .......... W.L.. t• • • • • •.. .....i.. • • ••:••• . .... .oS.G• �o .•...•.• • zAM •• •.�• .•.v�.e . • . -� •mss 5_ .. _ _....._..... 10.2 z .... _ r.�. • . ; _. • le ... _.Ole ! j :w : _... . _. _ oo, 0 : _ . . _... __. .._.:._ 6 . ... _ 97 �� O : . 2 _ .... . Go . ...,.,... ... , .............. ..,..... ... a ...... .... ....... ..._ .. .._ ... ••s p �J x r �{/ % J : r Q , ... .r.....�..._...., .. ...,...... .. ......:. ._ .Jo ...... .. _. .._ .., .. .. ... .... 01 TA. A 0 J.C.D. ARCHITECT , Inc. JUAN C. DAVID R. A. AR -00015344 LEEO ACCREOITEE) PROFESSIONAL Design & [Development Architecture Interiors Planning Construction ARCHITECT, INC. I 1385 CAral Way, Suite 407 a Ml—i, Floc a 33145 a Ph— (305) 285-4343 o Fax: (305} 2854330 EXTERIOR ALTERATION 1300 NE 94th Street Miami Shores, FL 33138 ;...;. Owner: Cristian Bernard .... .•••""� .... .... ..... ...... .. . ..... .... . .. ...... . . . . ...... TABLE OF CONTENT �•• '• �•• e • Sheet No. 01-06 07-08 09-09 15-23 STRI_ C" , Description Foundations Grade Beams Design Concrete Slab Design Wood Joists & Ledger Design Wima nay ' per ASCE 7-10 Geotechnical Report DNII- I 8. NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by Lt 11511m) %(WO� to perform special inspector services un er t e IQr�•da Building Code 5th Edition (2014) and Miami Da a Ce my Administrative Code at the �V� i' project on the below listed structure as of t (date). I am a registered architect/professional engineer licensed in th ate of Florida. Process Number: � • r _ 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 • _ Trusses > 35 ft, long or 6 ft. high i l.. ,Oey9y� Miami Shores Village till ... • .. Building Department Soil Compaction 10050 NE 2nd Ave. o's Miami Shores, FL 33138 305-795-2204 / 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 Lt 11511m) %(WO� to perform special inspector services un er t e IQr�•da Building Code 5th Edition (2014) and Miami Da a Ce my Administrative Code at the �V� i' project on the below listed structure as of t (date). I am a registered architect/professional engineer licensed in th ate of Florida. Process Number: � • r _ 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 • _ Trusses > 35 ft, long or 6 ft. high i l.. .... Steel Framing and Connections welded or bolted till ... • .. ilii •. Soil Compaction ..'..' '..' _ Precast Attachments l Roofing pplications, Lt. Weight. Insul.Conc. •lliir • / i ,� vOther T r' V �y�tMm �Z `��j .. .... • Note: Only the marked boxes apply. The following individual(s) employed by this firm at- me is authorized representative to perform inspectippn�* �► 1. 1��� I`��1�y� 2. 3. a *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 Perm' , 'I, ubmit to the Building Inspector at the time of the final inspection the completed inspecti led statement indicating that, to the best of my knowledge, belief and 4 prof Q tho tions of the project outlined above meet the intent of the Florida Building Co a subst� iit it ac ince with the approval pians. 'Q OP\0 fit' Engineer/Architect LU Y ~ NametCf n ea a �4; Prtn44,' Address W" 1'F Vq CKe'sl�fi SJ