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REV-16-1053�co Miami Shores Village t� Building Department artment BUILDING PERMIT APPLICATION n BUILDING fl ELECTRIC n ROOFING (4 REVISION (PLUMBING ❑ MECHANICAL PUBLIC WORKS JOB ADDRESS: 652 N. E. 105 St. 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 APR 2 0 2016 BY: FSC 20 Master Permit No. RC -9-15-2398 I Sub Permit No. gel/ 16-" fc 53 EXTENSION RENEWAL CHANGE OF ri CANCELLATION I SHOP CONTRACTOR DRAWINGS City: Miami Shores County: Miami Dade Zip: 33138 Folio/Parcel#: 11-2231-012-0140 Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Kiluan, Inc. Phone#: Address: 652 N.E. 105 St. City: Miami Shores State: Florida Zip: 33138 Tenant/Lessee Name: N/A Phone#: Email: CONTRACTOR: Company Name: Joseph S. Robbio, Inc Phone#: (954) 663-6743 Address: 9400 S. Meadows Circle City: Miramar StateFlorida Zip: _33025 Qualifier Name: Joseph S. Robbio Phone#: (954) 663-6743 State Certification or Registration #: CBC 059462 Certificate of Competency #: DESIGNER: Architect/Engineer: A & I Associates Phone#: Address: 370 N.E. 101 St. Value of Work for this Permit: $ no additional charges Type of Work: n Addition I Xi Alteration city:Miami Shores State: FI. Zip: 33138 Square/Linear Footage of Work: New Repair/Replace n Demolition Description of Work: Change from conventional roof framing to trusses and from concrete slab to pavers Specify color of color thru tile: Submittal Fee $ . Permit Fee $--- • CA) CCF $ CO/CC $ Scanning Fee $ 2 t4 ' Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ I -)-O - C" Bond $ TOTAL FEE NOW DUE $ 2 IG • Q (Revised02/24/2014) Bonding Company's Name (if applicable) N/A Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) N/A Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding 52500, 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. MarcqB( Director Kiluan, Inc) Signature OWNER or AGENT Signature Joseph Stobbio, Inc CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this G day of ja pY l \ , 20 , by t me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Mk -Woo of uzz-i , who 1(p Sign: Print: LUCio • f ! Seal: .,""•ru* LUCIA G ISASI : .i ��� MY COMMISSION #FF182628 ,,� ,.EXPIRES December 10, 2018 ******* 4R12,10 ,....... F}gridaNOtService.com APPROVED BY (Revised02/24/2014) *** CI dayof npY\k ,20 1(p ,by 3oseph obbi p , who 's personally kn wn to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: 0-24.) Print: Ocie{ G _)i Seal: fir d4 itZei ************** 4 7a_1153 Plans Examiner Structural Review LUCIA G ISASI MY COMMISSION #FF182828 EXPIRES December 10, 2018 Floridalloarytservice. om 111111!1 ,. r..a t * * * * * * * * * * Zoning Clerk it.0 D CERTIFICATE OF LIABILITY INSURANCE 04/12/2016 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(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: Accredited Insurance--- PHONE FAX .(AVC. No, Ext): (954) 964-5444 lac, No): (954) 964-0772 6099 Hollywood Blvd E-MAIL ADDRESS: nsure yourhome@aol.com DATE (MM/DD/YYYY) Hollywood, FL 33024 INSURER(S) AFFORDING COVERAGE NAIC N Phone (954) 964-5444 Fax (954) 964-0772 INSURER A: UNITED SPECIALTY INSURED __-- INSURER B : JOSEPH S. ROBBIO, INC INSURER C 9400 S MEADOWS CIRLCE INSURER 0 : INSURER E : MIRAMAR FL 33025 ...... ..........�. ......._._... 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. INSR ADOLSUBR. LTR TYPE OF INSURANCE INSR LWVD. ...._ POLICY NUMBER . IMM/DD/YVYY) , ( MIDDY) LIMITS vf, COMMERCIAL GENERAL LIABILITY I EACH OCCURRENCE $ 1,000,000.00 CLAIMS -MADE OCCURDAMAGE TO RENTED 50 000.00 PREMISES (Ea occurrence) - $ i $ 5,000.00 SI11003811496-01 03/24/2016 03/24/2017 PERSONAL & ADV INJURY $ 1,000,000.00 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000.00 POLICY PRO- JECT LOC OTHER AUTOMOBILE LIABILITY ANY AUTO ALL OWNED SCHEDULED AUTOS AUTOS • NON -OWNED $ PROPERTY DAMAGE PRODUCTS - COMP/OP AGG $ f. COMBINED SINGLE LIMIT )Ea accident) $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ HIRED AUTOS AUTOS .., (Per accident) UMBRELLA LIAR EXCESS UAB OCCUR CLAIMS -MADE DED RETENTION $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y / N ANY PROPRIETOR/PARTNER/EXECUTIVE --- OFF ICER/MEMBER EXCLUDED? 4 N / A (Mandatory in NH) It yes. describe under DESCRIPTION OF OPERATIONS below DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, it more space is required) LICENSE NUMBER # CBC059462 CERTIFICATE HOLDER MIAMI SHORES BUILDING DEPARTMENT 10050 NE 2ND AVENUE MIAMI SHORES VILLAGE, FL 33138 ACORD 25 (2014/01) QF CANCELLATION EACH OCCURRENCE AGGREGATE $ L... STATUTE ;_ RH .__._. EACHACCIDENT $ E.L. DISEASE EA EMPLOYEE; $ E L DISEASE . POLICY LIMIT ` $ 2,000,000.00 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE © 1988-2014 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD MIAMI•DADE COUNTY 2.:-V 16- (O5-3 RECEIVED APR 2 0 2016 Jai BY: DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) Nu-Vue Industries, Inc. 1055 East 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series NVTA, NVTAS, NVBH, NVUH, NVRT and NVTH Steel Wood Connectors APPROVAL DOCUMENT: Drawing No. NU -2, titled "NVTA and NVTAS, NVBH 24 and NVUH 26, NVRT and NVTH", sheets 1 through 4 of 4, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control renewal stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None • LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed inVdvttlisilk.gtptlute.;If arty portion of the NOA is displayed, then it shall be done in its entirety. . • • • • • • INSPECTION: A copy of this entire NOA sildlt be provided tothe emu by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 12-0130.31 nad cv:rsist saf this page l and evidence pages El and E2, as well as approval document mentioned above. • . ; • • • • : . • The submitted documentation was reviwked3y Calif; M.,4 treraCPk; MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 www.mia midade.sov/economy MIAMI.DADE COUNTY APPROVED • ••• • • • • • • • • • • • • 61.1• t • • • • • .•• • • • ••• • • NOA No: 15-0507.01 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 Pa na 1 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to 2010 and 5th (2014) edition of the FBC, issued by Vipin N. Tolat, P.E., dated 04/29/2015, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA No. 04-1202.01" 2. No Financial Interest and code compliance letter issued by Vipin N. Tolat, P.E., on 03/26/2003 signed and sealed by Vipin N. Tolat, P.E. . .. ..... . .. . . • • . • • . . • ....• • .. •. . • • . •• • ••. . ... . . . •• • . .. • •.. . •. . .. ••..• . . •. . • . . • • • . • ..• . . . . . . . • • • Product Control Examiner • NOA No: 15-0507.01 •• • Expiration Date: July 30, 2020 •• •• •• • • • • Approval Date: July 30, 2015 • . • ••• •• • • •• • •i _, • •. . . • .. •.. . ..• .. ... . . . ... . . Car os M. Utrera, P.E. Nu-Vue Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU -2, titled "NVTA and NVTAS, NVBH 24 and NVUH 26, NVRT and NVTH", sheets 1 through 4 of 4, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TEST "Submitted under NOA No. 05-0701.04" Test reports on wood connectors per ASTM D1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. and S. E. Black, P.E. Report No. Wood Connector Direction Date 1. PT 02-4073 NVTA Upward 11/06/02 2. PT 02-4075 NVTA Upward 11/07/02 3. PT 02-4074 NVTA Upward 11/06/02 4. PT 02-3938 NVTA Upward 08/06/02 5. PT 03-4177 NVRT36 Upward 02/03/03 6. PT 03-4202 NVRT36-T Upward 02/19/03 7. PT 03-4271 NVRT36-T Upward 03/27/03 8. PT 03-4270 NVRT24-T Upward 03/27/03 9. PT 02-4095 NVUH26 Up & Downward 01/17/03 10. PT 02-4096 NVBH24 Up &Downward 12/03/02 11. 31-22456.0002 NVTA & NVTAS Lateral 07/06/02 12. PT 04-4698 NVTH24 Upward Parallel/Perpendicular 04/15/04 13. PT 04-5036 NVTH24 Upward Load 12/10/04 • .. •. • . . . . . .. . . . . . ..• ... .. . . . •. • •.• . ... •• • .• •• • • . • •• •• •• • • • • • • • •• • • •• • • •• •• • ••• • • • • •• •••• ••• •• • • • • ••• • • • • ••• • • • • •• •• •• • • •• • • •• •••• •• •• •• • • • •• • •• • • • •• • • •• •• • • • • •• •• •• • • • ••• • • • •• ••• • • • Not amen'M 1' H \ IN. 4` EMB. NVTH ih" • •• • • • • • O••• • •• • • • •• • • • • •• • • • • • •• • • • • • • • • • •• • • • • •Truss plate required s to transfer iad to� bottom chord •• ••• • •• Double Strap Double Truss •• •• • • Truss plate required to transfer load to bottom chord �, Reinforcements Required rru%a Single Strap Single Truss 0011 Reinforcements Required %u For General Notes. sec sheet 1 Concrete Tie Beam or Tie Beam formed with concrete filled masonry Concrete He Beam or Tie Beam formed with concrete filled masonry 5 Nails in Front (Min.) Nall 10d x 1.5" Nails on Front & Back Shall be Off centered TABLE 7 Truss Anchors NVTH H Length (In) Product Code Gauge seat Gouge strop 12 NVTH-16 18 14 14 NVTH-18 18 14 16 NVTH-20 18 14 18 NVTH-22 18 14 20 NVTH-24 18 14 No. of Fasteners In each Strap 10d x 1.5" Maximum Uplift Loads (Ibe) Single Strop on Single Truss Double Straps on Double Truss 5 1032 2064 6 1222 2444 7 1275 2550 8 1329 2658 9 1383 2766 10 1437 2874 22 NVTH-26 18 14 24 NVTH-28 18 14 26 NVTH-30 18 14 32 NV1H-36 18 14 44 NVTH-48 18 14 VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77088 11 1490 2980 12 1544 3088 13 1598 3196 NVTH Nu — Vu e Industries, Inc. 1059-1069 East 29 Street Hialeah, Florida 39013 Phone: (806) 694-0397 Fax: 905) 694-0398 NVTH ANCHORS DAG #: Sheet: Date: NU -2 4 of 4 MO 13, 2015 Revisions: G2 Consulting Group,Inc. JOAQUIN MONTESINO, P.E 9725 SW 4 th TERR., Miami, Florida 33174 PH (786)2940032, Fax (786)2940032 Lic # 69969,CA 25882 BY: JM DATE:4/18/16 SUBJECT:BRUZZI Res SHEET 1 OF17 CHECK BY:JM DATE4/18/16 Miami Shores , Florida CALCULATION TITLE SHEET Job Name : TERRACE & POOL ADDITION Client : Mr. BRUZZI 652 NE 101 th STREET _ MIAMI SHORES, FL 33138 Job Type : RESIDENTIAL Building Code :.F.B.C.-2014-5th Edition Building Dept : Miami Shores The undersigned hereby certifies that the enclosed structural calculations were prepared either by myself or under my direct su0Misib6.•.Ft¢ t) ie g8i piQe ; riipL if any, input was prepared antlothe g rtp;t• pat: Inaf�yzed land interpreted in the same 0%t t t 1 1 1 1111, manner pr•or• ireparatiou •f this construction documentk0 sOPQUIN MO ��� Therefore •I ailcep4' .ptfofessiadal responsibility for �tiy „•' VIC I interpretation of any computer outputs. .' ��/ • ,(c". • • • • • • • • • • ,�v, O •9 • • • • • • • • • • • • • - • • • • • • • • • • • • = '• r -r, • 1. •,,� O 0 � • RIDA ,,• 9\ lL ENG\\;.G�• ••• • • • • •• • • • • • ••• • •••••• • • •• • • •• ••• •• •• •• • • • •• • • • • • •• •• • •• •• •• ••• • x a Basic Load Cases Point Distributed Area LMe... Surface 1 LJLV LJGJL.II ow, 1 di v ,v7v.J DL vv - -• -1 — ------ - - 2 .._._ _....-- Yes ----- Yes Yes - Yes 2 11 LL 2 Yes Yes Yes Yes 3 wl WL 1.2DL+1.6LL 1 Yes Yes Yes Load Combination Design Masonry Footings 1 UCDGI 1p IlUI 1 dI+II rLvn vv r _l• .,... ...... ..... .......... Yes .._._ _....-- Yes ----- Yes Yes - Yes - Yes 2 0.6d1+wi Yes Yes Yes Yes Yes Yes 3 1.2DL+1.6LL Yes Yes Yes Yes Yes Yes 4 0.9DL+1.6WL Yes Yes Yes Yes Yes Yes Load Combinations 1 2 3 4 Description dI+II 0.6d1+wI 1.2DL+1.6LL 0.9DL+1.6WL Solve Yes PDelta Y Yes Yes Yes Y Y Y SR.. BLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC Factor DL 1 LL 1 DL .6 WL 1 DL 1.2 LL 1.6 DL .9 WL 1.6 .. ... • • • • • •• • • • • • • • • •• ••• •• • • • •• • • • • •• •• • • •••• • • •• • • • • • ••• • •• •••• •.••• • • • • • ••• • • • ••• • • • • ••• • • • •• •• •• • • • •• • •••• •• • • • • • .� 1• .•....• •wter- . • •1, •• •-•-•.•-•••-mow• •- ••• • • • ••• • • le Results for LC 2, 0.6d1+w1 • • • • • • • • • • • • • • • • •• • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• • • • •_• 2 G2 Consulting Group. JOAQUIN MONTESINO, PE•• ••• • 13FdJZZ1:• : • • • ••• • • • 1:ariwht eSnl•r. tR4iR : ••• • • • ••• • • Apr 18, 2016 at 1:02 PM frame.r3d Company • G2 Consulting Group. Designer '. JOAQUIN MONTESINO, PE Job Number . BRUZZI Apr 18, 2016 12:28 PM Checked By: Joint Deflections (By Combination) ion Iradl Y Rotation Iradl Z Rotation Irad 1 2 N1 0 0 0 0 0 0 2 2 N2 0 0 0 0 0 0 3 2 N3 .255 -.003 0 0 0 -1.955e-3 4 2 N4 .294 -.003 0 _ -_ 0 0 -1.136e-3 5 2 N5 .275 -.09 0 0 0 7.68e-4 •• ••• • • • • • •• • • • • • • •• ••• •• • • • •• • ••• • ••• • • •• • • • •• • • • • • •• •• •• •• • ••• • • • ••• • • • • • • • • •• • •• •• • • •• • • •• • • • • • • •• • • • • • • • • • • • •• •• •• • • •• • •• •• •••• •• •• • • • ••• •••- • 111114-111. ^•-•-' 1. •••••-•.• • •. . ••• • • • ••• • • -9.8k -9.8k Loads: BLC 1, di Results for LC 2, 0.6d1+w1 • • • • • • • • • • • • • • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • G2 Consulting Group. JOAQUIN MONTESINO, PE• •: • : BRUZZI •: • : • • • •••• • • • • • • • • • •• • • • • • •• •• • • • •• •• ••• • • • ••• • • Apr 18, 2016 at 1:05 PM frame.r3d Z X -6.3k -6.3k Loads: BLC 2, II Results for LC 4, 0.9DL+1.6WL •• .•• • • • • • •. • • • • • • • •• ••• •• • • • •• • • • ••• • ••• • • • • • • • • • • • • • • • • ••• • • •• • • • • • • • • • • • •• • • • • • • • •• • • • • • G2 Consulting Group. JOAQUIN MONTESINO, PE ••• • BRl1Z2I ••• • • •• • ••• • • • • • • • •• • •• • • • • • •• •• • • • •• •• ••• • • • ••• • • Apr 18, 2016 at 12:25 PM frame.r3d Y 1.2k Loads: BLC 3, wl Results for LC 4, 0.9DL+1.6WL G2 Consulting Group. JOAQUIN MONTESINO, PE •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • • • • • ••• • • •• • • • • • • • • • • • •• • • • • • • • •• • • • • • ••• Bi.tl.Z• ••d•• • •• •• • • ••••• ••• • •• •• • • •• •• ••• • • • • • • • Apr 18, 2016 at 12:26 PM frame.r3d Y 7.7 Results for LC 2, 0.6d1+w1 Reaction units are k and k -ft •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • • • • • ••• • • •• • • • • • • • • • • • •• • • • • • • • •• • • • • • 8.1 G2 Consulting Group. JOAQUIN MONTESINO, PE •:• : Bal�Z�l•:• : •• • •• • • ••• •• •• • • • •• • • •• • •• •• • • • ••• ••• •• • •• ••• ••• ••• • • • ••• • • Apr 18, 2016 at 12:33 PM frame.r3d 11.5 Results for LC 4, 0.9DL+1.6WL Reaction units are k and k -ft G2 Consulting Group. JOAQUIN MONTESINO, PE •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • • • • • ••. • • • • • • • • • • • • • • • • • • • • • • • • •• • • • •_• BRWZZI':' • • ••.• • • • • • • • • • •• • • • • • •• •• • • • •• •• ••• • • • ••• • • 12.2 Apr 18, 2016 at 12:32 PM frame.r3d Company : G2 Consulting Group. Designer ': JOAQUIN MONTESINO, PE Job Number : BRUZZI Apr 18, 2016 12:30 PM Checked By: Concrete Beam Design Results Member Shape M1 CRECT1... UC Max Top Loc[ftLUC Max ... Loc[ft] Shear UC Loc[ft] Phi*Mnz To... Phi*Mnz B...Phi*Vny.. 0 0 .142 5.863 .072 12.134 0 24.602 7.309 M2 CRECT1... .279 12.825 .04 .546 .149 12.007 24.602 24.602 7.309 •• ••• • • • • • •• • • • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • • • • • ••• • • ••• •• ,• • • • • • • • • • • • • • • • • • •• • • • • • ••• • • • • ••• • • • • • • • • • • • ••• • • .— .-•-•. N+. • • V .+ ••• • • • ••• • • Company : G2 Consulting Group. Designer ': JOAQUIN MONTESINO, PE Job Number : BRUZZI Apr 18, 2016 12:29 PM Checked By: Concrete Column Design Results (Bv Combination) Column Shape UC Max LoAc ftl UC LC Shear ... Loc[ftj Dir Phi used Pn[k] Mny[k-ft] Mnz[k-ftl Vny[kJ Vnz[k] M3 CRECT18.. .301 13.434 4 .037 0 z .763 42.19 31.178 39.896 20.864 M4 CRECT18.. .463 13.434 4 .075 0 z .81 27.811 28.868 39.896 20.864 •• ••• • • • • • •• • • • • • • • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • • • • • • ••• • • •• • • • • • • • • • • • •• • • • • • • • •• • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • .� . A.-. .•.•.. H -•.•..t•.-. . - f • •••• • ••• • • • ••• • • G2 Consulting Group, Inc. ASDIP v 4.0 Page Date: 18 -Apr -2016 Time: 12:38 PM Project: bruzzi Descrip: ftg under col 1 Engineer: jm G2 Consulting Group, Inc. CONCRETE SPREAD FOOTING DESIGN GEOMETRIC PROPERTIES: Interior, Edge or Comer? (I/EJC) = I Footing Width (X-dir) (ft) = 5.00 Footing Length (Y-dir) (ft) = 5.00 Footing Thickness (ft) = 1.00 Soil Cover (120 pcf) (ft) = 3.00 Pier Width (X-dir) Pier Length (Y-dir) (ft) = 0.67 (ft) = 1.50 SOIL PRESSURES AT CORNERS: S1 = S2 = S3 = S4= 1.16 0.51 1.16 0.51 ksf ksf Footing ksf Type I ksf S max. / S allowable Ratio = 0:58 Area in Contact with Soil = 100% GREAT ! , SOIL PRESSURES ARE OK MATERIALS: Pier Conc. Strength fc (ksi) = 3.0 Footing Conc. Strength fc (ksi) = 3.0 Steel Yield Strength fy (ksi) = _ 60.0 Allow. Soil Pressure (ksf) = 2.00 SHEAR STRESSES (psi): Actual o Vc 13.2 82.2 26.2 155.6 GREAT ! , SHEAR STRESSES ARE OK One Way Shear Punching Shear APPLIED LOADS (Notes 1 to 3): Selfweight + Soil Cover (kip) = 12.8 - COMBINED SERVICE LOADS: Vertical Load P (kip) = Moment about X-axis (k -ft) = Moment about Y-axis (k -ft) = - COMBINED FACTORED LOADS: Vertical Load Pu (kip) = Moment about X-axis (k -ft) = Moment about Y-axis (k -ft) = Horizontal Load Vu (kip) = 8.1 0.0 6.8 11.8 0.0 10.9 0.0 ECCENTRICITIES: X-ecc./W = 0.065 Y-ecc./L = 0.000 CONCRETE STRESSES (ksi): Bearing Stress Pub = 0.14 Footing Bearing Capacity fa Pnb = 3.32 GREAT 1, BEARING STRESSES ARE OK REINFORCEMENT DESIGN: As min. Allowable (in2/ft) = 0.26 - BARS PARALLEL TO X - AXIS: As Bar Spacing Total (in2/ft) . Size # (in) # of Bars 0.00 5 @ N.A. 0 (T) 0.26 5 @ 14.4 5 (B) GREAT ! , DEVELOP. LENGTH IS OK - BARS PARALLEL TO Y - AXIS: As Bar Spacing Total (in2/ft) Size # (in) # of Bars 0.00 5 @ N.A. 0 (T) 0.26 5 @ 14.4 5 (B) GREAT ! , DEVELOP. LENGTH IS OK - HOOKED DOWELS IN PIER: Req. Dowels Steel Area (in2) = 0.72 Use a minimum of 4 Bars # 5 Notes: 1.- Loads to be applied at bottom of footing. Moments shall include the effect of any horizontal Toad times the pier height when that load.is applied al tog of pier. 2.- Do not include footing self-wei•ght in:he aktled . . loads. .. ... .. . . • 3.- Vertical Toad is positive downward. For uplift analysi • . enter the axial load as a negativev alue.• • . • . • •. ... .. . . . • • . . .. . ftg under col 1 Template ... . . . . ... • • • • . • . . • • . . ... . . • . . . . . • •.• • • • • . . . • . . • • •. • • • •• .. • . .. • • • References: "Foundation Design" by W. C. Teng Prentice Hall, 1962 "Foundations of Structures" by C. M. Dunham Mc Graw Hill Co., 1968 User: G2 Consulting Group, Inc. Project: bruzzi Descrip: ftg under col 1 Engineer: jm Page # Date: 04/18/2016 C:IPROGRA-1 ASDIP\BRUZ.BDT ,4SDIP v 4.0 CONCRETE"SPREAD FOOTING DESIGN www.asdipsoft.com GEOMETRY Footing Width W (X-dir) Footing Length L (Y-dir) Footing Thickness Soil Cover Pier Width (X-dir). Pier Length (Y-dir) APPLIED LOADS Selfweight + Soil Cover - Combined Service Loads: Vertical Load P 8.1 kip _ Moment about X-axis Mx 0.0 k -ft Moment about Y-axis My • - 6.8 k -ft X-ecc./W = 0.065 Y-ecc./L = 0.000 - Combined Factored Loads: Vertical Load Pu 11.8 kip Moment about X-axis Mux 0.0 k -ft Moment about Y-axis' Muy 10.9 k -ft Horizontal Load Vu 0.0 kip - MATERIALS 5.00 ft Pier Concrete Strength Pc 5.00 ft Footing Conc. Strength fc 1.00 ft OK Steel Yield Strength fy 3.00 ft 0.67 ft SOIL PRESSURES AT CORNERS 1.50 ft r'Allowable Soil Pressure 2.00 ksf Soil Bearing Pressure S1 1.16 ksf OK Soil Bearing Pressure S2 0.51 ksf OK Soil Bearing Pressure S3 1.16 ksf OK 12.8 kip Soil Bearing Pressure S4 0.51 ksf OK - S, max. / S allowable Ratio 0.58 OK Area in Contact with Soil 100% 3.0 ksi 3.0 ksi 60.0 ksi SHEAR STRESSES 0.75 0.67 5.62 13.21 13.21 "82.16 7.01 Under -strength o -Factor Effective Depth d 1 -way Shear Vu X -X @ d 1 -way Shear Vu Y -Y @ d -Use 1 -way Shear Stress Vu 1 -way Shear Capacity oVc Shear Perimeter @ d/2 bo Interior Footing , Alfa -s = 40 Pier Aspect Ratio Beta -c 2 -way Shear Vu due to P 2 -way Shear Vu due -to Mx _2 -way Shear Vu due to My Use 2 -way Shear Stress Vu 2 -way Shear Capacity oVc LOAD TRANSFER Under -strength o -Factor Concrete Bearing Stress Pub Footing Bearing Capacity o PnI Pier Bearing Capacity o Pnb . Minimum As Dowels @ Pier As reqd for Pu and Mu 1" As reqd for Vu @ Pier Use As dowels reqd @ Pier Use a Minimum of 4 Dowels # Required Develop. Length Ldh 0.65 0.14 ksi OK 3.31 ksi 1.66 ksi 0.72 in2 0.00 in2 0.00 in2 0.72 in2 5 9.58 in ft psi psi FOOTING REINFORCEMENT psi OK 4t Under -strength o -Factor 0.90 • psi ` �' x`.'' As min. Allowable. - 0.26 ft Mu at Column Face (X dir.) As reqd. (X-dir) Use As (X-dir) Use 5 Bars - # 5 @ 14.4 in (Bott.) Develop. Length Ld Required ' Develop. Length Ld Provided K-;, aw�Vlu at colan Face (X dir.) .. _ •:' : As Cel. ZY-dir) • •l.sri As (x�dir) • • •Use 5 Bars # 5 @ 14.4 in (Bott.) Develop. Length Ld Required • • -• •Bevelop. Length Ld Provided 2.24 15.51 psi 0.00 psi 10.72 psi 26.23..psi • A 155.55• psi • • . . • . • • • • . • • •. ••• • • • • • • 0 _ • • •• • - •• 41 -• • • • . • • • 0.8 0.02 0.26 16.4 18.0 1.8 0.05 0.26 elle • • • • 000 • • • • • • • • • • • • • 000 • • • • • • • • • • • • 11- • - • . • • • • • • • • • • 0049 • • • 0410 • • in2/ft k-ft/ft in2/ft in2/ft in in OK k-ft/ft in2/ft in2/ft 16.4 in 23.0 in OK • • • • • • • •••• • •• • • • • • • • • • • • • ,1, •• • 16 iliosetTA •••.i•• • • • ▪ •� • •• • • • • .• •••• • •••• • • •••• • • • • • • • . . • • •••• • • • •• ••'• • 0.5 1.16 ksf 0.51 ksf 5'-0"x 5'-0'V — — O 0 tit 1.16 ksf X 4 dowels # 5 min O 0 0 Footing Thickness' = 1'- 0" Soil Cover = 3'- 0" Pier Width = 0'- 8" Pier Lep th" 1'- 6" .moi. Pier Conc. Offength = 3 ksi ' Footing Conc. krength = 3 ksi 14 1 IV' .. Steel Yield Strength = 60 ksi Allow. Soil Press. = 2.0 ksf G2 Consulting Group, Inc. ftg under col 1 #5@14.4"(B) , ' @14.4" (B) 0.51 ksf 5'-0"x 5'-0'V — — O 0 tit 1.16 ksf X 4 dowels # 5 min O 0 0 Footing Thickness' = 1'- 0" Soil Cover = 3'- 0" Pier Width = 0'- 8" Pier Lep th" 1'- 6" .moi. Pier Conc. Offength = 3 ksi ' Footing Conc. krength = 3 ksi 14 1 IV' .. Steel Yield Strength = 60 ksi Allow. Soil Press. = 2.0 ksf G2 Consulting Group, Inc. ftg under col 1 G2 Consulting Group, Inc. ASDIP v 4.0 Page Date: 15 -Apr -2016 Time: 4:04 PM Project: bruzzi Descrip: ftg under col 2 Engineer: jm G2 Consulting Group, Inc. CONCRETE SPREAD FOOTING DESIGN GEOMETRIC PROPERTIES: - Interior, Edge or Comer? (I/E/C) = E Footing Width (X-dir) Footing Length (Y-dir) Footing Thickness Soil Cover (120 pcf) Pier Width (X-dir) Pier Length (Y-dir) (ft) = 5.00 (ft) = 5.50 (ft) = 1.00 (ft) = 2.00 (ft) = 0.67 (ft) = 1.50 SOIL PRESSURES AT CORNERS: S1 = 2.12 ksf S2 = 2.12 ksf Footing S3 = 0.07 ksf Type I S4 = 0.07 ksf S max. / S allowable Ratio = 1.06 Area in Contact with Soil = 100% MATERIALS: Pier Conc. Strength fc (ksi) = 3.0 Footing Conc. Strength fc (ksi) = 3.0 Steel Yield Strength fy (ksi) = 60.0 Allow. Soil Pressure (ksf) = 2.00 APPLIED LOADS (Notes 1 to 3): Selfweight + Soil Cover (kip) = 10.7 - COMBINED SERVICE LOADS: - Vertical Load P (kip) = 19.4 Moment about X-axis (k -ft) = 25.8 Moment about Y-axis - (k -ft) = 0.0 - COMBINED FACTORED LOADS: Vertical Load Pu Moment about X-axis Moment about Y-axis Horizontal Load Vu (kip) = (k -ft) = (k -ft) = (kip) _ 28.0 37.4 0.0 0.0 ECCENTRICITIES: -X-ecc./W = 0.000 Y-ecc./L = 0.156 CONCRETE STRESSES (ksi): Bearing Stress Pub = 0.28 Footing Bearing Capacity o Pnb = 3.31 GREAT ! , BEARING STRESSES ARE OK SHEAR STRESSES (psi): Actual o Vc -One Way Shear 30.5 82.2 Punching Shear 76.1 155.6 GREAT ! , SHEAR STRESSES ARE OK REINFORCEMENT DESIGN: As min. Allowable (in2/ft) = 0.26 - BARS PARALLEL TO X - AXIS: As Bar Spacing Total _ (in2/ft) Size # (in) # of Bars 0.00 5 @ N.A. 0 (T) 0.26 5 @ 14.4 5 (B) GREAT ! , DEVELOP. LENGTH IS OK - BARS PARALLEL TO Y - AXIS: As Bar Spacing Total (in2/ft) Size # (in) # of Bars 0.00 5 @ N.A. 0 (T) 0.26 5 @ 14.4 -5 (B) GREAT ! , DEVELOP. LENGTH IS OK - HOOKED DOWELS IN PIER: Req. Dowels Steel Area (in2) = 0.72 Use a minimum of 4 Bars # 5 Notes: 1.- Loads to be applied at bottom of footing. Moments shall include the effect of anx 118ritArttatloKtitrjet : • • • the pier height when that loa8dis appQed&ttob 4f IZe4 •• 2.- Do not include footing self -weight inline applied• .. • loads. 3.- Vertical load is positive downward For uplift analysi% enter the axial load as a ne8t+tivq vale et t • • • t • t • -. . • . • . • • . OO • .• . . . • • • . .. 0 . • • . ftg under col 2 ... . •mp .Telate• . • . • . . •. • • . .•• • • • • . . . . . . • • . • .• .. • • • •. .. •.• • • • ... . • References: "Foundation Design" by W. C. Teng Prentice Hall, 1962 "Foundations of Structures" by C. M. Dunham McGraw Hill Co., 1968 User: G2 Consulting Group, Inc. Project: bruzzi Descrip: ftg under col 2 Engineer: jm Page # Date: 04/15/2016 C:sPROGRA-1 WSDIPBRUZZ.BDT ASDIP v 4.0 CONCRETE SPREAD FOOTING DESIGN www.asdipsoft.com GEOMETRY Footing Width W (X-dir) Footing Length L (Y-dir) Footing Thickness Soil Cover Pier Width (X-dir) Pier Length (Y-dir) APPLIED LOADS MATERIALS 5.00 ft Pier Concrete Strength fc 5.50 ft Footing Conc. Strength fc ... - 1.00 ft OK Steel Yield Strength fy 2.00 ft 0.67 ft SOIL PRESSURES AT CORNERS 1.50 ft - Allowable Soil Pressure 2.00 ksf Soil Bearing Pressure S1 2.12 ksf Soil Bearing Pressure S2 2.12 ksf Soil Bearing Pressure S3 0.07 ksf OK 3.0 ksi 3.0 ksi 60.0 ksi Selfweight + Soil Cover - Combined Service Loads: Vertical Load P Moment about X-axis Mx Moment about Y-axis My X-ecc./W = 0.000 - Combined Factored Loads: Vertical Load Pu Moment about X-axis Mux Moment about Y-axis Muy Horizontal Load Vu 10.7 kip Soil Bearing Pressure S4 0.07 ksf OK S max. / S allowable Ratio 1.06 NG Area in Contact with Soil 100% 19.4 kip 25.8 k -ft 0.0 k -ft Y-ecc./L = 0.156 28.0 kip 37.4 k -ft 0.0 k -ft 0.0 kip - SHEAR STRESSES Under -strength 0 -Factor Effective Depth d 1 -way Shear Vu X -X @ d 1 -way Shear Vu Y -Y @ d Use 1 -way Shear Stress Vu 1 -way Shear Capacity oVc Shear Perimeter @ d/2 bo Exterior rooting , Alfa -s = 30 Pier Aspect Ratio Beta -c 2 -way Shear Vu due to P 2 -way Shear Vu due to Mx 2 -way Shear Vu due to My Use 2 -way Shear Stress Vu 2 -way Shear Capacity rVc 0.75 0.67 30.54 19.53 30.54 82.16 7.01 LOAD TRANSFER Under -strength 0 -Factor 0.65 Concrete Bearing Stress Pub 0.28 Footing Bearing Capacity o Pnl_ 3.31 Pier Bearing Capacity o Pnb . 1.66 Minimum As Dowels @ Pier 0.72 As reqd for Pu and Mu 0.00 As reqd for Vu @ Pier 0.00 Use As dowels reqd @ Pier ... 0.72 Use a Minimum of 4 Dowels # 5 ft psi psi FOOTING REINFORCEMENT ksi OK - ksi ksi inz int inz inz psi OK Under -strength 0 -Factor 0.90 psi As min. Allowable 0.26 inz/ft ft Mu at Column Face (X dir.) 4.1 k-ft/ft As regd. (X-dir) 0.12 inz/ft Use As (X-dir) 0.26 in2/ft Use 5- Bars # 5 @ 14.4 in (Bolt.) Develop. Length Ld Required 16.4 in Develop. Length Ld Provided 21.0 in OK Mu at Column Face (X dir.) _ 2.9 k-ft/ft As regd. (Y-dir) 0.08 in2/ft t e=4t (t-dir) 0.26 inz/ft L e:5:BaPS # 5 @ 14.4 in (Bott.) bevelop. 'Length Ld Required _ 16.4 in Develop. Length Ld Provided 23.0 in OK 2.24 37.24 psi 38.82 psi 0.00 psi 76.06 psi OK 155.55 psi _ ••• • • • • • • • • •• R •• • • • • • • •• •••• •• • ••• •• • • • • • •• • • • •• •• • • ••• • • • • • • • • •• • ••• • • • • •• • • • • • • r • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • GI. • • • • •• •••• • •• •. • • • • • • • • • • • • • • • • • •••• •• •• • • • • •••• • • �. , •• • •••• 4 • • • • • .. • •• •••• .,• 4 • • • • • •.•• • • • •. • • ••••.• • • 0.07 ksf 2.12 ksf 0.07 ksf .l' 5'-6"x 5'-0" — — dowels # 5 min 2.12 ksf 1' 0 0 0 0 0 0 0 Footing Thickness = 1'- 0" Soil Cover = 2'- 0" Pier Width = 0'- 8" Pier Length = 1'- 6" Pier Conc. Strength = 3 ksi Footing Conc: Strength = 3 ksi Steel Yield Strength = 60 ksi Allow. Soil Press. .= 2.0 ksf G2 Consulting Group, Inc. ftg under col 2 #5@ 14.4"(B) #5@14.4"(B) 0.07 ksf .l' 5'-6"x 5'-0" — — dowels # 5 min 2.12 ksf 1' 0 0 0 0 0 0 0 Footing Thickness = 1'- 0" Soil Cover = 2'- 0" Pier Width = 0'- 8" Pier Length = 1'- 6" Pier Conc. Strength = 3 ksi Footing Conc: Strength = 3 ksi Steel Yield Strength = 60 ksi Allow. Soil Press. .= 2.0 ksf G2 Consulting Group, Inc. ftg under col 2