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RC-10-19-2368, 29 NE 102nd StMiami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address Parcel Number 29 NE 102ND ST, Miami Shores, FL 33138 1132060131650 Contacts Christian Ulvert & Carlos Andrade Owner APEX RENOVATIONS & CONSTRUCTION Contractor 29 NE 102ND ST, Miami Shores, FL 33138 INC Mobile: 3053363631 christian.ulvert@gmail.com JAIME AURELIO JR TELLO 13200 NW 43 AVE C, OPA LOCKA, FL 33054 Inspection Requests: Description: ADDITION OF BEDROOM ,DEN AND BATHROOM Valuation: $ 150,000.00 OPEN TERRACE RELOCATION OF SEPTIC TANK f °� / Total Sq Feet: 2,000.00 Fees Amount CCF $90.00 Certificte of Completion for Single Fam $50.00 and Duplex DBPR Fee $67.50 DCA Fee $45.00 Education Surcharge $30.00 Permit Fee $4,300.00 Planning and Zoning Review Fee $35.00 Residential Application Fee $200.00 Scanning Fee $120.00 Structural Review ($90) $90.00 Structural Review ($90) $90.00 Structural Review ($90) $90.00 Structural Review ($90) $90.00 Technology Fee $112.50 Total: $5,410.00 Payments Date Paid Amt Paid Total Fees $5,410.00 Credit Card 10/08/2019 $200.00 Credit Card 03/04/2021 $5,210.00 Amount Due: $0.00 tk �rA A I czk, 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. OWN ERS= 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. Futhermore, I authorize the above named contractor to do the work stated. re: Owner / Applicant / Contractor / Agent Date March 04, 2021 Page 2 of 2 Miami Shores Village Building Department Cl os 19 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY., Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 20 BUILDING Master Permit No._� PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 2� �� 102- (�_' City: Miami Shores County: Miami Dade Zip: 334 3b' Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: I , Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): %VIy1,`ojY4 9 2,tv4llA<I?hone#:OXJ7-0-31 - 3(o3I Address: ZA ng I vz City: _ H uin l SVl o r� S State: Zip: Tenant/Les(s�eje�Naame: n �/� n I Phone#: Email: \ 1V V l�vu ' �il�V � l� Vl�l�l' ��'✓) - CONTRACTOR: Company Name: Address: City: State: Qualifier Name: Phone#: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: c ;,iM 1 U L?=o S P\LE S A L A Phone#: 7 g 6- 2 OO — 1568 Address: 5-7 / O s W City: K i A" ( State: FL zip: 3314 3 Value of Work for this Permit: $ U/ UU U Square/Linear Footage of Work: r Zi d 0 0 f ]_ Type of Work: 0 Addition ❑ Alteration ❑ New ❑ Repair/Replace Demolition Description of Work: AD D IT l W O F i3�9 0-00i'1 D EN AN p G^ I -1 1?10Q" O\­— Specify color of color thru tile: G ►� �'( &"' `lf� Submittal Fee $ Permit Fee $ CCF $ ' r,. w CO/CC $ Scanning Fee $ Technology Fee $ Structural Reviews $ Radon Fee $ Training/Education Fee $ DBPR $ Notary Double Fee $ Bond $ (Revised02/24/2014) 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 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. o( )A 1;4-d i Signature OWNER or AGENT T fQregoing instrument was acknowledged before me this day of 20 i' by who is Lij:r�sonallyto me or who has produced Signature CONTRACTOR The foregoing instrument was acknowledged before me this day of 20 by as me or who has produced who is personally known to identification and who did take an oath. identification and who did take an oath. ray NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: ,� /� 1 Print: ►�' 1 Print: Seal: '� "TTHM Seal: MY COMMISSION 0 FF!!IIIiIIIIIIIIIIIIIII EXPIRES OcoWw 12. 20" s**r*****■*******s********s**s***s****s*********************s****r*s***** APPROVED BY Plans Examiner I� Zoning Structural Review Clerk (Revised02/24/2014) Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 OWNER BUILDER _� DISCLOSURE STATEMENT NAME: �j YZ: �°l11(.� DATE: ADDRESS: Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor. You have applied for a permit under an exception to the law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one -family or two-family residence. You may also build or improve a commercial building at a cost of $25,000.00 or less (The new form states 75,000). The building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as a contractor. It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances. Any person working on your building who is not licensed must work under your supervision and must be employed by you, which means that you must deduct F.I.C.A and with -holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. 1 understand that state law requires construction to be done by a licensed contractor and have applied for an owner -builder permit under an exemption from the law. The exemption specifies that I, as the owner of the property listed, may act as my own contractor with certain restrictions even though I do not have a license. Initial-_ 2. 1 understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and is not hiring a licensed contractor to assume responsibility. Initial '1 � 3. 1 understand that, as an owner builder, I am the responsible party of record on a permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that the contractor is required by law to be licensed in Florida and to list his or license numbers on permits aan�d contracts. Initial 4. 1 understand that I may build or improve a one family or two-family residence or a farm outbuilding. I may also build or improve a commercial building if the costs do not exceed $75,000. The building or residence must be for my use or occupancy. It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the construction is complete, the law will presume that I built or substantially improved it for sale or lease „which violates the exemption. Initial 5: 1 understand that, as the owner -builder, I must provide direct, onsite supervision of the constructionDA Initial 6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence is my"responsibility to ensure that the persons whom I employ have the license required bylaw and b county or municipal ordinance. Initial I understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner -builder permit that erroneously implies that the property owner is providing his or her own labor and materials. 1, as an owner -builder, may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner -builder and am aware of the limits of my insurance coverage for injuries to workers on my property. Initial Ob 8. 1 understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not licenses to perform the work being done. Any person working on my building who is not licensed must work under my direct supervision and must be employed by me, which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act (FICA) and must provide workers compensation for the employee. I understand that my failure to follow these may subject to serious financial risk. G Initial 9. 1 agree that, as the party legally and financially responsible for this proposed Construction activity, I will abide by all applicable laws and requirement that govern owner -builders as well as employers. I also understand that the Construction must comply with all applicable laws, ordinances, building codes, and zoning regulations �� Initial CC �I 10. 1 understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service, the United States Small Business Administration, and the Florida Department of Revenues. I also understand that I may contact the Florida Construction Industry Licensing Board at 850.487.2395 or http://www.mvfloridalicense.com/dbpr/pro/ciIb/index.htmI Initial C 11. 1 am aware of, and consent to; an owner -builder building permit applied for in my name and understands that I am the party legally and financially responsible for the proposed construction activity at the following address: g" Initial_ 12. 1 agree to notify Miami snores "village immediately of any additions, deletions, or changes to any of the information that I have provided on this disclosure. Initial_ Licensed contractors are regulated by laws designed to protect the public. If you contract with a person who does not have a license, the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court. It is also important for you to understand that, if an unlicensed contractor or employee of an individual or firm is injured while working on your property, you may be held liable for damages. if you obtain an owner -builder permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is properly licensed and the status of the contractor's workers compensation coverage. Before a building permit can be issued, this disclosure statement must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit. A copy of the property owner's driver license, the notarized signature of the property owner, or other type of verification acceptable to the local permitting agency is required when the permit is issued. Was acknowledged before me this _day of v" 20 By CoiloS Lyis Nclrc4-k who was personally known to me or who has Produced theAe License or ER ,�N`O Y ration. ��`. �-'' a bic undlO STATE CO. fo 00,00A �-e r4�w vt� l`�..1 Yir Y'C(i�_.+0...�t-.yl#i�Vt y+/'�r-iYV //��}p1€i I S 3-3138-2382 T GLt PHONE: (50.5) 95-220,7 AX F305i 756-E�97 DEVELOPMENT ORDER He Number: STPL-000041-2019 Property Address: 29 NE 102 Street Miami Shores FL 33138 Own.„ rlApplicant: Christian IJIN ert & Carlos Andrade Address: 29 NE 102 Sireet Miami Shores FL 33138 Whereas, the applicant Christian Ulvert & Carlos Andrade (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follo,, s: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval for an addition. When as, a public hearing was held on July 25, 2019 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds. 1. The application was nade in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration r:zd are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a mann::.r consistent with the site play, drawings, and the conditions agreed upon at the hearia g: 1) Approval is granted as shown on the plans submitted and made a part of this approval. 2) Applicant to apply for ;.,nd obtain all required building permits from the Building Department b6 re beginning work. 3) Applicant to apply for and obtain all necessary permits and approvals from outside agencies. Page t of 2 DO-ST�)L-000043-2019_Ulvert_Andrade VISIT US w wLu.miamjs oresvt11age.c orr t - . . 4) Applicant to obtain all ;-equired permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required 5) Applicant to meet all applicable code provisions at the time of permitting. 6) This zoning permit will lapse and become invalid unless the work for which it was approved is started .vithin one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period e f at least one (1) year. 7) The applicant maintains a minimum of two parking spaces on site. Addit:ovally, the applicant must, ,atisfy all applicable Miami Shores Tillage Codes, Miami -Dade County Codes, the al.,plicable building and life safety codes required for development, and provide a copy of the development order to the Building Dept. The application with conditions was Massed and adopted this 251h day of July, 2019 by the Planning and Zoning Board as follo,:vs: Ms. Hegedus moved to approve subject to staff recommendations with additional conditions for property owners (1) to obtain a recommendation from an arborist as to the tree root impact in relation to the proposed expansion, (2) to obtain a covenant running with the land, designating the property as a single family home, and for (3) staff to verify the existing garage is in fact used as depicted on the plans and is sufficient to comply with zoning code requirements. Mr. Kendall noted the zoning° code requires two parking spaces on site. Mr. Brady seconded the motion. There being no discussion, Tice Chair Snow called for the vote and the motion Fussed 4-0. Mr. S 7ow Yes Mr. F; ergman Yes Mr. F'egedus Yes Mr. Brady Yes Chairman Busta Absent 1-3 / ! 9 ;. Date r bfiv'id Snow Vice Chair, Planning Board Page 2 of 2 DO-Sl ,'L-000043-2019 Ulvert Andrade Zi Roc"WeNOWN41m, ` » � ° ° ° °°°°°° ° °° ° °° ° °°°° ° ° ° ° °°°°°° °°°° ° °°°°°° ° °°°° °°°° ° ° ° ° °°°° °°°° °°=° ° ° °°°°°° °° ° °°°°° ° ° ° °° � Structural Calculations °°°°°° ~~°° °°°°�° UN0%�o8^: ° °° ° ° ° ° ° °°°°°° °°°°°° Kl�o ��-� ^� ^� Residence° ° ° ° ° ° ° ~ °°°°°° ~,"��"~-^�8D~"��~"�� °° ° ° °° ° ° °° ° °°°° 21 N.E. 102" Street 4�� l�l[ ����� ^.�D&K00�w^^0}D^���v��"�.,.,".,m, Miami ��� . V ROCHELL ENGINEERING, INC. DESIGN LOADS: Roof SDL = 25 psf Roof LL = 30 psf Ground Floor SDL = 35 psf •••••• Ground Floor LL = 40 psf ...... .... ...... ' .... .... . . Terrace SDL = 15 psf "" ...... '••• ... ••••• ..... Terrace LL = 60 .... ... ...... psf . . .. . . . .. ••• ...... Wind Loads: (ASCE 7-10): Velocity = 175 mph (Hurricane Ocean Line) Exposure = C Importance Factor = 1.0 Internal Pressure Coeff. _ +/- 0.18 Directionality Factor, Kd = 0.85 Building Category = II Note: This structure has been designed as "enclosed" and requires impact resistant glass or shutters to comply with Florida Building Code sections R4403.16 & R4410. 205 Sanullane Avenue, Coral C3abies, Florida 33134 1l el 305.649-4-049 Fa;: 305 6zi9 Z:'i 49 Y ROCHELL ENGINEERING, INC. Wind Loads per ASCE 7-10 205 Saniillane Avenue, Coral Gables, Florida 33-i3M1, Tel: 305 6zi9 40Q5 Far,: 3056 9 z,i49 MecaWind v2312 Software Developer: Meca Enterprises Inc., www.meca.biz, Copyright © 2018 Calculations Prepared by: Date: Oct 01, 2019 Designer: Alexander Rochell Location: 21 NE 102 St Miami Shores Description: Ulvert-Andrade Residence File Location: Y:\00_Projects\VARIOUS\Ulvert-Andrade Residence (Camilo Rosales)\CALCULATION\ Wind Loads\Wind Loads Table.wnd Basic Wind Parameters Wind Load Standard = ASCE 7-10 Exposure Category C !•••!• Wind Design Speed = 175.0 mph Risk Category : •'3 II ' Structure Type = Building Building Type " Enc].NeAl . '. •••••• • •••• •••••• General Wind Settings " " '• • • • Incl_LF = Include ASD Load Factor of 0.6 in Pressures 0••••� Trtlf•••� • • DynType = Dynamic Type of Structure •••• = Rigis&•• ••••• NF = Natural Frequency of Structure (Mode 1) ••••••= �0► 1.00He ••:•.' Zg = Altitude (Ground Elevation) above Sea Level ••'•••= O.dC►O,'ft' •••••• Bdist = Base Elevation of Structure .•..•.= 0-000eft .' SDB = Simple Diaphragm Building ; ' ;= True Reacs = Show the Base Reactions in the output • = . Fa]•'s•2••• �•��;� • • MWFRSType = MWFRS Method Selected ••�• Chi 7 Pt 2 �••••� Topographic Factor per Fig 26.8-1 Topo = Topographic Feature = None Kzt = Topographic Factor = 1.000 Building Inputs RoofType: Building Roof Type = Hipped W Width Perp to Ridge = 75.000 ft L Length Along Ridge = 35.330 ft EHt Eave Height = 17.830 ft Hip Ridge Hipped Length = 38.000 ft RE Roof Entry Method = Slope Slope Slope of Roof = 5.0 :12 Theta Roof Slope = 22.62 Deg Par Is there a Parapet = False Exposure Constants per Table 26.9-1: Alpha: Const from Table 26.9-1= 9.500 Zg: Const from Table 26.9-1= 900.000 ft At: Const from Table 26.9-1= 0.105 Bt: Const from Table 26.9-1= 1.000 Am: Const from Table 26.9-1= 0.154 Bm: Const from Table 26.9-1= 0.650 C: Const from Table 26.9-1= 0.200 Eps: Const from Table 26.9-1= 0.200 Overhang Inputs: Std = Overhangs on all sides are the same = True OHType = Type of Roof Wall Intersections = Sofit OH = Overhang of Roof Beyond Wall = 1.250 ft Gust Factor Calculation: Gust Factor Category I Rigid Structures - Simplified Method G1 = For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm = 0.6 * Ht = 15.385 ft Izm = Cc * (33 / Zm) 0.167 = 0.227 Lzm = L * (Zm / 33) Epsilon = 429.229 Q = (1 / (1 + 0.63 * ((B + Ht) / Lzm)^0.63))^0.5 = 0.919 G2 = 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.882 Gust Factor Used in Analysis G = Lessor Of G1 Or G2 = 0.850 Main Wind Force Resisting System (MWFRS) Calculations per Ch 27 Part 2: EHt = Eave Height = 17.830 ft RHt = Ridge Height = 33.455 ft h = Mean Roof Height: 0.5*(EHt+RHt) = 25.643 ft Zh = Mean Roof Height for Kh: h + Base_Dist = 25.642 ft Kh = Since 15 ft [4.572 m] < Zh < Zg --> 2.01 * (Zh/zg)^(2/Alpha) = 0.950 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 GCPi = Ref Table 26.11-1 for Enclosed Building = +/-0.18 Theta = Slope of Roof = 22.62 Deg LF = Load Factor based upon ASD Design = 0.60 Wind Pressures per Ch 27 Part 2 - Normal to Ridge All wind pressures include a load factor of 0.6 L = Building Length Parallel To the Direction Of Wind = 75.000 ft B = Building Width Normal To the Wind Direction = 35.330 ft L/B = Ratio Of L / B = 2.123 LHD = Least Horizontal Dimension: Min(B, L) = 35.330 ft al = Min(0.1 * LHD, 0.4 * h = 3.533 ft a = Max(al, 0.04 * LHD, 3 ft (0.9 m)) = 3.'�• 0.5*h = Parameter used to define zone width: 0.5*h ••� 12.'821 ft ••••�• Ph = Net pressure at the top Of the wall per Table 27.6-1 •0000•= 37 397•pSf •••••• Po = Net pressure at the base Of the wall per Table 27.6-1 •••••- 35.53 psf • • Ps = Side Wall Press: Table 27.6-1: 2<= L/B <= 5, use 0.64*Ph •••• _ -23.48& psf :•�•�: P1 = Leeward Wall Press: Table 27.6-1 : 2<= L/B <= 5, use 0.27*I5h••• _ -1(f."7.psf ••••• Pwh = Windward Wall Pressure at the Top per Table 27.6-1: Ph + $30000; 27. 2,4 psf ••;.•' Pwo = Windward Wall Pressure at the Base per Table 27.6-1: Po + 4�•00'k-- 25.04.60 t�plf 000000 • Povhl = Overhang Bottom with Roof Slope > 10 Deg, Load Case 1: 0.79*P21� 19.�2 psf : Povhl =Overhang Bottom with Roof Slope > 10 Deg, Load Case 2: 0.75*Pzl = 11.iH4•p�f 0 0 0 0 0 Povh3 = Overhang Bottom with Wind Par to Ridge, Load Case 1: 0.75*&z3•0F 30.19 ksf :••••: Povh3 = Overhang Bottom With Wind Par to Ridge, Load Case 2: 0.75*Pz- = 0A) psof• •••• ' ' Lambda = Exposure Adjustment Factor for Roofs per Table 27.6-2 = 1.000 Roof Pressures per Table 27.6-2 - Normal to Ridge Zone Pressures Normal to Ridge Zone Load Load Case 1 Case 2 ---- psf ------ psf ------ 1 -26.03 14.98 2 -26.22 -12.55 3 -40.25 0.00 4 -35.88 0.00 5 -29.44 0.00 A pressure of zero '0' indicates that the load case is not applicable for that zone. Wind Pressures per Ch 27 Part 2 - Parallel to Ridge All wind pressures include a load factor of 0.6 L = Building Length Parallel To the Direction Of Wind = 35.330 ft B = Building Width Normal To the Wind Direction = 75.000 ft L/B = Ratio Of L / B = 0.471 LHD = Least Horizontal Dimension: Min(B, L) = 35.330 ft al = Min(0.1 * LHD, 0.4 * h = 3.533 ft a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) = 3.533 ft 0.5*h = Parameter used to define zone width: 0.5*h = 12.821 ft Ph = Net pressure at the top Of the wall per Table 27.6-1 = 42.70 psf Po = Net pressure at the base Of the wall per Table 27.6-1 = 41.02 psf Ps = Side Wall Press: Table 27.6-1: 0.2<= L/B <= 1, use 0.54*Ph = -23.06 psf P1 = Leeward Wall Press: Table 27.6-1 : 0.2<= L/B <= 1, use 0.38*Ph = -16.23 psf Pwh = Windward Wall Pressure at the Top per Table 27.6-1: Ph + P1 = 26.47 psf Pwo = Windward Wall Pressure at the Base per Table 27.6-1: Po + P1 = 24.79 psf Povhl = Overhang Bottom with Roof Slope > 10 Deg, Load Case 1: 0.75*Pzl = 19.52 psf Povhl = Overhang Bottom with Roof Slope > 10 Deg, Load Case 2: 0.75*Pzl = 11.24 psf Povh3 = Overhang Bottom with Wind Par to Ridge, Load Case 1: 0.75*Pz3 = 30.19 psf ' Povh3 = Overhang Bottom With Wind Par to Ridge, Load Case 2: 0.75*Pz3 = 0.00 psf Lambda = Exposure Adjustment Factor for Roofs per Table 27.6-2 = 1.000 Roof Pressures per Table 27.6-2 - Parallel to Ridge Zone Pressures Parallel to Ridge Zone 1 2 3 4 5 Load Case 1 psf -26.03 -26.22 -40.25 -35.88 -29.44 A pressure of zero 10' indicates that the ••••.• • • • load case is not applicablPfoi* that.'zorid*. • Load Case 2 psf 14.98 -12.55 0.00 0.00 0.00 Components And Cladding (C&C) Calculations per Ch 30 Part 1: •••••. .'•••. EHt = Eave Height •••• = 17.&" •ft RHt = Ridge Height ••••••= 33.4595 oft •• h = Mean Roof Height: 0.5* (EHt+RHt) ••••= 25.6%4o3•ft Zh = Mean Roof Height for Kh: h + Base_Dist ••••••= 25.6426ft Kh = Since 15 ft [4.572 m] < Zh < Zg --> 2.01 * (Zh/zg)^(2/Alph4) • 0.%50 . Kzt = Topographic Factor is 1 since no Topographic feature speci4ied• = 1.1d0'0•0 Kd = Wind Directionality Factor per Table 26.6-1 •90• 0.8*5 •� GCPi = Ref Table 26.11-1 for Enclosed Building = +/-0.018 • LF = Load Factor based upon ASD Design = 0.60••• qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 38.00 psf LHD = Least Horizontal Dimension: Min(B, L) = 35.330 ft al = Min(0.1 * LHD, 0.4 * h = 3.533 ft a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) = 3.533 ft Wind Pressures for C&C Ch 30 Pt 1 All wind pressures include a load factor of 0.6 Description Zone Width Span Area 1/3 Ref GCp GCp p p Rule Fig Max Min Max Min ft ft ft sq ft psf psf ----------- ---- ----- ------ ------ ----------- ----- ------ ----- ------ 10 sq. ft. 1 1.000 5.500 10.08 Yes 30.4-2B 0.499 -0.900 25.81 -41.02 10 sq. ft. 2 1.000 5.500 10.08 Yes 30.4-2B 0.499 -1.698 25.81 -71.37 10 sq. ft. 3 1.000 5.500 10.08 Yes 30.4-2B 0.499 -1.698 25.81 -71.37 10 sq. ft. 4 1.000 5.500 10.08 Yes 30.4-1 0.999 -1.099 44.81 -48.61 10 sq. ft. 5 1.000 5.500 10.08 Yes 30.4-1 0.999 -1.399 44.81 -59.99 20 sq. ft. 1 1.000 7.750 20.02 Yes 30.4-2B 0.440 -0.870 23.55 -39.89 20 sq. ft. 2 1.000 7.750 20.02 Yes 30.4-2B 0.440 -1.549 23.55 -65.71 20 sq. ft. 3 1.000 7.750 20.02 Yes 30.4-2B 0.440 -1.549 23.55 -65.71 20 sq. ft. 4 1.000 7.750 20.02 Yes 30.4-1 0.947 -1.047 42.81 -46.61 20 sq. ft. 5 1.000 7.750 20.02 Yes 30.4-1 0.947 -1.294 42.81 -55.99 50 sq. ft. 1 1.000 12.000 48.00 Yes 30.4-2B 0.364 -0.832 20.66 -38.45 50 sq. ft. 2 1.000 12.000 48.00 Yes 30.4-2B 0.364 -1.359 20.66 -58.49 50 sq. ft. 3 1.000 12.000 48.00 Yes 30.4-2B 0.364 -1.359 20.66 -58.49 50 sq. ft. 4 1.000 12.000 48.00 Yes 30.4-1 0.880 -0.980 40.27 -44.07 50 sq. ft. 5 1.000 12.000 48.00 Yes 30.4-1 0.880 -1.159 40.27 -50.90 100 sq. ft. 1 1.000 18.000 108.00 Yes 30.4-2B 0.300 -0.800 18.24 -37.24 100 sq. ft. 2 1.000 18.000 108.00 Yes 30.4-2B 0.300 -1.200 18.24 -52.44 100 sq. ft. 3 1.000 18.000 108.00 Yes 30.4-2B 0.300 -1.200 18.24 -52.44 100 sq. ft. 4 1.000 18.000 108.00 Yes 30.4-1 0.818 -0.918 37.90 -41.70 100 sq. ft. 5 1.000 18.000 108.00 Yes 30.4-1 0.818 -1.035 37.90 -46.17 200 sq. ft. 1 1.000 25.000 208.33 Yes 30.4-2B 0.300 -0.800 18.24 -37.24 200 sq. ft. 2 1.000 25.000 208.33 Yes 30.4-2B 0.300 -1.200 18.24 -52.44 200 sq. ft. 3 1.000 25.000 208.33 Yes 30.4-2B 0.300 -1.200 18.24 -52.44 200 sq. ft. 4 1.000 25.000 208.33 Yes 30.4-1 0.767 -0.867 35.99 -39.79 200 sq. ft. 5 1.000 25.000 208.33 Yes 30.4-1 0.767 -0.934 35.99 -42.34 500 sq. ft. 1 1.000 40.000 533.33 Yes 30.4-2B 0.300 -0.800 18.24 -37.24 ' 500 sq. ft. 2 1.000 40.000 533.33 Yes 30.4-2B 0.300 -1.200 18.24 -52.44 500 sq. ft. 3 1.000 40.000 533.33 Yes 30.4-2B 0.300 -1.200 18.24 -52.44 500 sq. ft. 4 1.000 40.000 533.33 Yes 30.4-1 0.700 -0.800 33.44 -37.24 500 sq. ft. 5 1.000 40.000 533.33 Yes 30.4-1 0.700 -0.800 33.44 -37.24 Area = Span Length x Effective Width 1/3 Rule = Effective width need not be less than 1/3 of the span length GCp = External Pressure Coefficients taken from Figures 30.4-1 through 30.4-7 p = Wind Pressure: qh*(GCp - GCpi) [Eqn 30.4-1]* *Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] {Includes LF) For hip roofs with 7 Deg < Theta <= 27 Deg, edge strip and ridge press apply to each hip Per Fig 30.4-2B Note 6, Hip roofs with <= 25 Deg, Zone 3 shall be treated as Zone 2 •••••• •••• •••••• • •••• •••• • • •••• •••• ••••• •••••• •• • ••••• •• •• •• • •••••• • • • • • • • • • •••••• • • • • • 000000 •• • • •• • • • • Components And Cladding (C&C) Calculations per Ch 30 Part 1: EHt = Eave Height RHt = Ridge Height h = Mean Roof Height: 0.5*(EHt+RHt) Zh = Mean Roof Height for Kh: h + Base Dist Kh = Since 15 ft [4.572 m] < Zh < Zg --> 2.01 * (Zh/zg)^(2/Alpha) Kzt = Topographic Factor is 1 since no Topographic feature specified Kd = Wind Directionality Factor per Table 26.6-1 GCPi = Ref Table 26.11-1 for Enclosed Building LF = Load Factor based upon ASD Design qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF LHD = Least Horizontal Dimension: Min(B, L) al = Min(0.1 * LHD, 0.4 * h a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) Wind Pressures for C&C Ch 30 Pt 1 • All wind pressures include a load factor of 0.6of Description Zone Width Span Area ft WinA WinA WinB WinB WinC WinC Door 1 Door 1 Door 2 Door 2 Door 3 Door 3 Door 4 Door 4 Door 5 Door 5 Level 1 Walls Level 1 Walls ft 4 2.830 5 2.830 4 4.670 5 4.670 4 1.000 5 1.000 4 2.170 5 2.170 4 2.670 5 2.670 4 2.500 5 2.500 4 2.670 5 2.670 4 3.000 5 3.000 4 1.000 5 1.000 ft sq ft 2.670 7.56 2.670 7.56 8.170 38.15 8.170 38.15 6.500 14.08 6.500 14.08 6.830 15.55 6.830 15.55 6.330 16.90 6.330 16.90 6.670 16.68 6.670 16.68 6.670 17.81 6.670 17.81 6.830 20.49 6.830 20.49 13.750 63.02 13.750 63.02 1/3 Ref GCp Rule Fig Max No 30.4-1 1.000 No 30.4-1 1.000 No 30.4-1 0.897 No 30.4-1 0.897 Yes 30.4-1 0.974 Yes 30.4-1 0.974 Yes 30.4-1 0.966 Yes 30.4-1 0.966 No 30.4-1 0.960 No 30.4-1 0.960 No 30.4-1 0.961 No 30.4-1 0.961 No 30.4-1 0.956 No 30.4-1 0.956 No 30.4-1 0.945 No 30.4-1 0.945 Yes 30.4-1 0.859 Yes 30.4-1 0.859 •••i•• • GCp * * *". Min • • -1.100 .4N..04 -1.400 .U,,%4 -0.997 ; 40'.9;4 -1.195 • 40..94 -1.074 •.4.3•.8.-4 -1.347 43.84 -1.066 43.55 -1.332 43.55 -1.060 43.31 -1.320 43.31 -1.061 43.35 -1.322 43.35 -1.056 43.16 -1.311 43.16 -1.045 42.75 -1.290 42.75 -0.959 39.47 -1.118 39.47 = 17.830 ft = 33.455 ft = 25.643 ft = 25.642 ft = 0.950 = 1.000 = 0.85 = +/-0.18 = 0.60 = 38.00 psf = 35.330 ft = 3.533 ft = 3.533 ft •••••• •••• • • p • Miss • • psf... • --17- i -60.Q4 -4.4.74 -V•r3• -4.7 . �i - T%-Ni -47.35 -57.46 -47.11 -56.98 -47.15 -57.06 -46.96 -56.67 -46.55 -55.86 -43.27 -49.31 Area = Span Length x Effective Width 1/3 Rule = Effective width need not be less than 1/3 of the span length GCp = External Pressure Coefficients taken from Figures 30.4-1 through 30.4-7 p = Wind Pressure: qh*(GCp - GCpi) [Eqn 30.4-11* *Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] {Includes LF) Components And Cladding (C&C) Calculations per Ch 30 Part 1: EHt = Eave Height = 17.830 ft RHt = Ridge Height = 33.455 ft h = Mean Roof Height: 0.5*(EHt+RHt) = 25.643 ft Zh = Mean Roof Height for Kh: h + Base Dist = 25.642 ft Kh = Since 15 ft [4.572 m] < Zh < Zg --> 2.01 * (Zh/zg)^(2/Alpha) = 0.950 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 GCPi = Ref Table 26.11-1 for Enclosed Building = +/-0.18 LF = Load Factor based upon ASD Design = 0.60 qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 38.00 psf LHD = Least Horizontal Dimension: Min(B, L) = 35.330 ft al = Min(0.1 * LHD, 0.4 * h = 3.533 ft a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) = 3.533 ft Wind Pressures for C&C Ch 30 Pt 1 All wind pressures include a load factor of 0.6 ! ••• Description Zone Width Span Area 1/3 Ref GCp GCp Rule Fig Max Min ft ft ft sq ft T-1 1 2.000 25.250 212.52 Yes 30.4-2B 0.300 -0.800 T-1 2 2.000 2.250 4.50 No 30.4-2B 0.500 -1.700 T-2 1 2.000 20.080 134.40 Yes 30.4-2B 0.300 -0.800 T-2 2 2.000 20.080 134.40 Yes 30.4-2B 0.300 -1.200 T-3 1 2.000 25.500 216.75 Yes 30.4-2B 0.300 -0.800 T-3 2 2.000 25.500 216.75 Yes 30.4-2B 0.300 -1.200 T-4 1 2.000 46.490 720.44 Yes 30.4-2B 0.300 -0.800 T-4 2 2.000 46.490 720.44 Yes 30.4-2B 0.300 -1.200 GT-1 1 2.000 26.830 239.95 Yes 30.4-2B 0.300 -0.800 GT-1 2 2.000 26.830 239.95 Yes 30.4-2B 0.300 -1.200 • p..••• p ••b• Max••••Min • psi•,• psf •••• 25•�4••�71.94••••' 18j.2 7.24 18929• +52.44 18.24 *37.2-i•••i• 18 *2 4 • 0i52 .41i 18.21 L37.21 18.24-52.44•••• 18.24 -37.24 18.24 -52.44 Area = Span Length x Effective Width 1/3 Rule = Effective width need not be less than 1/3 of the span length GCp = External Pressure Coefficients taken from Figures 30.4-1 through 30.4-7 p = Wind Pressure: qh*(GCp - GCpi) [Eqn 30.4-1]* *Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] {Includes LF) For hip roofs with 7 Deg < Theta <= 27 Deg, edge strip and ridge press apply to each hip ROCHELL ENGINEERING, INC. Roof Truss Reactions •• •••• • •f•••f ,f• fff frf••• • • ) • • • • w • • • 00000 as• •••ff• • f••••• •to • •.... •• • • ff • • • • • •ff• 205 San[illane Avenue, Coral Gables, Florida 33134, -iel: 305.649.4049 Fax: 305.649.4149 Rochell Engineering, Inc. Consulting Engineers 205 santillane Avenue Coral Gables, FL 33134 ROCHELL ENGINEERING, INC. Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Truss Mark: Left OH: Main Span: Right OH: Truss Spacing Trib. Area: Roof Slope: Flat Area Mult. "a" width Uniform DL: Uniform LL: Ulvert-Andrade Residence T-1 1.25 ft. 24 ft. 0 ft. 2 ft. 213 s.f. 5 Of 12 1.083 0 ft. 25 psf 30 psf Zone Uplift (psf) 1 2 -37 -52 Wind ♦ y4y9 Direction vote "�o�e ti O •••••• •• •• Notes: : • 1. Zone 2 & 3 pressures are applied:o • • • left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: 663 lbs. Right DL Reaction: 600 lbs. Left LL Reaction: 795 lbs. Right LL Reaction: 720 lbs. Left Uplift: -914 lbs. Right Uplift: -840 lbs. Left Gravity: 1458 lbs. Right Gravity: 1320 lbs. • 9000 0 0 0 00 0 0 0 0 0000 Rochell Engineering, Inc. Consulting Engineers 205 santillane Avenue Coral Gables, FL 33134 j ROCHELL ENGINEERING, INC. Roof Truss Comaonent & Claddina Reactions per ASCE 7-10 Project: Ulvert-Andrade Residence Truss Mark: T-2 ti°oe° Left OH: Wind 1.25 ft. Directions Main Span: 18.83 ft. Right OH: 0 ft. Truss Spacing: 2 ft. Trib. Area: 134 s.f. Roof Slope: 5 Of 12 Flat Area Mult 1 083 "a" width Uniform DL: 1 251 psf Uniform LL: 1 30 psf Zone Uplift (psf) 1 1 2 -37 -52 ...... •• •• Notes: 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: 533 lbs. Right DL Reaction: 471 lbs. Left LL Reaction: 640 lbs. Right LL Reaction: 565 lbs. Left Uplift: -761 lbs. Right Uplift: -687 lbs. Left Gravity: 1173 lbs. Right Gravity: 1036 lbs. Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 ROCHELL ENGINEERING, INC. Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Truss Mark Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width Uniform DL Uniform LL: Ulvert-Andrade Residence T-3 2.83 ft. 22.67 ft. 0 ft. 2 ft. 217 s.f. 5 Of 12 1.083 Oft. 25 psf 30 psf Zone Uplift (psf) 1 1 2 -37 -52 Wind 1L%r 5 Direction �°�+e ti O\11 •••••• • • • • • • •••••• •• 00 Notes: 1. Zone 2 & 3 pressures are applied:o .'. left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: 708 lbs. Right DL Reaction: 567 lbs. Left LL Reaction: 850 lbs. Right LL Reaction: 680 lbs. Left Uplift: -968 lbs. Right Uplift: -801 lbs. Left Gravity: 1558 lbs. Right Gravity: 1247 lbs. •••• • in4• • Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 ROCHELL ENGINEERING, INC. Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Truss Mark: Left OH: Main Span: Right OH: Truss Spacing Trib. Area: Roof Slope: Flat Area Mult. "a" width Uniform DL: Uniform LL: Ulvert-Andrade Residence T-4 2.83 ft. 40.83 ft. 2.83 ft. 2 ft. 720 s.f. 5 Of 12 1.083 0 ft. 251 psf 30 psf Zone Uplift (psf) 1 1 2 37 -52 wed ♦ ��� Direction done �*b �2oce 2 0 Notes: 1. Zone 2 & 3 pressures are appliedlo�•� left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: 1162 lbs. Right DL Reaction: 1162 lbs. Left LL Reaction: 1395 lbs. Right LL Reaction: 1395 lbs. Left Uplift: 1602 lbs. Right Uplift: 1602 lbs. Left Gravity: 2557 lbs. Right Gravity: 2557 lbs. Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 ROCHELL ENGINEERING, INC. Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Truss Mark Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width Uniform DL Uniform LL: Ulvert-Andrade Residence GT-1 2.83 ft. 24 ft. 0 ft. 9 ft. 240 s.f. 5 Of 12 1.083 Oft. 251 psf 30 psf Zone Uplift (psf) 1 1 2 -37 -52 Wd 7DiL c done 0 100 •••••• •••••• Notes: • 1. Zone 2 & 3 pressures are applied to • • left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: 3337 lbs. Right DL Reaction: 2700 lbs. Left LL Reaction: 4004 lbs. Right LL Reaction: 3240 lbs. Left Uplift: -4531 lbs. Right Uplift: -3780 lbs. Left Gravity: 7341 lbs. Right Gravity: 5940 lbs. • Y R • ROCHELL ENGINEERING, INC. Concrete Beams Design •• • Dove • ••••.• be•• •ff••o • 0*0*00 ••ee •fee f • e • • • •e•• •e•Y0. ••f•f• • •fff•e 205 Saliillane Avenue, Coral Gables, I-L 33134 Tel 305.649.40Z9 Fax: 305.619 14S Project. Page ---- — - ---- of Pr oj . Na._ --- -- -- -- ---- Date By ROCHELL ENGINEERING 0,,.) S,-z,, n, t i i lane /'A, v ne. Dial b I F L 3 13 4 7 1: 30 F, 6, 4 0 9 F 0 Z 9 0001- �.� `� • (cD 01.0 aeo 000000 C- Of 6"o uc , Page of raj. NO.--- DP;, ,, a By ROCHELL ENGINEERING 1OS=fit i llane A I t elh e s F L 3 3 3 4 3 u 5. 6 4 9, 4049 J61, q -Im ..... ..... ..... .4 of A L. . ... ...... LL- 9 tom`` Rochell Engineering, Inc. Project Title: 205 Santillane Avenue Engineer: Coral Gables, FL 33134 Project ID: • Tel. (305) 649-4049 Project Descr: ROCHEIL ENGINEERING. INC Concrete Beam File=Y:\ENERCALCIENERCALCData Files\Ulvert-AndradeResidence.ec6. Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Description : RB-1 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc = 3.0 ksi (b Phi Values Flexure : 0.90 112 fr = fc * 7.50 = 410.792 psi Shear: 0.750 W Density = 145.0 pcf 1 = 0.850 LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 60 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # 3 E - Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup = 2 • • D(0.150) Lr(0.1 S0) W.(-O60) .•.... .. . ..... ---- - - -- -.-. -- - _ A 11.0ft 8.0 ft • • • .••- - - - - - - - - 8" wit 12"tr- - - - - - - g.. wx 12" h Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 12.0 in Span #1 Reinforcing.... 246 at 2.50 in from Bottom, from 0.0 to 11.0 ft in this span Span #2 Reinforcing.... 246 at 2.50 in from Bottom, from 0.0 to 8.0 ft in this span Applied Loads Beam self weight calculated and added to loads Loads on all spans... D = 0.150, Lr = 0.180, W =-0.3960 Uniform Load on ALL spans : D = 0.150, Lr = 0.180, W =-0.3960 klft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn * Phi: Allowable Location of maximum on span Span # where maximum occurs 0.218 : 1 Typical Section -7.081 k-ft 32.471 k-ft 0.000 ft Span # 2 Cross Section Strength & Inertia 246 at 2.50 in from Top, from 0.0 to 11,0 ft in this span 246 at 2.50 in from Top, from 0.0 to 8.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.009 in Ratio = 15188>=360 -0.019 in Ratio = 6904>=360 0.021 in Ratio = 6407>=180 -0.001 in Ratio = 78963>=180 Top & Bottom references are for tension side of section n (k-ft) Moment of Inertia (in A4 ) Cross Section Bar Layout Description Bottom Top Section 1 2- #6 @ d=9.5•,2- #6 @ d=2.5•, 32.47 32.47 Section 2 2- #6 @ d=9.5•,2- #6 @ d=2.5•, 32.47 32.47 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.876 5.170 1.060 I gross Icr - Bottom Icr - Top 1,152.00 414.68 414.68 1,152.00 414.68 414.68 Rochell Engineering, Inc. Project Title: 205 Santillane Avenue Engineer: Coral Gables, FL 33134 Project ID: Tel. (305) 649.4049 Project Descr: NOCNEU ENGINEERING, INC. Concrete Beam Description : RB-1 Vertical Reactions File = Y:IENERCALCIENERCALC Data F Software copyright ENERCALC, Support notation : Far left is #1 Build:10.18.12.13 . Load Combination Support 1 Support 2 Support 3 Overall MINimum 0.040 0.110 0.023 +D+H 1.085 2.989 0.613 +D+L+H 1.085 2.989 0.613 +D+Lr+H 1.876 5.170 1.060 +D+S+H 1.085 2.989 0.613 +D+0.750Lr+0.750L+H 1.678 4.625 0.948 +D+0.750L+0.750S+H 1.085 2.989 0.613 +D+0.60W+H 0.040 0.110 0.023 +D+0.70E+H 1.085 2.989 0.613 +D+0.750Lr+0.750L+0.450W+H 0.895 2.466 0.505 +D+0.750L+0.750S+0.450W+H 0.301 0.830 0.170 +D+0.750L+0.750S+0.5250E+H 1.085 2.989 0.613 • • ' """ +0.60D+0.60W+0.60H -0.394 -1.086 -0.223 • • • •' • • • +0.60D+0.70E+0.60H 0.651 1.793 0.368 •••••• •••• •••••• DOnly 1.085 2.989 0.613 •••••• • • • LrOnly LOnly 0.792 2.181 0.447 •••• ••.• •••• •.•. • • .•... S Only WOnly -1.742 -4.799 -0.984 •••••• ••�••� •• • �••�•� ••••• •••••• EOnly .••••• . • • H Only : • : • • • • • • : • Shear Stirrup Requirements .'. ;....: Between 0.00 to 10.28 ft, Vu < PhiVct2, Req'd Vs = Not Reqd 11.4.6.1, use #3 stirrups spaced at 0.000 in Between 10.33 to 10.96 ft, PhiVcl2 < Vu <= PhiVc, Req'd Vs = Min 11.4.6.1, use #3 stirrups spaced at 4.000 in • • • • Between 11.00 to 18.97 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 11.4.6.1, use #3 stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 11.000 -6.91 32.47 0.21 Span # 2 2 8.000 -7.08 32.47 0.22 +1.40D+1.60H Span # 1 1 11.000 -4.09 32.47 0.13 Span # 2 2 8.000 4.19 32.47 0.13 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 11.000 4.57 32.47 0.14 Span # 2 2 8.000 4.68 32.47 0.14 +1.20D+1.60L+0.50S+1.60H Span # 1 1 11.000 -3.50 32.47 0.11 Span # 2 2 8.000 -3.59 32.47 0.11 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 11.000 -6.91 32.47 0.21 Span # 2 2 8.000 -7.08 32.47 0.22 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 11.000 4.57 32.47 0.14 Span # 2 2 8.000 -4.68 32.47 0.14 +1.20D+0.50L+1.60S+1.60H Span # 1 1 11.000 -3.50 32.47 0.11 Span # 2 2 8.000 -3.59 32.47 0.11 +1.20D+1.60S+0.50W+1.60H Span # 1 1 11.000 -1.16 32.47 0.04 Span # 2 2 8.000 -1.19 32.47 0.04 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 11.000 0.12 32.47 0.00 Span # 2 2 8.000 0.12 32.47 0.00 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 11.000 1.18 32.47 0.04 Span # 2 2 8.000 1.21 32.47 0.04 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 11.000 -3.50 32.47 0.11 Span # 2 2 8.000 -3.59 32.47 0.11 +0.90D+W+0.90H Span # 1 1 11.000 2.06 32.47 0.06 Span # 2 2 8.000 2.11 32.47 0.06 Rochell Engineering, Inc. Project Title: 205 Santillane Avenue Engineer: Coral Gables, FL 33134 Project ID: Project Descr: Tel. (305) 649-4049 ROCNELL ENGINEERING INC_ Concrete Beam File = Y:IENERCALC\ENERCALC Data FilesUvert-Andrade Residence.ec6 . Software coDvriaht ENERCALC, INC.1983-2018. Build:10.18.12.13 Description : RB-1 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio +0.90D+E+0.90H Span # 1 1 11.000 -2.63 32.47 0.08 Span # 2 2 8.000 -2.69 32.47 0.08 Overall Maximum Deflections _ Load Combination Span Max. " " Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+Lr+H 1 0.0206 4.871 +D+Lr+H -0.0002 11.114 +D+Lr+H 2 O.0016 5.600 +D+Lr+H -0.0012 1.257 • •.•• •••• • • .••• •••• ••••. .• •• •• • •.•••. • • • • • ••••.• ••••% Rochell Engineering, Inc. Project Title: 205 Santillane Avenue Engineer: Coral Gables, FL 33134 Project ID: " Tel. (305) 649-4049 Project Descr: ROCNEU ENGINEERING INC Concrete Beam File - Y:IENERCALMENERGALC Data FIIeslUlvert Andrade Resldence.ec6 . ( �r ;;��� { __ Software copyright ENERCALC INC. 1983-2018, Build: 10.18.12.13 . 3)1 .:A'.p.,� I' �` __ T -'L_Vx � FO Description : RB-2 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc = 3.0 ksi (b Phi Values Flexure : 0.90 fr = fc1�2 ' 7.50 = 410.792 psi Shear: 0.750 W Density = 145.0 pcf R 1 = 0.850 a, LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 60 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 30.0 in Span #1 Reinforcing.... 247 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.050, Lr = 0.060, W =-0.1220 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn ' Phi: Allowable Location of maximum on span Span # where maximum occurs 0.010 : 1 Typical Section 1.394 k-ft 136.478 k-ft 2.505 ft Span # 1 F .... .... ..... ...... .. . ..... .. .. .. . ...... . . . . ...... 247 at 3.0 in from Top, from 0.0 to 5.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio = 0 <360.C' 0.000 in Ratio = 0 <360.C. 0.000 in Ratio = 0 <180.0 0.000 in Ratio = 0 <180.0 Cross Section_ Strength & Ine_rtia Top & Bottom references are for tension side of section Phi'Mn (k-ft) Moment of Inertia (in A4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #7 @ d=27",2- #7 @ d=3", 136.48 136.48 18,000.00 5,530.35 5,530.35 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.879 0.879 Overall MINimum 0.150 0.150 +D+H 0,729 0.729 +D+L+H 0.729 0.729 +D+Lr+H 0.879 0.879 +D+S+H 0.729 0.729 +D+0.750Lr+0.750L+H 0.842 0.842 Rochell Engineering, Inc. Project Title: 205 Santillane Avenue Engineer: Coral Gables, FL 33134 Project ID: Tel. (305) 6494049 Project Descr. ROCNEU ENGRaPJ IG mc. Concrete Beam File = Y:IENERCALCIENERCALC Data FileslUlvert-Andrade Residenoe.ec6 . Software eoDvright ENERCALC, INC.1983-2018, Build.10.18.12.13 . Description : RB-2 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 0.729 0.729 +D+0.60W+H 0.546 0.546 +D+0.70E+H 0.729 0.729 +D+0.750Lr+0.750L+0.450W+H 0.704 0.704 +D+0.750L+0.750S+0.450W+H 0.592 0.592 +D+0.750L+0.750S+0.5250E+H 0.729 0.729 +0.60D+0.60W+0.60H 0.254 0.254 +0.60D+0.70E+0.60H 0.437 0.437 D Only 0.729 0.729 Lr Only L Only 0.150 0.150 SOnly % s o % • "••;• ; ••o W Only -0.305 -0.305 • • • • • • • • EOnly •.•..• • o ....•. HOnly • •••••• • • • Shear Stirrup Requirements • • ~�: �. Entire Beam Span Length: Vu < PhiVd2, Req'd Vs = Not Reqd 11.4.6.1, use #3 stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations to 00 • 09000* Load Combination Location (ft) Bending Stress Resume 1 "1 , • Segment Span # along Beam Mu: Max Phi'Mn4 ' :Stress Ratio . ....;. MAXimum BENDING Envelope . . .0 `• Span # 1 1 5.000 1.39 13a18• • 0.01 • • • • ; +1.40D+1.60H • • • Span # 1 1 5.000 1.28 136.48 0.01 Goes +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 5.000 1.19 136.48 0.01 +1.20D+1.60L+0.50S+1.60H Span # 1 1 5.000 1.09 136.48 0.01 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 5.000 1.39 136.48 0.01 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 5.000 1.20 136.48 0.01 +1.20D+0.50L+1.60S+1.60H Span # 1 1 5.000 1.09 136.48 0.01 +1.20D+1.60S+0.50W+1.60H Span # 1 1 5.000 0.90 136.48 0.01 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 5.000 0.81 136.48 0.01 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 5.000 0.71 136.48 0.01 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 5.000 1.09 136.48 0.01 +0.90D+W+0.90H Span # 1 1 5.000 0.44 136.48 0.00 +0.90D+E+0.90H Span # 1 1 5.000 0.82 136.48 0.01 Overall Maximum Deflections Load Combination Span Max."-" Deft (in) Location in Span (ft) Load Combination Max. "+" Deft (in) Location in Span (ft) +D+Lr+H 1 0.0001 2.500 0.0000 0.000 Rochell Engineering, Inc, Project Title: 205 Santillane Avenue Engineer: Coral Gables, FL 33134 Project ID: Project Descr: Tel. (305) 649-4049 RDCHELL ENGINEERING. INC -concrete Beam - ENERCALDENERCALC Data Filesvert-Andrade a Re File YAU Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . R'SZ X'721U. Description : RB-3 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 -Material Properties fc 3.0 ksi d) Phi Values Flexure 0.90 112 fr = fc 7.50 = 410.792 psi Shear 0.750 W Density = 145.0 pcf 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 60.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # 3• E - Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup = 2 see* 00 so 0 % D(0.311 Lr(0. 12) W(-0.1 92) 4 .00. • 21.0 ft *see Cross Section & Reinforcing Details Rectangular Section, Width =8.Oin, Height =30.0in Span #1 Reinforcing.... 247 at 3.0 in from Bottom, from 0.0 to 21.0 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.310, Lr = 0,120, W = -0.1920 k/ft, Tributary Width = 1.0 ft 247 at 3.0 in from Top, from 0.0 to 21.0 ft in this span Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY rl--Ii"- Maxim um Bending Stress Ratio = 0.345:1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.009 in Ratio = 26977 >=360 Mu: Applied 47.077 k-ft Max Upward Transient Deflection -0.0 15 in Ratio = 16861 >=360 Mn * Phi: Allowable 136.478 k-ft Max Downward Total Deflection 0.052 in Ratio = 4819>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180.0 Location of maximum on span 10.519 ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Top & Bottom references are for tension side of section Phi*Mn (k-ft) Moment of Inertia (in A 4) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #7 @ d=27',2- #7 @ d=3', 136.48 136.48 18,000.00 5,530.35 5.530.35 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 7.052 7.052 Overall MINimum 1.260 1,260 +D+H 5.792 5.792 +D+L+H 5.792 5.792 +D+Lr+H 7.052 7.052 +D+S+H 5.792 5,792 +D+0.750Lr-I().750L+H 6.737 6.737 Rochell Engineering, Inc. Project Title: 205 Santillane Avenue Engineer: Coral Gables, FL 33134 Project ID: ' Tel. (305) 649-4049 Project Descr: ROCHEU ENGINEERING. INC. Concrete Beam File = Y:IENERCALCIENERCALC Data Files\Ulvert-Andrade Residenoe.ecii . Software CopvrIaht ENERCALC, INC.1983-2018. Build: 10.18.12.13 . Description : RB-3 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 5.792 5.792 +D+0.60W+H 4.583 4.583 +D+0.70E+H 5.792 5.792 +D+0.750Lr+0.750L+0.450W+H 5.830 5.830 +D+0.750L+0.750S+0.450W+H 4.885 4.885 +D+0.750L+0.750S+0.5250E+H 5.792 5.792 +0.60D+0.60W+0.60H 2.266 2.266 +0.60D+0.70E+0.60H 3.475 3.475 D Only 5.792 5,792 Lr Only 1.260 1.260 LOnly ;,�•;� SOnly • •.••�. i •+� WOnly -2.016 -2.016 •• • •• E Only • • • • • • �••••• • • • • . • • • • • H Only • 000000 • • • Shear Stirrup Requirements . • • • `• "" • ":� Entire Beam Span Length : Vu < PhiVG2, Req'd Vs = Not Reqd 11.4.6.1, use #3 stirrups spaced at 0.000 in • Maximum Forces & Stresses for Load Combinations 00 Load Combination Location (ft) Bending Stress ResuVy�I�fL)� • Segment Span # along Beam Mu: Max Phi'Mnx; ' :tress Ratio . • . • • ; MAXimum BENDING Envelope • •" • • Span # 1 1 21.000 47.08 136;§ • 0.34• • • • • ; +1.40D+1.60H • • • • Span # 1 1 21.000 42.57 136.48 0.31 ' • " +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 21.000 39.80 136.48 0.29 +1.20D+1.60L+0.50S+1.60H Span # 1 1 21.000 36.49 136.48 0.27 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 21.000 47.08 136.48 0.34 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 21.000 41.78 136.48 0.31 +1.20D+0.50L+1.60S+1.60H Span # 1 1 21.000 36.49 136.48 0.27 +1.20D+1.60S+0.50W+1.60H Span # 1 1 21.000 31.20 136.48 0.23 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 21.000 29.22 136.48 0.21 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 21,000 25.91 136.48 0.19 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 21.000 36.49 136.48 0.27 +0.90D+W+0.90H Span # 1 1 21.000 16.79 136.48 0.12 +0.90D+E+0.90H Span # 1 1 21.000 27.37 136.48 0.20 Overall Maximum Deflections Load Combination Span Max. " " Defi (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+Lr+H 1 0.0523 10,500 0.0000 0.000 Rochell Engineering, Inc 205 Santillane Avenue Coral Gables, FL 33134 Tel. (305) 649-4049 ROCNEU ENGINEERING, INC. Project Title: Engineer: Project ID: Project Descr: Concrete Beam Flle- hR Data 1 N R A 1 AL t i rtA rade Residence ec6 Software copyright ENERC I 3-2 18, Build 10.18.12.13 INC.98 Od ;- Description : RB-4 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc = 3.0 ksi (b Phi Values Flexure : 0.90 fr = fc1�2 ' 7.50 = 410.792 psi Shear: 0.750 1V Density = 145.0 pcf (31 = 0.850 LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 60.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # 3 E - Main Rebar = 29,000.0 ksi • • Number of Resisting Les Per Stirrup = 2 •' `• • • Y • •••••• base ease:* •. '. baba •Y•• • • t •Y•• •••• baba• • • A • • • • • • Y • • • • • • •• to •• • baba•• • . • s . • ' • • s baba•• D U.31 I Lr(U.12) W(-0 192) •Y•••• . � • • • • ------ ----8^wzaauu Ti--------- — I Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 30.0 in Span #1 Reinforcing.... 247 at 3.0 in from Bottom, from 0.0 to 18.0 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.310, Lr = 0.120, W =-0.1920 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn ' Phi: Allowable Location of maximum on span Span # where maximum occurs 0.253 : 1 Typical Section 34.587 k-ft 136.478 k-ft 9.016 ft Span # 1 247 at 3.0 in from Top, from 0.0 to 18.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.005 in Ratio = 42839>=360' -0.008 in Ratio = 26774 >=360 0.028 in Ratio = 7653 >=180 0.000 in Ratio = 0 <180.0 Cross Section_ Strength & Inertia Top & Bottom references are for tension side of section Phi'Mn (k-ft) Moment of Inertia (in^4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2-#7 @ d=27",2-#7 @ d=3", 136.48 136.48 18,000.00 5,530.35 5,530.35 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum — 6.045 6.045 Overall MINimum 1.080 1.080 +D+H 4.965 4.965 +D+L+H 4,965 4,965 +D+Lr+H 6.045 6.045 +D+S+H 4.965 4.965 +D+0.7501-r+0.7501-+H 5.775 5.775 Rochell Engineering, Inc 205 Santillane Avenue Coral Gables, FL 33134 Tel. (305) 6494049 ROCNELL ENGINEERING. INC Project Title: Engineer: Project ID: Project Descr: Concrete Beam File = Y:IENERCALCIENERCALC Data FileslUlvert-Andrade Residence.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build: 10.18.12.13 . Description : RB-4 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 4.965 4.965 +D+0.60W+H 3.928 3.928 +D+0.70E+H 4.965 4.965 +D+0.750Lr+0.750L+0.450W+H 4.997 4.997 +D+0.750L+0.750S+0.450W+H 4.187 4.187 +0+0.750L+0.750S+0.5250E+H 4.965 4.965 +0.60D+0.60W+0.60H 1.942 1.942 +0.60D+0.70E+0.60H 2.979 2.979 D Only 4,965 4.965 Lr Only 1.080 1.080 L Only • • SOnly • • • •••••• W Only -1.728 -1.728 • • • a*** • EOnly •••••• •••• •••••• H Only 000000 • • • Shear Stirrup Requirements --- --- - - En -tire Beam- Span-- Length- : Vu- < PhiVcl2- -- , Req'd--Vs =Not- Reqd-- 1-1.4.6.1-, use #3 stirrups spaced at -- 0.000 in -----..�.-- - .... -•.... , • Maximum Forces & Stresses for Load Combinations • • • • _ Load Combination Location (ft) _ Bending Stress Results• M1) • • Segment Span # along Beam Mu: Max Phi'Mnx: • Stress RaJio •„� MAXimum BENDING Envelope - ; `� ``" Span # 1 1 18.000 34.59 • 136!48 • • 0,25 • • • • • • +1.40D+1.60H • • • • • • • • Span # 1 1 18.000 31.28 136.48 0.23 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 18.000 29.24 136.48 0.21 +1.20D+1.60L+0.50S+1.60H Span # 1 1 18.000 26.81 136.48 0.20 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 18.000 34.59 136.48 0.25 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 18.000 30.70 136.48 0.22 +1.20D+0.50L+1.60S+1.60H Span # 1 1 18.000 26.81 136.48 0.20 +1.20D+1.60S+0.50 W+1.60 H Span # 1 1 18.000 22.92 136.48 0.17 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 18.000 21,46 136.48 0.16 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 18.000 19.03 136.48 0.14 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 18.000 26.81 136.48 0.20 +0.90D+W+0.90H Span # 1 1 18.000 12.33 136.48 0.09 +0.90D+E+0.90H Span # 1 1 18.000 20.11 136.48 0.15 Overall Maximum_ Deflections Load Combination Span Max. "-" Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+Lr+H 1 0.0282 9.000 0.0000 0.000 Rochell Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 ' Tel. (305) 649-4049 ROCNELL ENGINEERING INC. Project Title: Engineer: Project ID: Project Descr: Concrete Beam Fil e = YAENERCALCTNERCALC Data FileslUlvert-Andrade Residence.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . -777 Description : RB-5 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc = 3.0 ksi Phi Values Flexure : 0.90 fr = fc112 * 7.50 = 410.792 psi Shear: 0.750 yl Density = 145.0 pcf R 1 = 0.850 LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 60.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi ;...;. ...... E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 ., • • • '; Number of Resisting Legs Per Stirrup = 2 • • .:sees sees eeeeee sees.. ... e e e e sees.. .. we a sees. eeseee eo ee D(0.35) Lr(0.428) W(-0.484) .e •e e . • see • eeeeee sees.. e Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 32.0 in Span #1 Reinforcing.... 247 at 3.0 in from Bottom, from 0.0 to 10.0 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.350, Lr = 0,4280, W =-0.4840 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn * Phi: Allowable Location of maximum on span Span # where maximum occurs 0.120 : 1 Typical Section 17.677 k-ft 147.278 k-ft 5.009 ft Span # 1 247 at 3.0 in from Top, from 0.0 to 10.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.001 in Ratio = 85013>=360 -0.002 in Ratio = 75177>=360 0.003 in Ratio = 35128>=180' 0.000 in Ratio = 0 <180.Cl Cross Section Strength &_ Inertia Top & Bottom references are for tension side of section Phi*Mn (k-ft) Moment of Inertia (in A4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #7 @ d=29",2- #7 @ d=3", 147.28 147.28 21,845.33 6,467.67 6,467.67 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 5.179 5.179 Overall MINimum 0.371 0.371 +D+H 3.039 3.039 +D+L+H 3.039 3.039 +D+Lr+H 5.179 5.179 +D+S+H 3.039 3.039 +D+0.750Lr+0.750L+H 4.644 4.644 Rochell Engineering, Inc. Project Title: 205 Santillane Avenue Engineer: Coral Gables, FL 33134 Project ID: " Tel. (305) 649-4049 Project Descr: aGCNEU ENGINEEWNG, MC. Concrete Beam File = Y:TNERCALMENERCALC Data FileslUlvert-Andrade Residence.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Description : RB-5 Vertical Reactions Support notation: Far left is #1 Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 3.039 3.039 +0+0.60W+H 1.587 1.587 +D+0.70E+H 3.039 3.039 +D+0.750Lr+0.750L+0.450W+H 3.555 3.555 +D+0.750L+0.750S+0.450W+H 1.950 1.950 +D+0.750L+0.750S+0.5250E+H 3.039 3.039 +0.60D460W-4601-1 0.371 0.371 +0.60D+0.70E+0.60H 1.823 1.823 D Only 3.039 3.039 Lr Only 2.140 2.140 • L Only • ' • .e SOnly W Only -2.420 -2.420 •�•�•� • • • • • EOnly •�•• H Only • .ee. •••• eee e..e Shear Stirrup Requirements ...... .. _. _ Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd 11.4.6.1, use #3 stirrups spaced at 0.000 in e : . e • . • • • Maximum Forces & Stresses for Load Combinations :Go:*: ' . Load Combination Location (ft) Bending Stress Resuil5 ( k-ft r • • Segment Span # along Beam Mu: Max Phi'Mnx; •' $tress Ratio :....: MAXimum BENDING Envelope • • e • 0 Span # 1 1 10.000 17.68 147.28 0,12 0000 +1,40D+1.60H Span # 1 1 10.000 10.64 147.28 0.07 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 10.000 11.79 147.28 0.08 +1.20D+1.60L+0.50S+1.60H Span # 1 1 10.000 9.12 147.28 0.06 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 10.000 17.68 147.28 0.12 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 10.000 14.65 147.28 0.10 +1.20D+0.50L+1.60S+1.60H Span # 1 1 10.000 9.12 147.28 0.06 +1.20D+1.60S+0.50W+1.60H Span # 1 1 10.000 6.09 147.28 0.04 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 10.000 5.74 147.28 0.04 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 10.000 3.07 14T28 0.02 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 10.000 9.12 147.28 0.06 +0.90D+W+0.90H Span # 1 1 10.000 0.79 147.28 0.01 +0.90D+E+0.90H Span # 1 1 10.000 6.84 147.28 0.05 Overall Maximum Deflections Load Combination Span Max. "--" Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+Lr+H 1 0.0034 5.000 0.0000 0.000 Rochell Engineering, Inc �+ 205 Santillane Avenue Coral Gables, FL 33134 z /If —I Tel. (305) 649-4049 ROCNEU ENGINEERING. INC Project Title: Engineer: Project ID: Project Descr: Concrete Beam rile = r:1tNtKGALCItNtFfcALc uata rueswiven-Anoraoe KeSldence.eeb . Software Copyright ENERCALC, INC. 1983-2018, Build: 10.18.12.13 . Description : RB-6 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 112 = 3.0 ksi 6 Phi Values Flexure fr = fc * 7.50 = 410.792 psi Shear yl Density = 145.0 pcf Q 1 = % LtWt Factor = 1.0 0.90 0.750 0.850 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 60.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 D(0234) Lr(0.28�(-0.344) — —� — Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 16.0 in Span #1 Reinforcing.... 246 at 3.0 in from Bottom, from 0.0 to 9.0 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.2340, Lr = 0.2850, W =-0.3440 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn * Phi: Allowable Location of maximum on span Span # where maximum occurs 0.195 : 1 Typical Section 9.026 k-ft 46.341 k-ft 4.492 ft Span # 1 246 at 3.0 in from Top, from 0.0 to 9.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.005 in Ratio = 21891 >=360 -0.006 in Ratio = 18136>=360 0.011 in Ratio = 9629-180' 0.000 in Ratio = 0 <180.0 Cross Section Strength $ Inertia Top 8 Bottom references are for tension side of section Phi*Mn ( k-ft) Moment of Inertia ( In 4 Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #6 @ d=13",2- #6 @ d=3", 46.34 46.34 2,730.67 839.97 839.97 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2.916 2.916 Overall MINimum 0,051 0.051 +D+H 1.633 1.633 +D+L+H 1.633 1.633 +D+Lr+H 2.916 2,916 +D+S+H 1.633 1,633 +D+0,750Lr+0.750L+H 2.595 2.595 Engineering, Inc. Project Title: 205 Santillane Avenue Engineer: Z>ZRochell Coral Gables, FL 33134 Project ID: 1 Tel. (305) 649-4049 Project Descr: ROCKELL ENGINEERING. WC. Concrete Beam y. Description RB-6 Vertical Reactions Load Combination Support 1 Support 2 I -Ile = Y:XLNIzKUALULNt:KUALU Uala FilesUvert-Andrade ReSidence.eC6 . Software copyright ENERCALC, INC. 1983-2018, Build: 10. 18.12.13 Support notation Far left is #1 +D+0.750L+0,750S+H 1.633 1.633 +D+0,60W+H 0.704 0.704 +D+0.70E+H 1,633 1.633 +D+0.750Lr+0.750L+0.450W+H 1,898 1.898 +D-+0.750L+0.750S+0.450W+H 0.936 0.936 +D+0.750L+0.750S+0.5250E+H 1.633 1.633 +0.60D+0.60W+0.60H 0.051 0,051 +0.60D+0.70E+0.60H 0.980 0.980 D Only 1.633 1.633 Lr Only L Only 1.283 1.283 0•:*6646 • S Only fee* 000000 • W Only -1.548 -1.548 •0 E Only 06*4 H Only Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd 11,4.6.1, use #3 stirrups spaced at -0.000 in • Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results k-ft Segment Span # along Beam Mu: Max Phi*Mnx: ;tress Ralio MAXimurn BENDING Envelope 00 Span # 1 1 9.000 9.03 46.34 0.19 +1.40D+1.60H Span # 1 1 9.000 5.14 46.34 0.11 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 9.000 5.85 46.34 0.13 +1.20D+1.60L+0.50S+1.60H Span # 1 1 9.000 4.41 46.34 0.10 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 9.000 9.03 46.34 0.19 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 9.000 7.28 46.34 0.16 +1.20D+0.50L+1.60S+1.60H Span # 1 1 9,000 4.41 46.34 0.10 +1.20D+1.60S+0.50W+1.60H Span # 1 1 9.000 2.67 46.34 0.06 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 9.000 2.37 46.34 0.05 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 9.000 0.93 46.34 0.02 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 9.000 4.41 46.34 0.10 +0.90D+W+0.90H Span # 1 1 9.000 -0.18 46.34 0.00 +0.90D+E+0.901-1 Span # 1 1 9.000 3.31 46.34 0.07 Overall Maximum Deflections Load Combination Span Max. "-"Defl (in) Location in Span (ft) Load Combination Max. Defi (in) Location in Span (ft) +D+Lr+H 1 0.0112 4.500 0,0000 0.000 Rochell Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 Tel. (305) 649-4049 ROCNEU ENGINEERING. INC. Project Title: Engineer: Project ID: Project Descr: �e--- e = Data Iesvert n r et RF�rcfeec6concrete Beam Software copyright NER A CNC t983-2018,Build:10.18.12.t3 - W W m . k Description : RB-7 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 112 = 3.0 ksi (b Phi Values Flexure fr = fc ' 7.50 = 410.792 psi Shear y! Density = 145.0 pcf R t = LtWt Factor = 1.0 0.90 0.750 0.850 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 60.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 36.0 in Span #1 Reinforcing.... 247 at 3.0 in from Bottom, from 0.0 to 10.0 ft in this span Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.2640, Lr = 0.3220, W = -0,380 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn ' Phi: Allowable Location of maximum on span Span # where maximum occurs 0.087 : 1 Typical Section 14.750 k-ft 168.878 k-ft 4.991 ft Span # 1 Cross Section Strength & Inertia • • Igoe*'. •••••. N • s • • • • • • • • • • • • 000004, •• •• •• • •••••• • • • • • •••••• • • • • • • • • • • • 247 at 3.0 in from Top, from 0.0 to 10.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio = 0 <360.Ci 0.000 in Ratio = 0 <360.0 0.002 in Ratio = 59140>=180 0.000 in Ratio = 0 <180.0 Top & Bottom references are for tension side of section Phi"Mn (k-ft) Moment of Inertia (in^4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2-#7 @ d=33",2-#7 @ d=3", 168.88 168.88 31,104.00 8,571.99 8,571.99 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MINimum 0.522 0.522 +D+H 2.770 2.770 +D+L+H 2.770 2.770 +D+Lr+H 4.380 4.380 +D+S+H 2.770 2.770 +D+0.750Lr+0.750L+H 3.977 3.977 Rochell Engineering, Inc. Project Title: 205 Santillane Avenue Engineer: Coral Gables, FL 33134 Project ID: j' Tel. (305) 6494049 Project Descr: ROCNEU ENGINEERING, W. Concrete Beam Software = Y:IENERCALCIENERCALC Data Files\Ulvert-Andrade Residence.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Description : RB-7 Vertical Reactions Support notation: Far left is #1 Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 2.770 2.770 +D+0.60W+H 1.630 1.630 +D+0.70E+H 2.770 2.770 +D+0.750Lr+0.750L+0.450W+H 3.122 3.122 +D+0.750L+0.750S+0.450W+H 1.915 1.915 +D+0.750L+0.750S+0.5250E+H 2.770 2.770 +0.60D+0.60W+0.60H 0.522 0.522 +0.60D+0.70E+0.60H 1.662 1.662 D Only 2.770 2.770 • • LrOnly 1.610 1.610 • • �•�•�• •••••• LOnly �..� : •••• •� SOnly ••e•e• ••e• sees•. W Only -1.900 -1.900 • o • : • • • • • E Only • • • • 0000 sees•• • • HOnly •sees• e•ee0Y sees• o Shear Stirrup Requirements ...... 00000 ..... Entire Beam Span Length : Vu < PhiVc12, Req'd Vs =Not Reqd 11.4.6.1, use #3 stirrups spaced at 0.000 in • • • • • • " " • • •; e Maximum Forces & Stresses for Load Combinations :"•:•: e• Load Combination Location (ft) Bending Stress Resul ( k-ft) • • • • • • Segment Span # along Beam Mu: Max Phi"Mnx • s ✓stress Ratio • • • • • MAXimum BENDING Envelope • • Span # 1 1 10.000 14.75 168.88 • • e 0.09 +1.40D+1.60H Span # 1 1 10.000 9.69 168.88 0.06 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 10.000 10.32 168.88 0.06 +1.20D+1.60L+0.50S+1.60H Span # 1 1 10.000 8.31 168.88 0.05 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 10.000 14.75 168.88 0.09 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 10.000 12.37 168.88 0.07 +1.20D+0.50L+1.60S+1.60H Span # 1 1 10.000 8.31 168.88 0.05 +1.20D+1.60S+0.50W+1.60H Span # 1 1 10.000 5.93 168.88 0.04 +1.20D+0.50L r+0.50 L+W+1.60 H Span # 1 1 10.000 5.57 168.88 0.03 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 10.000 3.56 168.88 0.02 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 10.000 8.31 168.88 0.05 +0.90D+W+0.90H Span # 1 1 10.000 1.48 168.88 0.01 +0.90D+E+0.90H Span # 1 1 10.000 6.23 168.88 0.04 Overall Maximum Deflections Load Combination Span Max. " "Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+Lr+H 1 0.0020 5.000 0.0000 0.000 Zk ROCHELL ENGINEERING, INC. • •• • •••••• • •••••• ••• • • •••••• • • to •• •••••• Masonry Wall Design per ACI 530-11� ' • as • • • • • • 205 Santillane Avenue, Coral Gables, Florida 33134 Tel: 305.649.4049 Far.: 305.649.4149 Project-- ---- --- Page of Proj. No. By ROCHELL ENGINEERING 205 Olantillane Ave. - Coral Gables, F1 33134 - Tel: 305.649.4049 Fax: 305.649.4149 00 4, Saw JOA 0-,- U,� b�IV ROCHELL ENGINEERING, INC. Project Name: Wall ID: Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Cables, FL 33134 Ulvert-Andrade Residence Typ. Masonry Wall (Zone 4) 8" Masonry Wall Design (Code Ref: ACI 530-08 & MSJC 2008) •*9000 Input Data: Wall Height, H = Wall Thickness, t = Wall Vertical Reinforcing = Reinforcement Area, Ast = Effective Section Width, b = Effective Depth, d = Tensile Strength, Fs= Comp. Strength, F rn = Mod. of Elasticity, Es = Mod. of Elasticity, Em = Wall Analysis: Acting Moment, M = Reinf. Ratio, p = Radius of Gyration, r = h'/r = Moment of Inertia, I = Net Block Area, An = 9.67 ft. 7.625 in. # 5 @ 40 in o.c. 0.31 sq. in. 40 in. 3.81 in. 24,000 psi 1,500 psi 29,000,000 psi 1,350,000 psi 526 ft-lbs. 0.00203 2.63 44 < 99 336.7 1 n4/ft 42.8 Inz/ft Dead Loads = .... 575 ftNs./tt.' Live Loads = .;.. 704 lbs./R. Wind Uplift = ... -801 Ibsdito Wind Loads = ;: 45 psf...' Lateral Loads = .... 150 Ibsdft.. Weight of Wall = . .. 542 &.A.' •00000 . ASD Load Combinations:(per ASC 7- 4 . Dead Load = Ibis./ft. .N615 Dead Load + Live Load = lbs./ft.• 0.6Dead + (Lateral+Uplift) = I69.0ke Dead + 0.75Live + 0.75(Wind) =lbs./ft. Deflection: Max. Allowed, L/180 = 0.64 Computed deflection, 5WL4/384E1 = 0.23 OK Deflection Check = OK Axial . Fa = 0.25`F'm[l-(h'/140r)^2]= 338 psi (Allowable Axial Compressive Stress) fa(DL+LL) = P/An = 43 psi (Max. Axial Compressive Stress) fa[0.6DL+0.6(Lat+Upl)] = 45 psi fa(DL+0.75LL+0.75'0.6W) = 14 psi fa(DL) = 26 psi Bending: Fb Allowable = 1/3 F'm = 495 psi Max. Bending Stress, fb = 310 psi n=Es/Ern 21.5 k = 0.26 Steel Bending Stress, fs = 19,469 psi j = 1-k/3 = 0.91 Add'I fs = 0 psi (Axial Tension) Combined Stresses: 1. Axial Compressive Stresses (DL+LL) fa/Fa = 0.13 < 1.0 OK 2. Bending Comp. Stresses 0.6DL+ (Lat+Uplift) fa/Fa + fb/Fb = 0.76 < 1.0 K 3. Steel Bending Stresses fs/Fs = 0.81 < 1.0 OK 4. Bending+Axial Comp. DL + 0.75LL + 0.75(wind) = 0.67 < 1.0 OK Notes: Masonry design assumes special inspection provided & conforming to 2017 FBC requirements Combined stresses results shall not exceed 1.0 unity value (Kd = 0.85) 0 0 0 0 ROCHELL ENGINEERING, INC. Project Name Wall ID: Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Ulvert-Andrade Residence Typ. Masonry Wall (Zone 5) 8" Masonry Wall Design (Code Ref: ACI 530-08 & MSJC 2008) ••..•. Input Data: Wall Height, H = Wall Thickness, t = Wall Vertical Reinforcing = Reinforcement Area, Ast = Effective Section Width, b = Effective Depth, d = Tensile Strength, Fs= Comp. Strength, F rn = Mod. of Elasticity, Es = 29 Mod. of Elasticity, Em = 1 Wall Analvsis: Acting Moment, M = Reinf. Ratio, p = Radius of Gyration, r = h'/r = Moment of Inertia, I = Net Block Area, An = ft. in. # 51 (aD 32 in o.c. 0.31 sq. in 32 in. 3.81 in. .000 psi ,500 psi AIM ,000 i psi 619 ft-lbs. 0.00254 2.59 45 < 99 343.7 1 n°/ft 46.0 Inz/ft Dead Loads = Live Loads = lbs./U. Wind Uplift = 3...561 Ibs j$. Wind Loads = 0sf...' Lateral Loads = Ibg jft.. Weight of Wall = . Ibglft..' ...... • ASD Load Combinations:(per ASC 744 . . Dead Load = 16s.71V .M608 Dead Load + Live Load = 'Iles./fi.. 0.6Dead + (Latera►+Uplift) = 16s.h.' Dead + 0.75Live + 0.75(Wind) =lbs./ft. Deflection: Max. Allowed, L/180 = 0.64 Computed deflection, 5WL4/384E1 = 0.27 OK Deflection Check = OK Axial : Fa = 0.25*F'm[l-(h'/140r)^2]= 337 psi (Allowable Axial Compressive Stress) fa(DL+LL) = P/An = 40 psi (Max. Axial Compressive Stress) fa[0.6DL+0.6(Lat+Upl)] = 44 psi fa(DL+0.75LL+0.75*0.6W) = 13 psi fa(DL) = 25 psi Bending: Fb Allowable = 1/3 F'm = 495 psi Max. Bending Stress, fb = 336 psi n=Es/Em= 21.5 k = 0.28 Steel Bending Stress, fs = 18,515 psi j = 1-k/3 = 0.91 Add'I fs = 1 01 psi (Axial Tension) Combined Stresses: 1. Axial Compressive Stresses (DL+LL) fa/Fa = 0.12 < 1.0 OK 2. Bending Comp. Stresses 0.6DL+(Lat+Uplift) fa/Fa +fb/Fb= 0.81 < 1.0 OK 3. Steel Bending Stresses fs/Fs = 0.77 < 1.0 OK 4. Bendin +Axial Comp. DL + 0.751-L + 0.75(wind) = 0.72 < 1.0 OK Notes: Masonry design assumes special inspection provided & conforming to 2017 FBC requirements Combined stresses results shall not exceed 1.0 unity value (Kd = 0.85) ROCHELL ENGINEERING, INC. Project Name: Wall ID: Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Ulvert-Andrade Residence Masonry Wall with 2'-6" opening 8" Masonry Wall Design w/ Openings (Code Ref: ACI 530-081 Input Data: Member Height, H = Masonry Opening Width= Wall Thickness, t = Wall Vertical Reinforcing = Reinf. At Opening = Reinf. Area, Ast = Effective Section Width, b = Effective Depth, d = Tensile Strength, Fs = Comp. Strength, F'm = Mod. of Elasticity, Es = Mod. of Elasticity, Em = Wall Analysis: Acting Moment, M = Reinf. Ratio, p = Radius of Gyration, r = h'/r = Moment of Inertia, I = Net Block Area, An = 9.671ft. 7.625 in. # 5 @ 40 in o.c. 1 #6 0.44 sq. in. 24 in. 3.81 in. 24,000 psi 1,500 psi 9,000,000 psi 1,350,000 psi 526 ft-Ibs. 0.0048 2.63 44 < 99 336.7 In4/ft 42.8 Inz/ft Dead Loads = Live Loads = .. ... Wind Uplift = .. ... Wind Loads = .. Lateral Loads Wt. of Wall = .. ... 575 "#t. 70 b W. 801 Ibs,/ft. 45 psi • 147 4bsdit. 542 its../ft. Load Combinations: (per 2014 FBO) a 0 • ..... Dead Load = Dead Load + Live Load = • 0.6Dead + (Lateral+ Uplift) = Dead + 0.751-ive + 0.75(Wind) = 1,11 lbs./ft. Ibs'/ft. bt7ft. Ibs./ft. • • 1,821 861 1153 OK Axial : Fa = 0.25"F'm[1-(h'/140r)^2] = 338 psi (Allowable Axial Compressive Stress) fa(DL+LL) = P/An = 43 psi (Max. Axial Compressive Stress) fa[0.6DL+0.6(Lateral+Uplift)] = 3 psi fa(DL+0.75LL+0.75'0.6W) = 44 psi Bending: Fb = 1/3 F'm = P495 psi fb = 369 psi n = Es/Em = 21.5 k = 0.36 is = 13,921 psi j = 1-k/3 = 0.88 Add'I fs = 0 1 psi (Axial Tension) Combined Stresses: 1. Axial Compressive Stresses (DL+LL) fa/Fa + fb/Fb = 0.13 < 1.0 OK 2. Bending Comp. Stresses (0.6D1+Lat+Up1) fa/Fa + fb/Fb = 0.76 < 1.0 OK 3. Steel Bending Stresses fs/Fs = 0.58 < 1.0 OK 4. Bending + Axial Comp. DL+0.75LL+0.75(W) = 0.88 < 1.0 OK (votes: masonry aesfgn assumes speciai inspection proviaea 6. contorming to Z07 r rtsu requirements Combined stresses results shall not exceed 1.0 unity value (Kd = 0.85) ROCHELL ENGINEERING, INC. Project Name: Wall ID: Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Ulvert-Andrade Residence Masonry Wall with 3'-0" opening 8" Masonry Wall Design w/ Openings (Code Ref: ACI 530-08) Input Data: Member Height, H = Masonry Opening Width= Wall Thickness, t = Wall Vertical Reinforcing = Reinf. At Opening = Reinf. Area, Ast = Effective Section Width, b = Effective Depth, d = Tensile Strength, Fs = Comp. Strength, F'm = Mod. of Elasticity, Es = Mod. of Elasticity, Em = Wall Analysis: Acting Moment, M = Reinf. Ratio, p = Radius of Gyration, r = h'/r = Moment of Inertia, I = Net Block Area, An = 9.67 ft. 3 ft. 7.625 in. # 5 @ 40 in o.c. 1 #6 0.44 sq. in. 24 in. 3.81 in. 24,000 psi 1,500 psi 9,000,000 psi 1,350,000 psi 526 ft-lbs. 0.0048 2.63 44 < 99 336.7 In 4/ft 42.8 In2/ft Dead Loads = Live Loads = Wind Uplift = Wind Loads = Lateral Loads = Wt. of Wall = ' . • 575 lbe,/ft. .. ... 70 Nx-?/ft • • • • • -801 Ibs /ft. ••••• 45 p0•• • • • • 158 IbsN1t. • • • • • • 542 IbS,(}t• • • • • .. Load Combinations: (per 2014 FBC1 Dead Load = ; • ,1,117 lbs./ft. Dead Load + Live Load = '1,821 bs.Mo 0.6Dead + (Lateral+ Uplift) _ 86 MOM. Dead + 0.751-ive + 0.75(Wind) = 1162 lbs./ft. OK, Axial : Fa = 0.25*F'm[l-(h'/l40r)^2] =Pipsi psi (Allowable Axial Compressive Stress) fa(DL+LL) = P/An = psi (Max. Axial Compressive Stress) fa[0.6DL+0.6(Lateral+Uplift)] =psi fa(DL+0.75LL+0.75*0.6W) = Bending: Fb = 1/3 F'm = F495 psi fb = 398 psi n=Es/Em= 21.5 k = 0.36 fs = 14,991 psi j = 1-k/3 = 0.88 Add'I fs = 0 psi (Axial Tension) Combined Stresses: 1. Axial Compressive Stresses (DL+LL) fa/Fa + fb/Fb = 0.13 < 1.0 OK 2. Bending Comp. Stresses (0.6D1+Lat+Up1) fa/Fa + fb/Fb = 0.81 < 1.0 OK 3. Steel Bending Stresses fs/Fs = 0.62 < 1.0 OK 4. Bending+ Axial Comp. DL+0.75LL+0.75(W) = 0.94 < 1.0 OK Notes: Masonry design assumes special inspection provided & conforming to 2017 FBC requirements Combined stresses results shall not exceed 1.0 unity value (Kd = 0.85) ROCHELL ENGINEERING, INC. • •••• •••• • • •• •• •• • •••••• • Foundation Design 205 Santillane Avenue„ Coral Gables, FL Tel: 305.649.40zi9 Fax: 305.6zi9.4149 ale:@siructuralpartners,com Gage __ Proj. No Rafe 6y of ROCHELL ENGINEERING 205 Santillane Ave. Crral Gables, FL 33134 lei: 305.649.4049 Fax: 305.649.4149 • • • • • • 0000 Lam.. -4- � = '1 �. Co Co �. 4CcGCv �- = Z- Project. - Page _ Proj. No Date By -- of ROCHELLENGINEERING 205 Santillane Ave. • Coral Cables, FL 33134 Tel: 305.649.4049 Fax: 305.649.4149 r w ...... ..�. ••ww• •wwww. • • ••www 1••i wsa a•�•r 99604 AA, . 0 �n � r� J �ww�ws• a/ s s • ••w.• s•.w 0,t V-) �� Project:------------ -- Page ___ Proj. No. Date By of ROCHELL ENGINEERING 205 Santillane Ave. - Coral Gables, FL 33134 - Tel: 305.649.4049 • Fax: 305.649.4149 ROCHELL ENGINEERING, INC. Notice of Acceptance (NOA) • • •.••% 205 Santillane Avenue, Coral Gables, Florida 33134 1 el: 305.648.4049 Fax: 305.649.4149 MIAMI-DADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.2ov/economy Nu-Vue Industries, Inc. 1055 East 29th Street Hialeah, FL 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 CQwm;4 RER- Product Control Section to be used in Miami Dade County and other areas where Uo4d by t*hAuthority ... • , • Having Jurisdiction (AHJ). • ...... .... ...... This NOA shall not be valid after the expiration date stated below. The Miami -Dade C. unty Product Control • Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade C"xity) res er► -1ke right • to have this product or material tested for quality assurance purposes. If this prod'ttt t•or matelm*fails td •: • •. perform in the accepted manner, the manufacturer will incur the expense of such fettingand the•A%J may •• • immediately revoke, modify, or suspend the use of such product or material within TheirJurisdictign. RER • ....0 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 Wldin� code... • •. This product is approved as described herein, and has been designed to comply with &oPlorida Building • Code, including the High Velocity Hurricane Zone. •. •. DESCRIPTION: Series AB, NVSTA, NVHTA, NVTHJ, IKE, NVTT and NVHC-37 Steel Wood Connectors APPROVAL DOCUMENT: Drawing No. NU-1, titled "Truss and Top Plate Anchors", sheets 1 through 4 of 4, dated 03/06/2018, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance 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 in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user 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 and revises NOA # 17-0802.10 and consists of this page 1 and evidence pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. MAM1; ADE COUNTY A i NOA No. 18-0312.06 ;— - Expiration Date: May 22, 2023 Approval Date: May 17, 2018 f' ` /! '} /,o.,•;�� Page 1 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. Evidence Submitted Under Previous NOAs A. DRAWINGS "Submitted under NOA #16-0201.22" 1. Drawing No. NU-1, titled "Truss and Top Plate Anchors", sheets 1 through 4 of 4, dated 02/18/2008, with last revision dated 01/25/2016, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 08-0325.02" :...:. Test reports on wood connectors per ASTM D1761-88 by Product Testing, Inc, ,sihed ath . • 0 sealed by C. R. Caudel, P.E. .••.•. '....' Report No. Wood Connector Load Direction ...:Date • 1. 05-5195A AB-5 171 and F2 • •Q;/15/0$..... 2. 05-5196A AB-7 Fl and F2 69 ••002/15/08"" 3. 04-4995 NVT IJ-26 Upward ": •Q�/31/0�• • • • • 4. 04-4996 NVTHJ-28 Upward • �Ql•/31/OS • • • • 5. 05-5612 IKE-1 Upward, L1 and L2 '03/20/06 6. 06-5622 IKE-2 Upward, L 1 and L2 W101104 0 • • • • 7. 04-4908 NVTT Upward and L 1 • • • 01/21/01 • • • S. 03-4631 NVTT Upward and L1 06/21/04 9. 08-6711 NVHC-37 Upward, L1 and L2 03/14/08 10. 04-4641 NVSTA Upward, L1 and L2 03/17/04 11. 04-4642 NVHTA Upward, L1 and L2 03/22/04 C. CALCULATIONS "Submitted under NOA # 08-0325.02" 1. Shear value of common wire nails and steel plate tensile calculations, prepared by Vipin N. Tolat, P.E., Consulting Engineer, dated 03/20/2008, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS "Submitted under NOA #16-0201.22" 1. Statement letter of code conformance to the 5' edition (2014) FBC and of no financial interest, dated 01/29/2016, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 13-0206.17" 2. Statement letter of code conformance to 2010 FBC and no financial interest, dated 01/31/2013, signed and sealed by Vipin N. Tolat, P.E. 1 t Carlos M. Utrera, P.E. Product Control Examiner NOA No. 18-0312.06 Expiration Date: May 22, 2023 Approval Date: May 17, 2018 E-1 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 2. Evidence submitted under NOA # 17-0802.10 A. DRAWINGS 1. Drawing No. NU-1, titled "Truss and Top Plate Anchors", sheets 1 through 4 of 4, dated 07/17/2017, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. •••..• B. TESTS 1. None. ...�.. .... ...... .... .... ..... C. CALCULATIONS ...... ... . . ..... 1. None. " ' : ...... . . . . . . ...... ...... 0 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 the 5a' Edition (2014) and 6 h Edition (2017) FBC and of no financial interest, dated 07/25/2017, signed and sealed by Vipin N. Tolat, P.E. Carlos M. Utrera, P.E. Product Control Examiner NOA No. 18-0312.06 Expiration Date: May 22, 2023 Approval Date: May 17, 2018 E-2 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. New Evidence Submitted A. DRAWINGS 1. Drawing No. NU-1, titled "Truss and Top Plate Anchors", sheets 1 through 4 of 4, dated 03/06/2018, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. ...... B. TESTS • • 1. None. •••:•• • .... .... C. CALCULATIONS ' 1. Adjustment factor calculations per ASTM D7147, prepared by Vkpiia-N. Tolat, P.E., Consulting Engineer, dated 03/06/2018, signed and sealed by Vipin N'Tolal,P.1. 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 the 6a' Edition (2017) FBC and of no financial interest, dated 03/10/2018, signed and sealed by Vipin N. Tolat, P.E. A Carlos M. Utrera, P.E. Product Control Examiner NOA No. 18-0312.06 Expiration Date: May 22, 2023 Approval Date: May 17, 2018 E-3 • e r ... • • • . • • • • •••• • •• • • • • • • • ••• • • • • • • • • 18 Gauge Angler ips. • ••• `• •• • • • •f ••• •• • ••• • • • • •• • W2 WI W2 W1 •• • �Ft • ••• •• 0 m e ° 0 m o L L 0 0 o F2 ° e ° AB-7 AB-5 Typical Installation Product Dimensions (inches) Fastener Schedule Alowable Loads (Ibs) Code W 1 W2 L Header Joist F 1 F2 A135 IY2 25i6 5 3-10dxI1/2" 3-10dxlY2" 491 595 A137 I%2 2%6 7 4-I0dxly" 4-10dx1Y2" 573 794 Notes: Nail wider angle leg to Joist and Shorter leg to Header. GENERAL NOTES: 1. Steel shall conform to ASTM A653, structural grade 33 (Min. yield 33 ksi) and a minimum galvanized coating of G 60 per ASTM A653. 2. Allowable loads are based on National Desing specifications (NDS) for wood construction, 2015 and FBC 2017. 3. Design loads are for Southern Pine species with a specific gravity of 0.55. Allowable loads for other species shall be adjusted accordingly. 4. Common wire nail values are based on NDS 2015, G=0.55 and have been reduced for Penetration Depth factor P/I OD. 5. Allowable loads for wind uplift have already been increased by a duration factor of 60% for anchor nail. Load values shown are without 33% steel stress increase. 6. Allowable loads for more than a single connection cannot be added together. A design load which is divided into components in the direction given must be evaluated as follows: Actual Uplift + Actual LI + Actual L2 ,=1.0 Allowable Uplift Allowable Ll Allowable L2 7. Allowable loads are based on 1%2" thick wood members unless otherwise noted. 8. All tie beams and grouted concrete masonry shall comply with FBC 2017. Concrete for tie beams and grout and mortar for concrete masonry shall be a minimum of 2500 psi. Concrete masonry shall comply with ASTM C90. 9. All tests have been conducted in accordance with ASTM D-1761 and ASTM D-7147. PRODUCT REVISED as complying with the Florida Building God. NOA-No. 16-0312.06 Expiration Date 05/22/2023 ���n i7 By y;.."fHfy'� Nllem a e P uct Control . . ... . . . ... . ....... .... Deep Seat Truss Anchor.. They are desigr;d toirewst latoraliarll urlift forces. • The strap is made of 14 gauge steel and the seats oM gauge steel* • 000 • • •• • • • •• ••• •• • UP jIF9 • • • • • • • •• ••, • • • •• • vf- uplift to chc,d --LI Holden Double Strap Riveted Truss Anchor.. They are designed of 14 gauge steel plates to resist lateral and uplift forces. The seats are made of 20 gauge steel. UPLIFT eplr.d �pwt <o Assembly Dimension Total No. Total No. of Assembly Total No. Total No. of Dimension Allowable Loads (Ibs) Product H of Fasteners Fasteners in Allowable Loads (Ibs) Product H of Fasteners Fasteners in Code (inches) in Strap 20 GA. Seat 6 6 6 Code (inches) in two Straps 20 GA. Seat 6 5 6 6 IOd x liz" 10d x 11/2" Uplift LI L2 10d x IY2" l Od x 1312." Uplift Uplift L1 L2 NVSTA12 12 5 6 1046 700 1049 NVHTA12 12 10 6 1506 1766 1050 1450 6 6 1141 760 1144 12 6 1695 1987 1181 1631 NVSTA16 16 NVHTA16 16 7 6 1236 823 1239 14 6 1883 2208 1312 1812 NVSTA20 20 8 6 1 1331 887 1 1335 NVHTA20 20 16 6 1 2071 2429 1444 1994 9 6 1426 950 1430 18 6 2259 2649 1 1575 2175 NVSTA22 22 NVHTA22 22 Notes: NVSTA24 24 NVHTA24 24 1. Nails are necessary in straps and seat to achieve, desing loads. 2. See note 6, sheet 1 for combined loading. 3. Nails through chords shall not force the truss plates. 4. For general notes, see sheet 1. 5. For higher uplift loads, concrete shall be 3000 psi. 6. Based on min. 2500 psi concrete. VIPIN N. TOLAT, PE (CIVIL) Nu-Vue PRODUCT REVISED FL. REG. # 12847 Industries, Luc. 15123 LANTERN CREEK LANE 1053.1059 East 29 Street Hialeah, Florida 33013 as comp)ying with the Florida Bulimna Code HOUSTON, TX 7706fl (305) 694-0397 .- No. 18-0312.06 Fax: (305) 694-0398 Ezplratlon D to 05/22/2023 TRUSS AND TOP PLATE ANCHORS ey '� / DWG #: Sheet: Date: Revisions: Miami-D dh Product Control/3 1 o NU-1 2 of 4 March 6, 2018 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . ....... .... • - . . . . . . . . • • 12 Gauge NVTHJ Truss Hip & Jack Hart, wr '.' .;. 00 .• • • . .. ... •• • ••• • • • • •• • •• • • • • • ••• •• e Left e e Right e c— t b — �.ft" — d — a — Jack 1-2x NVTHJ-28 similar U.S. Patent No. 4,964,253 Allowable Loads (ibs) S. Pine Nail Schedule Product Code Uplift Loads Header Nails 16d (e) Hip Nail lOd Jack Nail l Od a b total c d total NVTHJ26 1478 16 4 3 7 2 3 5 NVTHJ28 1931 20 5 4 9 2 3 5 UPLIFT ,,°I %• In N x Z Note: ror 1-4x memDers 10dxIY2" nails can be used 2OG Stud Plate Ties L o H IKE-1 I-.-- b ( ISOMETRIC) I L� a TyP. F—' --i TY, Typ Typ. H IKE-1 IKE-2 UPLIFT TYPICAL IKE1 INSTALATION Dimensions (inches) Fasteners Allowable Loads (lbs) Product Code W H L Stud Plate Uplift Ll L2 LICE 1 1%2 5 3Y2 6-10d 4-10d 787 337 337 IKE2 Ij 63/8 312 6-1Od 7-10d 932 451 318 PRODUCT REVISED NVTHJ-28 as shown •s eomplyln with the Florida Building Code NVTHJ-26 similar %P-No. 18-0312.06 Expiration Date 05/22/2023 Miami -Dade Product Control VIPIN N. TOLAT, PE (CIVIL) FL. REG. # 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... •• . . . .. .... . .. 18 Gauge NVTT Sanibel Truss Strap •. • �; • • .. . . . .. ... .. • • /lI1�R�abfe Wads (Ibs) • • • U ift Ll • •• •• Dimensions (inches) Fasteners Schedule Product Hollow Cory Code W p H L Truss Top Plates Masonry F� NVTT-1 1% 1Y44 14 13 2-10dx1%" 6-10d ----- 983 543 NVTT-2 19/6 1%4 14 13 2-10dx1Y2" ---- 6-11"0xl t/2' t584 465 Tapcons 1. 1-10dxly" nail is placed on each side of the Truss and 3-10dnails in each leg are placed in two top plates. 2. 3-y"dia. x ty" long, I%4" embedment tapcons are placed in each leg and into the hollow concrete masonry. Maintain 2Y2" edge distance from top of the block and spacing of 3" between the tapcons. 1ho7le N v n x NVTT 1 and 2 tUPLIFT NVTT-1 As Shown NVTT-2 Similar except concrete masonry with tapcon anchors instead of Wood Plates and nails. 18 Gauge NVHC 37 SWAY Grip —Clip (520) Nail Schedule Allowable Design Loads (Ibs) Product Code Description Header Joist Uplift LI L2 or Plate or Stud NVHC 37 5 Way Clip 16-8d or 12-8d or 700 559 627 16-10d 12-10d \\I\b j e„� UPLIFT UPLIFT L2 L1 L1 � L1 1%2" PRODUCT REVISED as compiling with the Florida Building Cod• Noa-Mo. 18-0312.06 Expiration D�e 05/2212023 By M Miaml-0 d Product Control Ft4tt?E i. Usk Inc... 14305 Souftross Dr_ Suite 200 r Burnsville, MN 55306 t f Phone: (800) 328-5934 Fax: (952) 898-8605 FRAME Pf'Od ct Evaluation Repert USP Structural Connectors, a MiTek® Company Florida Product Approval # 2033.1-2 P Florida Building Code 2014 ;...;. Per Rule 61G20-3 • Method:1-d • ...... .... Category: Structural Components Subcategory: Wood Connector Compliance Method: 61G20-&VO5(1)(4j•,•. HVHZ 00.0 .....• • • • Product Manufacturer: .'. • L-ISP Structural Connectors, a MiTek" Compzw '.:..• 14305 Southcross Drive, Suite 200 Burnsville, Minnesota 55306 En ineer Evaluator: Steve A. Brekce P.E. FL P.E. # 70432 Validator• Terrence E. Wolfe P.E. FL P.E.# 44923 Contents: Evaluation Report Pages 1-4 Ie,itEk t1:'A. Irie. 14305 Souftross Dr, Suite 200 c t Burnsville, MN 55306 `t f_ N Prone. (800) 328-5934 Fax- (952) 898-8605 Compliance Statement: The product as described in this report has demonstrated compliance with the Florida Building Code 2014, Sections 1711.1.1 and 2314. Product Description: The UGT5 & USC is an uplift girder truss tie and consists of a steel bucket welded to two straps to connect a wood member to a masonry wall. The connector is used to transfer uplift load between wood members and masonry walls. Product Material: Strap: 10 Ga. steel ASTM A1011 Seat: 10 Ga. steel ASTM A1011 ••••.. •• . ..•• • Materials: Wood • .•.•���• •�••�• Wood members must be Southern Pine with a minimum sper;i is v• ity (G) of 0.55, or an approved member with a minimum equivalent spesitis gravity (G;Qt 0.55. Wood members shall have a moisture content not exceeding 19 percent 43se ... • • percent for structural engineered lumber). Wood members wmetrbe used uwd�er• •.:•.' dry limited continuously conditions and where sustained temperatuM ate te-IbOl'. • • • •.. • Preservative and Fire -Retardant -treated Wood ' ' • • • • • • • Connectors or fasteners used in contact withpreservative-treated and fire-' • • retardant -treated wood shall be in accordance with Section 290$4.9.t. : •". ' • •••• Nails Nails shall meet the requirements in Table and the requirements specified in t = ASTM F 1667. Fasteners Required fastener types and sizes are specified in the Table. .... - Masonry Materials and quality of masonry construction must comply with the applicable sections of FBC 2014. Minimum concrete strength shall be 2500 psi. Design Procedure: The allowable loads shown in the Table are based on allowable stress design and include a 60% increase for wind and seismic load conditions per Section 10.3.2 of the NDS. No further increases are permitted. The allowable loads are based on wood members with a moisture content not exceeding 19 percent (16 percent for structural engineered lumber). If moisture content exceeds this value, a wet service factor, Cm, must be applied per Section 10.3.3 of the NDS. The allowable loads are based on wood members under continuously dry conditions and where sustained temperatures are limited to !Iialet: llfrt- I€ (- 14305 Southuross Dr. Suite 200 t Burnsville. MN 55306 Phone. (800) 328-5934 V i t Fax (952) 898-8605 Ir i Ep 1000 F. Wood members that will experience sustained exposure to temperatures exceeding 1000 F shall be adjusted by the temperature factor, Ct, per Section 10.3.4 of the NDS. Wood members to which the strap is attached must be designed by a registered design professional per FBC 2014. Masonry construction must be a minimum of C90, fully grouted, concrete CMU block and designed by a registered design professional per FBC 2014. Installation: Install the anchor in accordance with this evaluation report and the manufacturer's installation instructions. Testing and Specifications: 1. ASTM D1761-88(00) Standard Test Methods for Mechanical Fast@hers iglN7to% • Test Report No.3018 02-50883.3 dated 11/19/2002 by Twin 611:es'ling Corpaivion • • • • • Test Report No.031205 dated 11/30/2001 and revised 04/18'/'la02 6y Twin City! ; .•.. Testing Corporation . • • "". • • ' � � � � 2. ASTM D 1761 comparison letter. Signed and sealed by James F. Collins, JR. PhD. P.E. • • • • • • •":' 3. AF&PA National Design Specifications for Wood Construction (IWDS) 20i? • • • • Quality Assurance Entity: The manufacturer has established compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity. rt. YSK d UK)z Uplift Girder Ties Materials: 10 gauge Finish: USP primer Installation: • Use all specified fasteners. • Bolts must be ordered separately. • Place connector over truss or rafter and fasten with specified fasteners. • Designer shall be responsible for design of masonry structure, including any required reinforcement. • For 2 ply applications, add filler block. • Works with heel heights up to 14". • Moisture barrier may be required. a E i l i USC3F Lrote; f,:OJ with (19c continuou. rrb?� rdGP Cai5t 3rtce i 8' �onL.ret.e bloc}: With minimum J5e (1) #5 rebar each or 4 a5 lelapired - cell ccntinuou� for a lif f to- footing with eLondard hook at bole Ie avons Typical USC3Finstallation UCTSsimilar Lintel Hock with (t rt _ continuous- rebar Min. .. ' ai,.tam r e., concrete block " v.izi, rt r in um a (tix elsr:a.t Gel! co itinocu:. or 4 a,. rau;re :< fG.ning volt', r.dard her+k for uid+ri at bolt foc.+tc,+s Typical USC53 installation Description USP Stock No. Steel Gauge Dimensions Fastener ScheduleT-3•' Allowable Loads Lbs. yy H Rafter/ Truss' Concrete/Masonry Wall DF-L / SP aty Type Gtf Boll Diae Up""" 160% 3 Ply Flat - - - 4 Ply Flat - -- 4/12 pitch - 5/12 pitch - - 6/12 pitch 7/12 pitch - - -- 8J12 pitch UGTS3F - USCY - UGTS4F USCG UGTS43-3/4 UGTS44 USC43 USC44 UGTS53 UGTS54 - USC53 USC54 UGTS63 UGTS64 USC63 USC64 UGTS73 UGTS74 1 10 - 10 - - 10 4-3/4 - — 4-3/4 - 61@ 6.1/2 61/2 4-3/4 6-112 _-4.3/4 _ 6-1/2 23 - 30-12 ( 23 i 30-1/2 i-23-_�-8 23 ! 30.112 --- I 30-1/2 - --- -23 23 3a1/2 8 8 8 - 8 d 8 6 .*AW* 8 - 8 x-j40• 8 8 8 - 8 8 8 8 ' 16� • • f6d • • • y8tl • • ON*_ 2 1 2 ± 4 - 2 2 4 2 2 -_-.2 -4._. 2 * 3/4 7M� • • • •314• 781_3 • i 1013t3• i rt 761 3 7115 _ 1�Y•• 7JIJ i 7 • • 3r4 3t4 Y Y. Y•3(4 •Y314 • Y 4 • 10 10 10 10 - 10 _ 10 10 10 #-10 10 10 10 t 10 - 10 ' 10 Y�• •60• 19I1 16d 4 7813 •� 3/ 11 e • •,1/'P • _7813 ;-•Y1 ' 16d f 16d 16d _ 4 2_ 3/4 a• - 49 1 • 7813 2 314 7813 i - -�---- 4-314 2 -4 2 --4-- - 2 2 2 39 _ 3/4 314 7813 I ._- 10133 1 6-1/2 4-3/4 6-1/2 4-314 6-1/2 4-3/4 6-1/2 -- r - 4-3/4 6.112 4-3/4 - 6.1/2 4.314 i 6-112 _ 30-1/2 �. 23 23 30-1n 30.1/2 23 23 8 8 — 8 8 - 8 8 8 8 8 -- 8_- _16d 16d 1d 6 __ 16d 16d 16d 16d 16d 16d 16d _16d 16d i 16d 16d 16d -16d 16d 16d - --- 16d 16d 16d 7813 - io133 - i 3Ja 3/4 314 3/4 7813 7813 7813 10133 4 2._ 4 2 2 2 _ 4 - 4 j - 2 2 2 -- 4 2 4 3/4 314 7813 10133 3/4 - 3/4 3/4 3/4 -3/4 - 3/4 314 3/4 7813 j 7813 7813 I -10133 _781_3 10133 -- 7813 -- USC730 — USC74 -- 301/2 30.112 - - 23 - 23 � 30-1/2 3a1a 8_ItI_ 8 - 8 r- 8 - ,- 8 8 8 _ 8 8 8 UGTS83 UGTS84 USC83 10 10 10 10 314 3/4 3/4 7813 7813J— 10133 USC84 314 7813 - 10133 - 3/4 1) Uplift loads have been increased 60%for wind or seismic bads; no further increase shall be permitted. 2) Use Powers Fasteners 314' - 6' Wedge Bolts; or equal, installed in accordance with manufacturer's specifications. 3) Fasteners shall be installed to fully grouted and reinforced concrete masonry or reinforced concrete (fc = 2000 psi at 28 days). 4) Bolts shall conform to ASTM A 307 or better. 5) Minimum nail embedment shall be 1-5/8-for 16d nails. 6) The deflection at the allowable load is 9/64' for the 2 boft installation and 5/32' for the 4 bolt installation. • DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTENINGS ••..•• .. . .... Y REPORT HOLDER: �•,;�• • • •••• •••• •••••• • • SIMPSON STRONG -TIE COMPANY INC..::::, ... ..;,•• • . • .. •• .. . •.w•i• 5956 WEST LAS POSITAS BOULEVARD :•':`: •, PLEASANTON, CALIFORNIA 94588 • ; . ;•••• •0 ••.• EVALUATION SUBJECT: SIMPSON STRONG -TIE® HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING IN ICC ICC PMG CLISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty, by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. I'N AflONAL A Subsidiary of 1Q01 ERNCOUNCIL' ,Z_SCCA,c��r ��is � G V:�ouv�l f;ert�t�cat.�n 6:.1. AeC�lIIMP GGY. a mai ,• Copyright ° 2017 ICC Evaluation Service, LLC. All rights reserved. ICC-ES Evaluation Report ESR-2613 Reissued June 2017 Revised December 13, 2017 This report is subject to renewal June 2018. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS, AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925-5099 www.stron_qtie.com EVALUATION SUBJECT: SIMPSON STRONG -TIES HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: ® 2015, 2012, 2009 and 2006 Intemational Building Code (IBC) ■ 2015, 2012, 2009 and 2006 International Residential Code (IRC) Property evaluated: Structural 2.0 USES The Simpson Strong -Tie hurricane and seismic straps and ties described in this report are used as wood framing connectors in accordance with Section 2304.10.3 of the 2015 IBC and Section 2304.9.3 of the 2012, 2009 and 2006 IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie hurricane and seismic straps and ties recognized in this report are installed to resist design forces on wood -frame construction resulting from the application of the most critical effects of the load combinations prescribed by code that include wind or seismic loads. 3.1.1 Hurricane Ties: Hurricane ties are used to anchor wood rafters or joists to wood wall plates or studs or to anchor wood studs to wood sill plates. The H6 and H7Z ties are formed from No. 16 gage galvanized steel; the H1, H2.5A, H3, H5, H10A, and H10-2 ties are formed from No. 18 gage galvanized steel; and the H4 tie is formed from No. 20 gage galvanized steel. See Table 1 for tie model numbers, tie dimensions, fastener schedules, and allowable loads. See Figures la and lb forillustrotions of the hurricane ties recognized is this.report, Mb* ure 1 ..... for illustrations of instalAW lonfigurpypgs with s • designated allowable load dire 9 GtIDOS.. .... .....• . 3.1.2 HS24 Hurricane Tie:••I ;*1-IS24 hurricane tie;,,,,: anchors wood rafters or trusses 161400d vol•tbp.plates' • The HS24 connector is fornl2Q • from N86 •f8 gage •; • • • galvanized steel. See Table 20fb "Puired JA3tgllgrs ane? • • • • allowable loads. See Figure 2 fGl' a4&awing ofeAe "S24 tie • • • o • and a typical installation detail. • • : • 0 . • . . . . ...... 3.1.3 LTS, MTS, and HTS =Series Twists @traps: The LTS, MTS, and HTS series twist straps are used to anchor • • • • wood trusses or rafters to wood wall double•to •plates, wood studs, wood beams, or wood rim boaras.•fhe LTS, MTS, and HTS series twist straps are formed from No. 18, No. 16, and No. 14 gage galvanized steel, respectively. See Table 3 for strap model numbers, overall strap lengths, required fasteners, and allowable uplift loads when installed with different fastener schedules. See Figure 3 for a drawing of an LTS12 twist strap and two typical MTS strap installations. 3.1.4 LFTA Light Floor Tie Anchor: The LFTA light floor tie anchor is used as a floor -to -floor tension tie and is formed from No. 16 gage galvanized steel. See Table 4 for anchor tie dimensions, required fasteners, and the assigned allowable uplift load. See Figure 4 for a drawing of the LFTA connector. 3.1.5 SP and SPH Series Stud Plate Connectors: The SP1 connector fastens one edge of a wood stud to the contiguous edge of a wood sill plate, and the SP2 connector fastens to one side of a wood double top plate and to the contiguous edge of a wood stud. The SP4, SP6, SP8, SPH4, SPH6, and SPH8 are 11/4-inch-wide (32 mm) U-shaped straps with a horizontal portion that bears against the wood wall top plates or sill plates and two vertical legs that are nailed to the edges of a wood stud. The SP and SPH connectors are fabricated from No. 20 and No. 18 gage galvanized steel, respectively. See Table 5 for SP and SPH models, connector dimensions, required fasteners, and allowable uplift loads. See Figure 5 for drawings of the SP1 and SP2 connector, and of typical stud -to -plate connection details for the SP1, SP2, SP4, and SPH4 connectors. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report.Au. LopF [0UX[, Copyright © 2017 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 11 ESR-2613 I Most Widely Accepted and Trusted Page 2 of 11 3.1.6 RSP4 Reversible Stud Plate Ties: The RSP4 tie plates are used to connect a nominally 2-inch-wide wood stud to either a top or sill plate of a wood framed wall. The RSP4 tie connector is fabricated from No. 20 gage galvanized steel. See Table 6 for required fasteners and allowable loads. See Figure 6a for a drawing of the RSP4 connector showing overall dimensions; Figure 6b for a drawing of a typical RSP4 installation connecting a wood double top plate to a wood stud; and Figure 6c for a typical RSP4 installation connecting a wood stud to a wood sill plate. 3.1.7 SSP and DSP Stud Plate Connectors: The SSP stud -to -plate connector is used to provide a positive connection between a single wood stud and the top or sill plate of the same wood wall, and the DSP stud -to -plate connector is used to provide a positive connection between a double wood stud and the wood wall top or sill plate of the same wood wall. The SSP and DSP connectors are fabricated from No. 18 gage galvanized steel. See Table 7 for required fasteners and allowable uplift loads. See Figure 7 for drawings of the SSP and DSP connectors showing overall dimensions; a drawing of an SSP installation connecting a stud to a sill plate; and a drawing of a DSP installation connecting a double wood stud assembly to a top plate. 3.1.8 HGT Heavy Girder Tiedown Brackets: The HGT heavy girder tiedown brackets are used to provide a positive connection between wood roof beams or multi -ply wood roof trusses and wood posts vertically aligned to support the end reaction of the beam or truss member. The HGT tiedown connector is a U-shaped bracket that is installed over the top chord of the roof truss having a slope from 3:12 (14 degrees) to 8:12 (34 degrees). Other components required for the connection, such as the anchor rods and hold-down or tie -down devices, that must be used to form a complete load path to resist design uplift forces from their point of origin to the load -resisting elements, that is, the vertically aligned supporting wood post, must be designed and specified by the registered design professional. The HGT tiedown brackets are fabricated from No. 7 gage steel, and are supplied with insert plates and crescent washers. See Table 8 for tiedown connector models, connector dimensions, fastener schedules, and allowable uplift loads. See Figure 8 for a drawing of the HGT-2 tiedown connector. 3.2 Materials: 3.2.1 Steel: Unless otherwise noted, the connectors described in this report are fabricated from ASTM A653, SS designation, Grade 33, galvanized steel with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile strength, Fu, of 45,000 psi (310 MPa). The HTS twist straps, the SSP and DSP stud -to -plate ties, and the H2.5A hurricane tie are fabricated from ASTM A653, SS designation, Grade 40, steel with a minimum yield strength of 40,000 psi (275 MPa) and a minimum tensile strength of 55,000 psi (379 MPa). The body of the HGT heavy girder tiedown bracket is fabricated from ASTM A1011, SS designation, Grade 33, hot rolled steel with a minimum yield strength of 33,000 psi (227 MPa) and a minimum tensile strength of 52,000 psi (358 MPa), and the crescent washers of the HGT bracket are fabricated from ASTM A36 steel with a minimum yield strength of 36,000 psi (248 MPa) and a minimum tensile strength of 58,000 psi (399 MPa). Base -metal thicknesses for the connectors in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) No. 3 0.2285 No. 7 0.1705 No. 10 0.1275 No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 mm. The galvanized connectors have a minimum G90 zinc coating specification in accordance with ASTM A653. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A653. Some mod6j%�gjjgnated with a model number endingo with• HDG) *are available++ with a hot -dip galvanization, *also : known* yes• "batch" 90 galvanization, in accordance wvi#v *ASTM �P9Q43f with a • • •:. minimum specified coating weig&J2 0 ounces of zinc pec square foot of surface area (6004g4w2), total for t cth sides: Model numbers in this report d`o•rgjAclude%@ Z,br HDG • • •. ending, but the informations oj/p•"ies. • • •.,. • The HGT Heavy Girder TiedcV Stackets hdv'e a painted"';' finish and may also be availabl4 Wltr'tOe HDG finish. ' The lumber treater or , holder of ;'thN* * report (Simpson Strong -Tie Companp� .snoold be •cor} 4cted foC • •"; recommendations on minimum corrosion 'rV:ipLdhce of steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Supporting wood members to which these connectors are fastened must be solid sawn lumber, glued - laminated lumber, or engineered lumber [such as Laminated Veneer Lumber (LVL), Parallel Strand Lumber (PSL), and Laminated Strand Lumber (LSL)] having dimensions consistent with the connector dimensions shown in this report. Unless otherwise noted, supporting wood members and supported members must have an assigned minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), except as noted in Table 5 for the SPH stud plate tie connectors, which provides values for which lumber members having assigned minimum specific gravities of 0.50 and 0.55 are required; and Table 7 for the SSP and DSP stud -to -plate tie connectors, which permits lumber having assigned minimum specific gravities of 0.50 and 0.43. The lumber used with the connectors described in this report must have a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the wood members must be equal to or greater than the length of the fasteners specified in the tables in this report, except if noted otherwise in the tables and accompanying footnotes in this report, or as required by wood member design, whichever controls. 3.2.3 Fasteners: Bolts, at a minimum, must comply with ASTM A36 or A307. Nails used for connectors, straps, and ties described in this report must comply with ASTM F1667 and have the following minimum dimensions and bending yield strengths (Fyb): ESR-2613 I Most Widely Accepted and Trusted Page 3 of 11 FASTENERS NAIL DIAMETER (inch) NAIL LENGTH (inches) F j6 (psi) 8d x 11/2 0.131 11/2 100,000 8d 0.131 2'/2 1100,000 10d x 11/2 0.148 11/2 90,000 10d 0.148 3 90,000 For SI: 1 inch = 25.4 mm. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with Section 2304.10.5 of the 2015 IBC, Section 2304.9.5 of the 2012, 2009 and 2006 IBC, Section R317.3 of the 2015, 2012 and 2009 IRC or Section R319.3 of the 2006 IRC, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in this report are based on allowable stress design (ASD) and include the load duration factor, Co, corresponding with the applicable loads in accordance with the National. Design Specification for Wood Construction (NDS). Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100°F (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or when wet service is expected, the allowable loads must be adjusted by the wet service factor, CM, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100OF (37.80C), the allowable loads in this report must be adjusted by the temperature factor, Ct, specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 4.3 Special Inspection: 4.3.1 Main Wind -force -resisting Systems under the IBC: Periodic special inspection must be conducted for components within the main wind -force -resisting system, where required in accordance with Sections 1704.2 and 1705.11 of the 2015 IBC, Sections 1704.2 and 1705.10 of the 2012 IBC, Sections 1704 and 1706 of the 2009 IBC, and Section 1704 of the 2006 IBC. 4.3.2 Seismic -force -resisting Systems under the IBC: Periodic special inspection must be conducted for components within the seismic -force -resisting system, in accordance with Sections 1704.2 and 1704.12 of the 2015 IBC, Sections 1704.2 and 1705.11 of the 2012 IBC, and Sections 1704 and 1707 of the 2009 and 2006 IBC. 4.3.3 Installations under the IRC: Special inspections are normally not required for connectors used in structures regulated under the IRC. However, for components and systems requiring an engineered design in accordance with IRC Section R301, periodic special inspection must be in accordance with Sections 4.3.1 and 4.3.2 of this report. 5.0 CONDITIONS OF USE The Simpson Strong -Tie Hurricane and Seismic Straps and Ties described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: • i 5.1 The connectors must be rr6anufqptured, jc}2FItMd and...... installed in accordance %tj * ttis repgq Qnd the • manufacturer's published ,ig tgUgtion irTVru�cJiens. i ... • copy of the instructions jgtjEj.�e available at the, • jobsite at all times during inslall%tion. • •4 .. •. 5.2 Calculations showing complit"s with thtsrralwft must..... be submitted to the coda.cifiCial. The. caIrulations..:.. • must be prepared by a registtwedesigA j4afptsional�..... where required by the st@UW.gf the juris,Oiction in .• which the project is to be cDnsttu(Zed. . . 9 0 • • : 5.3 Adjustment factors noted in�Section •4.1 and the• • •••••• applicable codes must •be considered,. •where. applicable. .... 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated February 2017. 7.0 IDENTIFICATION The products described in this report are identified with a die -stamped label or adhesive label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR-2523) that is used as an identifier for the products recognized in this report. ESR-2613 I Most Widely Accepted and Trusted Page 4 of 11 TABLE 1—HURRICANE TIES FASTENERS (Quantity -Type) ALLOWABLE LOADS1.2 (lbs) MODEL NO. To Rafter To Plates To Stud Connection s Configurations UPliift45 Co=1.6 Lateral' C0=1.6 F, F2 H 1 6-8d x 1 % 4-8d — 1 545 510 190 H10A 9-10d x 11/2 9-10d x 11/2 — 1,040 565 285 H10-2 6-10d 6-10d — 655 430 355 H2.5A 5-8d 5-8d — 2 565 110 110 H3 4-8d 4-8d — 435 210 0 070 H5 4-8d 4-8d — 440 1Qa• • 225 — 4-8d 4-8d 3 330 • •— • • • H4 4-8d 4-8d — 4 330 140 175 H6 — 8-8d 8-8d 5 1,230 ,•..—, ...i- H7Z 4-8d 2-8d 8-8d 6 830 • A4® • •...- • • For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wood member. A rafter • • minimum actual thickness of 21/2 inches must be used when framing anchors are installed on each side of the* aA and on the same side of the plate. • • �•••�• •••••• 2Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: • * • • • • • Design Uplift / Allowable Uplift + • • • • • • Design Lateral Parallel to Plate / Allowable Lateral Parallel to Plate + • • • Design Lateral Perpendicular to Plate / Allowable Lateral Perpendicular to Plate <_ 1.0. The three terms in the unity equation consider all possible forces that the hurricane tie may be designed and installed to resist. The number of terms that must be considered for simultaneous loading is determined by the registered design professional and is dependent on the method of calculating wind forces and the assumed load path that the connector is designed to resist. 3"Connection Configurations" shown in Figure 1c (next page) indicate the load directions F, and F2, and are details showing connector installations on the outside of the wall for clarity. Installation on the inside of the wall is acceptable to achieve the tabulated allowable loads. °Connections in the same area (i.e. truss to plate connector and plate to stud connector) must be on installed on the same side of the wall to achieve the tabulated allowable uplift loads and ensure a continuous load path. 5Allowable uplift loads have been increased for wind or earthquake loading, and no further increase is allowed. Allowable loads must be reduced when other load durations govern. 6Allowable lateral loads in the F, direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 'Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter members. 7aY 3'4��" 1sltE 1 e s ¢ ¢ e e e 2 ¢ e �, J13jF j e e H1 - H2.5A H3 FIGURE la —HI, H2.5A, AND H3 HURRICANE TIES ESR-2613 I Most Widely Accepted and Trusted Page 5 of 11 H7Z H 10-2 FIGURE lb-1-14, H5, H6, H7Z, H10A AND H10-2 HURRICANE TIES ❑j H1 Installation (H10A and H10-2 similar) u H4 Installation n QX `,-� H2.5A Installation (Nails into both top plates) (1-13 and H5 similar) H4Installation - (Nails into upper top plate) ' H6 Stud to Use a minimum of No 8d nails `l \ - Band this side of truss - (total toured..-: Joist nails into truss( Installation H6 Stud to • F, Double Top Plate 1 Two ed nails into plates Installation `:' eight ad A �� 6 nails into studs aa H7Z Installation FIGURE 1c—CONNECTION CONFIGURATIONS OF HURRICANE TIE INSTALLATIONS SPECIFIED IN TABLE 1 ESR-2613 I Most Widely Accepted and Trusted Page 6 of 11 TABLE 2—HS24 HURRICANE TIE ' FASTENERS' (Quantity -Type) ALLOWABLE LOADS (Ibs) Co=1.6 MODEL NO. To Rafter or Truss To Double Top Plate Uplift2 Lateral3A5 F, F, 8-8d x 11/2 & 2-8d (slant) 84d 1 605 645 1,100 HS24 8-8d x 1 % 8-8d 1 625 625 680 For Si: 1 inch = 25.4 mm, 1 Ibs = 4.5 N. '"Slant' nailing refers to 8d common nails installed as toenails on each side of the connector. The nails must be driven through the connector at an angle approximately 30' with the rafter/truss member with the nail penetrating through the rafter/truss member into the wood double top plate. : • . • : • The uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowat:e lopas, must 15e reduced wh6• . • ; • other load durations govern. • • • • 3Allowable lateral loads in the F, direction must not be used to replace diaphragm boundary members or wail:v.or replace,•::,!.blocking•.•:• required by code to laterally support the ends of joists/rafters. ... ; .. . • "Additional shear transfer elements must be considered the connector installation induces cross grain bending Y rtgsion of thg JtTjs or rafter* • • • member. • • • 5F, load direction is parallel to plate, and FZ load direction is perpendicular to plate. ' • • • •' • • "; ". ICI • 4 � ° o HS24 Dimensions 3 U.S. Patents ° 5,603,580 • • • • • ••••.• f t HS24 Installation and Allowable Load Directions FIGURE 2—HS24 HURRICANE TIE ESR-2613 I Most Widely Accepted and Trusted Page 7 of 11 TABLE 3—LTS, MTS, AND HTS TWIST STRAPS j TOTAL QUANTITY OF FASTENERS' ALLOWABLE UPLIFT LOADS 3 (Ibs) TWISTRAP MODEL LENGTH When Installed When Installed When Installed with 10d When Installed with SERIES NO. (in) with 10d Common with 10dx1'/, Common Nails 10dx1 /, Common Nails Nails Common Nails CD =1.6 Co = 1.6 LTS12 12 LTS16 16 LTS4 12 12 660 600 LTS18 18 LTS20 20 MTS12 12 MTS16 16 • • MTS' 14 14 990 ; • • • 990 MTS18 18 •• • •••••. •••••• •••• MTS20 20 MTS30 30 • HTS16 16 16 16 1,310 .... 1,31D... HTS20 20 •••• •••• HTS24 24 ••;••; HTS 5 20 24 1,310 •••••• •• •• 1,31V • HTS28 28 HTS30 30 • • • HTS30C 30 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N 'Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. • 6 • e 2Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 'Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. "Each model of the LTS and MTS twist strap series (except for the MTS30) has more nail holes than the minimum quantity of nails specified in the table. 5HTS30C has the twist in the center of the strap length. 1, Typ 1 1/a" LTS 12 (MTS and HTS Similar) Typical MTS Installation — Rafter to Stud FIGURE 3—TWIST STRAPS Typical MTS Installation — Truss to Double Top Plate ESR-2613 I Most Widely Accepted and Trusted Page 8 of 11 TABLE 4—LFTA LIGHT FLOOR TIE ANCHOR' • MODEL NO. LFTA ANCHOR DIMENSIONS (In) FASTENERS' (Quantity —Type) ALLOWABLE TENSION LOAD'` (IbS) CI)= 1.6 StrapWidth(W)J Clear Span I Overall Length (L) LFTA 21/4 17 383/8 16-10d Common 1,325 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'The LFTA anchor is used to transfer tension forces between vertically aligned wood studs across floor framing with floor joists having a maximum nominal depth of 12 inches. 2Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 3Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 'Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. • • • • • • FIGURE 4—LFTA LIGHT FLOOR TIE ANCHOR ESR-2613 I Most Widely Accepted and Trusted Page 9 of 11 TABLE 5—SP AND SPH STUD PLATE TIES i CONNECTOR FASTENERS' ALLOWABLE UPLIFT LOADS23A CONNECTOR MODEL DIMENSIONS (in) (Quantity -Type) (lbs) (W) (L) To Stud To Plate Co= 1.6 SERIES NO. S.G.=0.50 S.G =0.55 SP1 — — 6-10d 4-10d 555 555 SP2 — — 6-10d 6-10d 1,010 1,010 SP4 39/,s 7'/4 6-10d x 1 % — 825 825 6-16d x 2% — 850 850 SP SP6 59/16 73/4 6-10d x 11/2 — 825 825 6-16d x 2% — 850 . • :w `+ SP8 75/,6 81/,s 6-10d x 02 — 825 ` ' .82V `. 6-16d x 2% — 850 • • • • 850• • SPH4 39/16 83/4 10-10d x 11/z — — • • • 1414®• • 12-10d x 1'/2 — 1,280 • ' • 1 �1i'8 ` • SPH SPH6 59/18 9114 10-10d x 11/z — — . • .. ` 1 "0 . ` 12-10d x 1% — 1,280 • • 1,413 SPH8 75/16 83/8 10-10d x 1'/z — — • • 4,+! i5 + • 12-10d x 1'/2 — 1,280 ' • • : 3,415 • For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'For Models SP1 and SP2, one 10d common stud nail must be installed as a toenail. It must be driven through the connector at an angle approximately 30' with the stud with the nail penetrating through the stud into the wood sill plate. (See detail on this page entitled "SP1 Nailing Profile.") 2Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 3Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. "Allowable uplift loads are given for wood assemblies consisting of lumber having an assigned specific gravity (S.G.) of 0.50, such as Douglas fir -larch, and 0.55, such as southern pine. Typical SPH4 Installation: SP2 Installation: Stud to Wood Sill Plate Stud to Double Top Plate (SP4 Similar) 1 10dxP Nails Each Side of Stud SP1 Nailing Profile SP1 Installation: Stud to Sill Plate Typical SP4 Installation: Double Top Plate to Stud (SPH Similar) FIGURE 5—SP AND SPH STUD PLATE TIES ESR-2613 I Most Widely Accepted and Trusted TABLE 6—RSP4 REVERSIBLE STUD PLATE CONNECTOR' Page 10 of 11 r ALLOWABLE LOADS'' (Ibs) CD = 1.6 MODEL (Quantity -Type) NO. To Stud To Plate Connection Configuration Uplift s Lateral F� F2 RSP4 4-8d x 02 4-8d x 1 1/z Stud to Double Top Plate 390 165 245 Stud to Sill Plate 245 165 225 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'Refer to Figure 6a for overall dimensions of the RSP4 plate connector. 2Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. Tabulated allowable loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. ;••"�" "Refer to Figure 6b and 6c for connection configurations. " • • • • •"• • 5F, load direction is parallel to plate, and Fz load direction is perpendicular to plate. • • Y • + • Y • • •" 0 0 c � 41h -±- FIGURE 6a—RSP4 STUD PLATE CONNECTOR DIMENSIONS F1 F2 FIGURE 6b—RSP4 INSTALLATION STUD TO DOUBLE TOP PLATE } • r • Ot, 6 • Y • • • • • • • • I i• • • • • FIGURE 6c—RSP4 INSTALLATION: STUD TO SILL PLATE U.S. PATENT 5,697,725 TABLE 7—SSP AND DSP STUD PLATE TIE CONNECTORS MODEL FASTENERS (Quantity -Type) ALLOWABLE UPLIFT LOADS1'2'3'4 (Ibs) C D=1.6 NO. Studs Double Top Plate Sill Plate Double Top Plate Sill Plate S.G. = 0.50 S.G. = 0.50 S.G. = 0.43 4-10d x 1'/z 3-10d x 1'/z — 330 — — — 1-10d x 11/z — 395 310 SSP 4-10d 3-10d — 410 — — — 1-10d — 430 400 DSP 8-10d x 11/2 6-10d x 11/2 — 730 — — — - 2-10d x 1 % — 620 515 8-10d 6-10d — 780 — — — 2-10d — 780 565 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'Tabulated allowable uplift loads have been increased for wind or earthquake loading no further increase allowed. Reduce loads when other load durations govem. 2When cross -grain bending or cross -grain tension cannot be avoided, mechanical reinforcement to resist such forces should be considered. 3For Sill Plate allowable uplift loads, all round nail holes in the connector must be filled with the specified quantity and type of nails. 4For Double Top Plate allowable uplift loads, all round and triangular nail holes the tie connectors must be filled with the specified quantity and type of nails. I �,4• 6� j'ib. • • • �. b`11�16. • f SSP DSP U.S. Patent U.S. Patent 7,065,932 7,065,932 7,356,973 7,356,973 SSP Installation: Single Stud to Sill Plate FIGURE 7—SSP/DSP STUD PLATE TIES DSP Installation: Double Stud to Double Top Plate ESR-2613 I Most Widely Accepted and Trusted Page 11 of 11 TABLE 8—HGT HEAVY GIRDER TIEDOWN CONNECTORS"' M ' t MODEL3.4 NO. HGT CONNECTOR WIDTH (W) (In.) DISTANCE BETWEEN THREADED RODS (on center) (Inches) FASTENERS (Quantity -Type) ALLOWABLE UPLIFT LOADS5'6 Cp=1.6 (Ibs) s Threaded Rod To Multi -ply Truss HGT-2 35/16 53/4 2-5/e" Dia. 16-10d 10,345 HGT-3 415/16 73/8 22I6" Dia. 16-10d 10,440 HGT-4 6'/16 9 2-5/e Dia. 16-10d 11,395 For SI: 1 inch = 25.4mm, 1 Ibs = 4.45 N. 'The HGT connector can accommodate top chord slopes from minimum 3:12 (14°) to maximum 8:12 (34°) and are provided with crescent washers for sloped top chord installations. 0 000�' 'All elements of the tie -down assembly (multi -ply trusses, vertically aligned wood studs/posts, and the full*eights threadeel rods must two • • • s designed to resist applied loads. • • : , • , • • 3The HGT-2, HGT-3, and HGT-4 connector attaches to the heel joint of a two-ply, three-ply, and four -ply woodetW6sj,rrespecti0e'y. �V4bre eacr ply thickness is nominal 2 inches. • °When the HGT-3 is used with a two-ply truss, shimming is required, and the shimming material must be sirrirlao�hickness and grade c►r••••: lumber) as the truss member material. Additionally, the entire assembly must be designed by a registered ders'dh'lTrpfessioro td'er�t as ont ' unit. •••• •s•• 0•000 5Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building sade•, • , • • • •: • • 0 6The uplift loads have been increased for wind or earthquake loading with no further increase is allowed. J4%Vloads %gr?p1her loao�,�,® durations govern. • 'Full -height threaded rods are shown in Figure 8 for illustration purposes only, as one method of transferrinj the adeeign load from the HGT �• 00 connector to the foundation. The threaded rod material specifications must be specified by the registered design professional.; • • •; • '"' &Two LBP 5/e-inch washers must be installed on top of each crescent washer. LBP washers and crescent tashe%are required. Crescet:��,�� washers are supplied with the connector. LBP5/8 washers are available from Simpson Strong -Tie Company, andowe 2•inch sc�arol9y s/84-inC}I • thick galvanized steel washers with a center bolt hole to accommodate a 5/8-inch diameter threaded bolt/rod. •: • • Crescent washer supplied and required HGT-2 (HGT-3 and HGT4 similar) Instate two LBF9a' ,,vasners on top of each crescent washer (total four 4" washersl for wood installation. All washers and creszent washers are requirad. Crescent arras'"iers are supplied. Typical HGT-3 Installation with full height threaded rod. The design of the threaded rod, including any necessary hardware or shrinkage compensating devices, is outside the scope of this report. FIGURE 8—HGT HEAVY GIRDER TIEDOWN CONNECTOR Department of Regulatory and Economic Resources MIAM4i]ADE Impact Fee Receipt R Process Number: M2020000445-0 Folio: 1132060131650 CP*: Fee Payer: MERCEDES STADTHAGE RTAnTHAr,FN 5710 SW 84 STREET Batch: Site Address: 29 NE 102 ST Collection Date: 08117/2020 MIAMI, FL 33143 Fee Type Dist Category Cat Category Description Id Code Sufix AREA 1 5002 00 UNIT SIZE (SQ FT) • •••••• •••• •• •• • Collection Number: 130753 CP*: Exempt from Public Records 119.071 Florida Statues Y: Exempt N: No Exempt Blank: No info Units Fee Extended Amount 1,056.00 $0.92 $969.41 Total: $969.41 - Deferred Amount: + Deferred Admin: Total Amount Due: Paid Check: Paid Cash: Paid Credit: Paid Convenience Fee: Total Paid : 2 9 RC- l o2-v►cA Ave' Gin Yi 5�i a vj U� v t rt $969.41 $0.00 $0.00 $969.41 $19.68 $989.09 Report run on: August 17, 2020 11:45 AM Page 1 of 1 SNoefs Miami Shores Village Building Department 10050 NE 2nd Ave. F�OR1Dp Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAM1 SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. as f�Q^n�2 to perform special inspector services under the Florida I (We) have been retained by I " `4 .(A Building Code 6th Edition (2017) and Miami Dad Co my Administrative Code at the Z.4 1-4E IQZ ST. project on the below listed structure as of - 12- to (date). I am a registered architect/professional engineer licensed in the Sta a of Jorida. Proces�Number: _ /LC—togq 2 • • • �-SQeQal Inspettor fer Reinforced Masonry, Section 2122.4 of the FBC 6th Edition (2017) ...... • •• •. _. iami DAGUgi Administrative Code, Article II Section 8.22 Special Inspector for TrOsses > 35 ft. long or 6 ft. high • • • • • Stpol•FomLning and Connections welded or bolted • • • • •—gmpaction • ; • • •' . • • . ; — WiftoAttachments •:... • ... • Ro�ng 0 applications, Lt. Weight. Insul.Conc. Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform insp1.��j' �on*� /) t�l 2 3. 4. `Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering, graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building. Code and are in substantial accordance with Jj Mproval plans. ��� fj�6 En ineec c/hiitcct Q C'Name A�rVll� r Signed and Se sled �< No. 60735 inn n Date: 2� * ; address f�.3r STATE OF ; ® 0_'\ �;6% cCOR1OP-""®��$ 11illl 10NAL O�\\\\ 11110 1.5' LEGEND Air Conditioner titNN v 0 ABBREVIATIONS A Arc length A/c Air CoMitlorwr Pad ASPN. Asphalt S.M. Benchmark C.B.S. concrete Bbak structure C.C. Curb R Gutter C/L Center line C.LF. Chain Dnk Fence Cori, concrete CS. Corwrcte Sbb Dwr. Odveway Eo.w. Edge of Water ETD. nec(dc Tmnefonner Patl F.F.E Finished Floor Ekvaean F.I.P. Fwnd Iron Pipe F.N. Fountl Nail F.N.O. Found Noil 8 Disc F.R. FwrM Rabat 10. kentiReotian INV. Inverts LF.E. Lowest Floor Elevation M/L Momsnant Line P.B. Plat Book P.C.P. Permanent Control Point PC. Page PL Pknter P/L Property Gne P.O,i. Point of Beginmrg P.O.C. Point al Commencement P/S Pocking Spaces P.RM. Pormonant Reference Monument R/W RIgM—oi—Way line $vM. Sidewalk T.B.M. Temporary Benchmark T.O.B. Top of BOMc U.E. UBIRy Easement V.G. vosey tatter W.F. woes Fence (rrP.) Typical (R) Reeartled (C) Calculated 0' 70' ffi 40' GRAPHIC SCALE SCALE i" 20' SYMBOL COMMON NAME Tree (Species unknown) Palm Tree Coconut Palm OGumbo -Limbo Oak Tree ® Lemon Tree " Tree types are determined to the best of our ability and should be confirmed by botanist or a trained specialist. SURVEYOR'S NOTES: 1. MAP OF BOUNDARY SURVEY: BOUNDARY SURV of 29 N.E. 102nd STREET, MIAMI SHORES, MIAMI-DADE COUNTY, FLORIDA 3313 for CARLOSANDRADE BLOCK i2 PL."-,' :F to?i:tMi � I SriCr'ZES SECTION NO. is LOT a 1 AsPxALT_.� 0. NI39 41 23'W P 100.00 s... � G� �jvis•-:d tr.F.� Field Survey was completed on: July tOth, 2018. 2. LEl3Al. DESCRIPTION: Lots 15 and 16, Block 12, of AMENDED PLAT OF MIAMI SHORES SECTION NO. 1, according to the plot thereof as recorded in Plat Book 10, at Page 70 of the Public Records of Miami -Dade County, Florida. Containing 11,361 Square feet or 0.26 Acres, more or less, by calculation. The above captioned property was surveyed based on the above Legal Description furnished by the client. 3. SOURCES OF DATA: As To VERTICAL corrrROL: By scaled determination the subject property Ties in Flood Zone X. as per Federal Emergency Management Agency (FEMA) Community -Panel Number 120652, Map No 12066C0302, Suffix L. Revised Date: 09-11-2009. An accurate Zone determination should be mode by the preparer of the map, the Federal Emergency Management Agency, or the Local Government Agency having jurisdiction over such matters prior to any judgments being made from the Zone as noted. The referenced federal Emergency Management Agency Map states in the notes to the user that "this map is for insurance purposes only". The vertical control element of this survey was derived from the National Geodetic Vertical Datum 1929 (N.G.V.D. 1929). per F,.P. NO O) 70 ASPHALT PAVEMENT .. N.E. 102nd STSTREET Benchmark used: S Lil i Miami -Dade County Benchmark N-568 Elevation=9.65' Location: NE 95 Street --- 35' North of C/L N Miami Avenue - - - 25' Wesi of projected west edge of pavement Description: PK nail and brass washer in cant curb, southwest of a handicap ramp. AS TO HORIZONTAL CONTROL: North Arrow and Bearings refer to an assumed value of N89'46'21"W along the Southerly line of the Subject property, Miami -Dade County, Florida. Said line is considered well established and monumented. 4. ACCURACY: The accuracy obtained by nee^,urement and calculation of closed geometric figures was found to exceed this requirement. S. LIMITATIONS: Since no other information other than what is cited in the Sources of Data was furnished, the Client is hereby advised that there may be legal restrictions on the Subject Property that are not shown on the Survey Map or contained within this Report that may be found in the Public Records of Miami -Dade County, or the records of any other public and private entities as their jurisdictions may appear. The Surveyor makes no representation as to ownership or possession of the Subject Property by any entity or individual who may appear in public records. No excavation or determination was made as to how the Sub sect Property is served by utilities. No improvements were located. other than those shown,. No underground foundations, improvements and/or utilities were located o• shown hereon. This notice is required by the "Standards of Practice for Land Surveying in the State of Florida," pursuant to Rule 5J-17 of the Ronda Administrative Code, Notice is hereby given the: Sunshine State One Call of Florida, Inc. must be contacted at 1-800-432-4770 of least 46 hours in advance of any construction, excavation or demolition activity within, upon, abutting or adjacent to the Subject Property. This Notice is given in compliance wit. the "Underground Facility Damage Prevention and Safety Act," pursuant to Chapter 556.101-111 of the Florida Statutes. M1 1 % Q � �,�II�•t I t:% 1 � L'l a � *;y � � "".� JS I vte# • • ; • • ; ; • rw" � �� —y • R+— L41 J r'1 10 11 �1 12 13 '� 17 18 19 20 21 22 23 W Z N.E. 102nd STREET LOCATION SKETCH ..�.., BY: (� CERTIFY TO: SURVEYOR'S CERTIFICATE: rt 1 HEREBY CERTIFY: That khe Boundary Survey of the above described property is true and correct to the best of m'y knowledge and belief as recently surveyed under my direction. Further, there are no above ground encroachments unless shown. This survey meets the Standards of Practice set forth by the Florida Board of Professional Surveyors and Mappers, in Chapter 5J-17, Florida Administrative Code, pursuant to section 472.027 Florida Statutes. ExaminaEion of the abstract of title will have to be made to determine recorded instruments, if Orly, affecting the property. Location and identification of utilities adjacent to the property were not secured as such information was not requested. Ownership is subject to opinion of title. I J. Bonfill &Associates, Inc. Florida Certificate of Authorization Number LB 3388 elsele Or1a Jann•t Suarez, P.S.M. Professional Surveyor and Mapper Na tJ787 State of Florida 00 NOTICE: Not vclid without the signature and original raised seal of a Florida Licensed Surveyor and Mapper. Additions or deletions to survey maps or reports by other than the signing party or parties is prohibited without written consent of the signing potty or pa ies. REVISIONS I BY I J'roj: I8-0182 Job: IS-0182 Date: oTao-zms DisavB: G.P., J.S., C.B. Checked: J.S. Scale: AS SHOWN Field Book: FEE 9 8 7 6 5 4 3 2 1 L — — II I i �..,� ----------� i I I i I I I =IE i �• N.E. 103rd STREET — —w L7' 6 54 --� T W -- Z 10_1 z w l 11 9 8 ' 312 w a 12 2' �_ J_-�-� Q I NON Q 13 115 16<17'18 19120 21 22 231 s Iuj - 1 N.E. 102nd STREET I_ — SITE LOCATION N.T.S. 1 9 20 se_ To " O EJ05TNG TO REMAIN E EMODE LED sbnw.✓"wrr NEW CGNSTRlIC710R NE 1020d STREET - SITE PLAN 3 --- —.. SCALE 1 '=30' NEW CONSTRUCTION 630 SF TERRACE NEW CONSTR 1,393 SF SF) LEGAL DESCRIPTION LOTS 15 AND 16, BLOCK 12, OF AMMENDED PLAT OF MIAMI SHORES SECTION NO. 1 ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10, AT PAGE 70 OF THE PUBLIC RECORDS OF MIAMI DADE COUNT ,FLORIDA AS TO VERTICAL CONTROL (PER SURVEYOR'S) BY SCALED DETERMINATION THE SUBJECT PROPERTY LIES IN FLOOD ZONE X, AS PER FEDERAL EMERGENCY MANAGEMENT AGENCY (FEMA) COMMUNITY PANEL NUMBER 120652. MAP NO. 12086CO302, SUFFIX L. REVISED DATE:09-11.2009 THE VERTICAL CONTROL ELEMENT OF THIS SURVEY WAS DERIVED FROM THE NATIONAL GEODESIC VERTICAL DATUM 1929 (N.G.V.D. 1929) LEGAL DESCRIPTION RESIDENCE FOR ULVERT- ANDRADE 29 NE 102na Street MI—i Shores, FI 33138 793 762.4990 • . •••.•• •• •ArocRi%cture • rs4NlkO ROSALW AIA • • -$$V A� . • • • • MIAA1!. P-. �13T43 TEL 3M,. 26i70 • • • • • • '!•cM1lzaUM1 n"1• • • • •• • • • • • •. 76 SF 165 SF LOT AREA 11.361 SF Q EXISTING TO REMAIN EXISTING TO BE REMODELLED D RAW I N G INDEX 0 NEW CONSTRUCTION No. DATE: REVISION: ---- — ------ A-1 SURVEY AREAS A-2 ZONING DATA & 4,; SITE PLAN \. �--- N.T.S. A-3 LANDCAPING PLAN A-4 EXISTING & PROPOSED FLOOR PLANS A-5 EXISTING & PROPOSED -- ROOF PLANS SITE PLAN DATA TABLE A-6 DEMOLITION PLANS SFR- SINGLE FAMILY RESIDENTIAL A-7 FLOOR PLAN SITE GROSS AREA 11,361 SF OR 0.26 ACRES A-8 REFELECTED CLG. PLAN BUILDING FOOTPRINT COVERAGE EXISTING INTERIOR 2.028 SF A-9 ROOF PLAN PROPOSED ADDITION 1.393 SF A-10 EXISTING ELEVATIONS ROPOSED ADDITION EXTERIOR 1,041 SF TOTAL ADDITION 2.434 SF A-11 PROPOSED N & S ELEVATIONS PARKING 2 CARGAGARAGEWITH 28'X78'CLEARSPACES ASREQUIRED A-12 PROPOSED W & E ELEVATIONS BUILDING HEIGHT FROM: INTERIOR FINISHED FUR. 1W-2" FROM 13.38'=V-0' A-13 SECTIONS AND SCHEDULES STREETW STAT Cl OF NE 102 02 ntl ST 19.85' FROM 71.69' A-14 SECTIONS ALL PITCHED ROOFS ROPOSED NEW FLAT TILE CEMENT ROOF S-1 FOUNDATION & GROUND FLR. PROJECT No. S-2 ROOF FRAMING PLAN S-3 SOUTH & NORTH ELEVATIONS S4 WEST & EAST ELEVATIONS CAMILO ROSALES. AIA S-5 SCHEDULES & DETAILS SETBACK TABLE S-6 SECTIONS LIC III AR-0014360 — S-7 SECTIONS SETBACK S-8 DETAILS REGULATIONS (MIN.) REQUIRED PROVIDED S-9 DETAILS S-10 DETAILS FRONT 25' 25' S-11 DETAILS S-11 NOTES 9" _ 47'-1016 MAIN HOUSE DATE: 10.07.2019 REAR 15' 32'-1019" TO TERRACE_ E-1 POWER FLOOR PLAN DRAWING: SITE PLAN & ZONING DATA E-2 LIGHTING FLOOR PLAN WEST SIDE 10, 10, E-3 ELECTRICAL NOTES & DETAILS M-1 MECHANICAL FLOOR PLAN - M-2 NOTES AND DETAILS EAST SIDE 10, 14'-2" M-3 DETAILS PS-1 PLUMBING SITE PLAN P-1 PLUMBING PLAN A-2 P-2 PLUMBING ISOMETRIC P-3 DETAILS SITE DATA AND SETBACKS •• • ••• • • Is • • • • 0000 • • •••• •••• ••r•• RESIDENCE FOR • • • • • • • ' ' • "' ULVERT - ANDRADE 09 • • • • • • ALL DIMENSIONS ARE APROXIMATE TO THE ONE GIVEN. • , • • • • • • No. BOTANICAL NAME COMMON NAME �(DIAMETER CANOPY HEIGHT FINAL DISPOSITION ' • • • • • • • • • • 1 T gUERCUS _-- - _-- OAK _- _- -- _ 17TO T - 12 TO 401 - 26' TO 80' TO REMAIN • • • BUCIDA BUCERAS BLACK OLIVE TREE 18" +/_ zH rie Toz..e s:,ee< • • • • • 2 30' +1• I 40' +1- TO REMAIN _ _ ___ sHolea FI sa+se • • • ! 3 CEIBA SPECIOSA SILVER FLOOS TREE 12" 15" +1- 30' +/- TO REMAIN - sae >4sz ---- , Is Isr r • 4 CANANGA ODORATA YLANG YLANG 2@12" 30'+/- 38'+/- TO REMAIN--..-..-. r a ,c,,,�,�,. * v, -- �,,,,.--_--._ •• • •••••• 5 I TERMINALIA CATAPA MALABAR TREE 9" +/- 18'+f- 25"+/- TO REMAIN L' - • • • • 6 i GOLDEN CHAIN GOLDEN CHAIN TREE 12" 18' +/- i i I Y A 1 ` 9 NOT IDENTIFIABLE 8' +/- 18' +/- I 24' +1- TO REMAIN �'I _, tv ._ _ _ _ _ _ _ _ _ _ _ A ! i I i 8 EUGENIA FOETIDA SPANISH STOPPER 3 +1- 5' +1- 14' +1- TO REMAIN . COCUS NUCIFERA COCONUT PALM I 6" +1- T +1- 20' +1- TO REMAIN I s 10 ARECACEAE PAL PLANTS CHART S NEW DIMENSIONSAREE APROXIMATE TO THE ONE GIVEN.FINAL DISPOSITION g+ No BOTANICAL NAME QTY. (COMMON NAME DIAMETER CANOPY HEIGHT I P 1 CAMILO RO A CLUSIA GUTTIFERA-- AS NEEDED CLUSIA __ -- 3. �'NEW „=,�,a"v„Q .--.-- _ _. _ SALES, Al Architecture LIRIOPE MUSCARI 50 MIN. LIRIOPE � 12" NEW C ASPARAGACEAE 10 MIN. GREN AGAVE 3' 3' NEW I.�oMM>a PROTECT ADEQUATELY- TREE MAINTENANCE PLAN ALL EXISTING TREES TO REMAIN, TO BE PROPERLY MAINTAINED AND PROTECTED AS REQUIRED DURING CONSTRUCTION. See graphics on this sheet for tree protection and planting methods. INSPECTING, PRUNING AND WATERING OF TREES PLANTED FOR THE PERIOD OF ONE YEAR. IN x11'SIGNkcED TEO IN PLASTIC. SPACED 50' ALONG THE FENCE CROWN GRIP LINE OR OTHER LIMIT OF TREE PROTECTION AREA SEE TREE PRESERVATION RAN FOR FENCE PLIGNMENr. NOTES. 1 SEE SPECIFICATIONS FOR AODm- TREE PROTECTION REWINEMENTS. 2- IF THERE IS NO EMSTING IRRIGATION, SEE SPECIFICATIONS FOR WATERING REOUNEMENTS, 3. NO PRUNING SHALL BE PERFORMED -. - - E EPT" APPROVED ARBORIST . 4. NO EOUIPMENT SL OPERATE HAL - - - INSIDETHEPROTECnVE FENCING INCLUDNG FENCE NSTML TON NTO _ -- REMOVA 5. SEE SITE PREPARATOH PLAN FOR MODIFICATIONS VAT( THE TREE PROTECTION AREA. TREE PROTECTION FENCE. HIGH DEN TN POLVETHVLEFE FENCING VAIH 3S'. 1.5' OPENINGS, COLOR STANCE, STEEL POSTS INSTALLED AT e' OC. --- -- I.S"STEEL POSTS di -OWED EOUAL S TH" LAVER OF MULCH M W. EASING GRADE -THE TREE PROTECTION FENCE UNLESS OTHERWISE INDICATED ON THE PLANS. TREE PROTECTION N.T.S. LANDSCAPE LEGEND: Site area: 11,361 SF.= 0.26 acres REQUIRED PROVIDED I GREEN SPACE (11,361SF x 0 30) 3,408-03 SF 6,674 sf � OPEN SPACE: A. SF OF REQUIRED OPEN SPACE AS INDICATED ON SITE PLAN LOT AREA 11,361 x 50%=5,680.5 SF 5,680.5 SF 7,979 SF - LAWN AREA CALCULATION: A. SQUARE FEET OF LANDSCAPED OPEN SPACE REQUIRED 5,680.5 SF 6,674 SF I TREES: A. NUMBER OF TREES REQUIRED 3 7 B. % OF PALMS ALLOWED: #OF TREES PROVIDED x 30% 7 x 030%= 2.1 2 •""'"" / C. % NATIVE REQUIRED: # OF TREES PROVIDED x 30% 7 x 0.30%=2.1 3 D. % DROUGHT TOLERANT AND LOW MAINTENANCE: # OF TREES PROVIDED x 20% 7 x 0.2D% =1.4 3 E. STREET TREES (max. spaang 30' O.C.) TREES ON RIGHT OF WAY ("), ON PRIVATE PROPERTY OR SPECIAL TAXING DISTRICT WILL REQUIRE PUBLIC WORKS APPROVAL. TOTAL # OF TREES: 4 SHRUBS A. SHRUBS- 10 SHRUBS FOR EACH TREE REQUIRED 30 50 B, % DROUGHT TOLERANT & LOW MAINTENANCE # OF SHRUBS PROVIDED x 20% 6 10 EXISTING FLOOR PLAN SCALE 1/8'=T-0" PROPOSED ADDITION FLOOR PLAN _� - ---- --- ---_---------- -_. 2 SCALE 1/8"=1 -0" SEE A-7 FOR 4' SCALE FLOOR PLAN RESIDENCE FOR ULVERT- ANDRADE 29 NE 102ntl Street M lami Shoran. FI 33138 �.B2_4990 •a&Riletture • C•d"160 ROSAL-EC3-p9 AIA • • 1 • • • M R�WFl,S3}�3• TEL 305.W2,W0 • i • • • • ra, @ennel • r s u�pfhWW�W •f •s • • s + • s • s • • No. DATE: REVISION: PROJECT No. CAMILO ROSALES, AIA LIC # AR-0014360 DATE: 10.07.2019 DRAWING: EXISTA PROP. PLANS MEA EXISTING ROOF PLAN i SCALE 1/8"=1'-0" i rucn NEW FLAT CEMENT TILE ROOF RESIDENCE FOR ULVERT- ANDRADE 29 NE 102nd Street Miami Shores, FL 33138 1 I I •••• • • • • •••• • • • w • • 1lsdt•dure • • CAMILO ROSALE§,,%, • t • I4 000000 S,yswM,RsT w • • • • MIAMI�I��Iy IEl 3 2. • I a 900060 LIC• AR nR-O01Ot 93L• I • • •••••••• • • • • •• • • • • { •• • •••• • i i I 1 i I I I NEW FLAT CEMENT NEW FLAT CEMENTTILE ROOF / TILE ROOF ' ' ! I I No. DATE: REVISION: i. CONTINUE j I SAME EXISTING' ! I � i i i i { �- - v PROJECT No. f j { i CAMILO ROSALES, AIA --- -_--- — - - - ------ -- LIC # AR-0014360 -�\ \ EXISTING SPANISH TILE ROOF DATE: 10.07.2019 / TO BE REPLACED BY DRAWING: EXIST. & PORP. ROOF PLAN NEW FLAT CEMENT TILE ROOF PROPOSED ROOF PLAN 2 --- SCALE 1/8—1'-0" SEE A-8 FOR 4' SCALE ROOF PLAN RESIDENCE FOR L--�TO REMAIN� EXISTING TO BE ,���"EMOUm"ED PL'UlnlNG PLANS APProved FOR STRUCTURE SIZES AND DETAILS, SEE STRUCTURAL DRAWINGSI EXISTING =��° TO REMAIN SETBACK DIMENSIONS HAVE �--1 EXISTING TDEMOUSHED O PnsososwosOVER ANY OTHER DIMENSION. CONTRACTOR MUST CONSULT WITH ARCHITECT /pANY /—^ DEMOLITION ROOF PLAN /DISCREPANCIES ARE pouwo | | < 2 ~..^ ~..-.. 24 Nl=-`02nd St.at Miami �������.���� Architecture mx 5710��HST rEL No. DATE: PROJECT No. REVISION mwILO ROSALES,m^ vow^R-0014360 ~~~^, DATE: 10.07,2019 DRAWING: DEMOLITION PLAN A-6 =^ RESIDENCE FOR ULVERT - ANDRADE 2 soD1 13 24 NE 102nd Straat - 6" -----� Miami Shores, FI 33138 SOD Soo - _� -- —-------. ____ 'i.. I� NEW OPEN TERRACE \ 114NEW _..1 TERRACE ROOF HANDRAIL By OTHERS 6" 6" z A-" SEPARATE PERMIT 6- 3" SPACING MAX. 6 a • ~� I CATOR TO TO AI RAWIN SPRIOPROVIDE I -- 2%SLOPE 38T ----- 2%SLOPE ---- { H*SPAC1F BETWEEN RAILS FABRICATOR TO PROVIDE - I GWALL 3"SPACI MAx Architecture HANDRAIL TO FABRICATION _.,. f---_,� a 10_ p' BETWEEN R,vLs j CAMILO ROSALES, AIA 3"SPACING MAX MOP DRAWINGS PRIOR _ -_ BETWEEN RAILS I N ITH FABIR OR TO PROVIDE SHOP DRAWINGS PRIOR 1 s-2^ B" 5'-2" 8" 5'-2^— - 3'-a' -g•', 3•WiNG5 PRIOR ! sim sw eaTN sr e-7 SHOP �ATION MIAMI R. 33— ' FA9 TEL S. 2."73 - -- 4 TO RI AR _NEW STEPS & LANDING i 5: 1 a mn "I 36"' y I 1 •••• 6" 6" DOWN t3: EXISTING NEW CONSTRUCTION 4 l 36" DIAM. ; I ) ! • • • • •••• DINING ROOM FAMILY DEN ' BATHROOM 31 • • "I X Z� •••••• • KITCHEN m1 4"111 _ / •••• •••• { A-13 I so - V107 ,.;moo I POOL PUM ! • • • • • • • • I l T I y8 r 3 72 % 3 31 B. 13 a S ._ • • • • • • • _ -- 1 _- -� f • • • • • - T _NI ac : • •••• BATH ROOM N 1__.__.._-..a O) • • • • 0000 1 !VC ( / O - •,� I 3 " 4^ CLOD ET; I 000000 r ' A-�12 \ ' I !,i N' r-e^ •2, I a 4ROOM 42• tr ! a , �a 1 5 7 32". y e'4*. j I T -� 1„?------- -i-- vi�-�... - - 32' r-e'yt, J - -� j No. DATE: REVISION: L ram" 1 2y$ i i W.I.C. B, LIVING ROOM _ ~ ONE STORY' RESIDENCE 4 EXISTING WALL ta' TO REMAIN�- 5-4 ;g• i 2 i32"i - I 12 ZOPE BEDROOM 4 ,t0i, DOWN WIN BEDROOM 2 BEDR1OOM.1 r�., * Z" BATHROOM 1 b i . B to m� 6" t _ENTRYREQUIRED SETBACK T-2'-_ 3 - 6" - / j t 9•�• n 6. ALIGN WITH - 2a e c ^. - 2 63,6' <I, PROJECT No. r-�I EXISTING WALL — - � f --� STON -• }` 1' 12' 1' r— f - i4 a CONCRETE SOWN S I N EXIST -NO a NEW CONSTRUCTION CAMILO ROSALES, AIA oIREMAINCONSTRUCTION TING orISTRucnoN LIC # AR-0014360 NEW f 8 OR REMODELLING 2%MIN_---�_15'-1' r • __ _ ", I 2 6" - - -- HANDRAIL 3' SPACING MAX. 116 BETWEEN RAILS EL. 11.55'= -2. 2' FABRICATOR TO PROVIDE DATE: 10.07.2019 FIN. FLOOR SHOP DRAWINGS PRIOR j DRAWING: FLOOR PLAN TO FABRICATION FOR STRUCTURE SIZES s s AND DETAILS, SEE , STRUCTURAL DRAWINGSI STONE/ A-7 SLOPES CONCRETE DOWN SETBACK DIMENSIONS HAVE FLOOR PLAN _ _ ,' �, PRESEDENCE OVER ANY OTHER i SCALE 1/4"=V-0" DIMENSION. CONTRACTOR MUST 1 CONSULT WITH ARCHITECT IF ANY IEL -- --- — -- — - — — — — --- — — — — — — - — —SFIN FLOORI� b" — — — — - — — — — — — — — — — — - -- — — — — -- — -- — -I ;DISCREPANCIES ARE FOUND. -------- RESIDENCE FOR ULVERT - ANDRADE KITCHEN (existing lighting toremain) DINING ROOM (existing lighting toremain) C EL �S L SATHROOM2 ....._. -. (existing lighting toremain) EXISTING ELECTRIC L PANEL LIVING ROOM (existing lighting toremain) C 24 Na 102nd Street Miami Shores, FI 33138 305 _xxxxxx Architecture OPEN (2 I OPEN �\' CAMILO ROSALES, AIA _ -I NEW f 5705w eo ns1 AlA t FL. 39ta< -I TERRACE ROOF TEL 505662 6— BY OTHERS rsarcn•en"er j SEPARATE PERMIT LIC« M Wln - -- - DEN o .•. .... . 1 FAMILY C BATHROOM 3 • • • • • • • i .i •••••• •• i SLOPES DOWN � - SLOPES DOWN i� SCORES DOWN ••• ' i • EL"13'-8"'.. _. .I EL13'-H'- �__� �i� •••••• • • SLOPES DOWN SLOPES DOWN SLOPES �OWN • • • • • • • • • • • • • • W.I.C. • • • • • • • • • • iC •• S •• •• •••••• 7 • •• _ �6 _ •••••• • • • - e EL 10'6 -J .. .. •• • •• • v _.._ _ -- __.--- A/C CLOSET �/ • ••••- BATHROOM 2(� _._ No. DATE: REVISION: y C FLUORESCENT LIGHT w.l.c. u BEDROOM BEDROOM (existng lighting toremain) (existing lighting toremsin) ENTRY PORCH C RECESSED DOWNLIGHT n C RECESSED WALLWASHER El g'-0'" �I LINEAR DIFFUSER SUPPLY AND RETURN Cl AIR EXTRACTOR DECORATIVE LAMP SEE ELEVATIONS A-8 a OUTDOOR WALL MOUNTED C C BEDROOM BATHROOM - - - - -- PROJECT No. EXISTING NEW CONSTRUCTION ' J- -' EXISTING CONSTRUCTION TO REMAIN � CAMILO ROSALES, AIA NEW CONSTRUCTION LIC # AR-0014360 OR REMODELLING I` REFLECTED CEILING PLAN �j SCALE 1/4"=V-0" FOR STRUCTURE SIZES AND DETAILS, SEE STRUCTURAL DRAWINGS1 SETBACK DIMENSIONS HAVE PRESEDENCE OVER ANY OTHER DIMENSION. CONTRACTOR MUST CONSULT WITH ARCHITECT IF ANY DISCREPANCIES ARE FOUND. DATE: 10.07.2019 DRAWING: REFLECTED CEILING PLAN 3 A-11 -13 -13 NEW ".. TERRACE ROOF _ BY OTHERS SEPARATE PERMIT - A-11 TERRACE 4' RAIN GUTTER OPEN. OPEN 4` RAIN GUTTER. EXISTIN ---NEW CONSTRUCTION _ EXISTING SLO ITO RE IN i I r ILI ti �. _ _ J _ _ - 1 I_ EXISTING SLOPE O REMAIN 1 TO REMAIN 12 I II I I 3 I I Ei � I I I � PCO LPUMP I I I A _ r, AIC #1 z-2.25- _4 r-2.25' EXISTING SLOPE TO REMAIN ' I I; 12 is C#2 : 1 A 12 I I TO MATo. ',. EXISTING EXISTING O MAIN 12' OPPOSII SIDE ''I (EXISTING RO011 , 12' ,. r 2.25 EXISTING SLOP TO REMAIN KLATCH EXISTING SLOPE I II I I - I ENTRY PORCH c I I I EXISTING NEW CONSTRUCTION EXISTING ROOF HEIGHTS AS SHOWN '.. ARE A CLOSE ESTIMATE. VERIFY AND COSULT WITH ARCHITECT IF ANY DISCREPANCIES ARISE BEFOR CONSTRUCTION. EXISTING SPANISH TILE ROOF TO BE REPLACED BY NEW I � FLAT CEMENT TILE DARK GREY NEW CONSTRUCTION _ FOR STRUCTURE SIZES AND DETAILS, SEE -1 t% OR REMODELLING - NEW ROOF j AND NEW STRUCTURE STRUCTURAL DRAWINGS - NEW ROOF SETBACK DIMENSIONS HAVE BY SEPARATE PERMIT SEPARA " ROOF PLAN '. SCALE 114"=1'-0" PRESEDENCE OVER ANY OTHER DIMENSION. CONTRACTOR MUST I CONSULT WITH ARCHITECT IF ANY DISCREPANCIES ARE FOUND. RESIDENCE FOR ULVERT - ANDRADE 24 Ni 102-1 Street IVIi i Shores, FI 33138 78B-7B2-4990 Architecture CAMILO ROSALES, All 5710SW 64T11ST MIAMI FL 33146 -I TEL303 M 6n73 Iett net LILY AR OOti38U • f •••••• • • so •f•••• f • •••3 •• • • • •• • •f•• • 1 • No. DATE: REVISION: PROJECT No. CAMILO ROSALES, AIA LIC # AR-0014360 I DATE: 10.07.2019 DRAWING: ROOF PLAN RAIN LEADER CBS LOW WAIL .. I. I I I � 0 RAIN al w� I _ L-- ELECTRICAL IL L_ "�� �� � ! � U ETER Ji MU ��� �==L� 3� _ I w �I ACC =jam ',ice w S WOOD FENCE RAIN LEADER SKYLIGHT I LI UT �.. �•, FIXTURE i EL.14'-3" rn LFE=13.38' v ¢ i Si EXISTING FRONT ELEVATION - SOUTH .�j SCALE 114"=1'-0" EL.14EL.14' EL.13'-0" i LIOHT I FIXTURE I i i EL_8'8-� EL. T-0" IN LEADER :1 I� EL 0'-0" LFELFE=1 EXISTING REAR ELEVATION_- NORTH �2;) SCALE 1/4"=V-0" EL.14'-3". _. & EL. 8'-( EL. T-0" EL. 0'-0" LFE=13.38—� EXISTING WEST ELEVATION --- _ SCALE 1/4"=V-0" RESIDENCE FOR ULVERT - ANDRADE 24 NE 102nd Street MI —I Sh—, FI 33138 786. 762.4990 Architecture CAMILO ROSALES, AIA MMI'W MNMI M331TE . M 1 • •• • 1 • • • •••••• •• Goo •••••• • • • s • • •• • • • • •• • mImmmmlllmmlw— 0000 No. DATE: REVISION: PROJECT No CAMILO ROSALES, ALA LIC # AR-0014360 oyr)l�r-b I DATE: 10.07.2019 DRAWING: EXISTING ELEVATIONS A-1 0 EAST ELEVATION 4 i SCALE 1/4"=V-0" - EXISTING SPANISH TILE ROOF EL.18'-2' TO BE REPLACED BY NEW — FLAT CEMENT TILE DARK GREY EL.14`y �.. ---- ]F7 1, �� --____ -- METAL SPACING RAIL —� — j 29 EN LS ITO z _—' -- A ---,j _. _—_._ /J l �,,, SHOP G PRIORS O Fc� FABRICATION _. _. _. E=13.38' —'� - 13 io EXISTING PAINT HORIZONTAL METAL CORAL STONE EXISTING TO REMAIN COLOR TO REMAIN LOUVERS- CLADDING BEHR - LIGHT GREY RESEMBLING WOOD LIGHT BEIGE COLOR NEW CONSTRUCTION OR REMODELLING AND NEW ROOFING MATERIAL CORAL STONE PROPOSED WALKWAY i `, SOUTH ELEVATION SCALE 1/4"=T-0" I EL.18'-27_ -6 I � 1 EL14'-3' 1 i — — — - — METAL HANDRAIA�717� 3' SPACING MAX. i;, FABRICATOR TO PROVIDE C - rp . �TO FABRICATION - TYP. Y _BETWEEN RAILS� D� SHOP DRAWINGS PRIOR _. METAL HANDRAIL WZ zim I ,�"� i__. 3' SPACING MAX -. RAIN LEADER 'J W• - d _I L,___--.. _.__ BETWEEN RAILS !� FABRICATOR TO PROVID SHOP DRAWINGS PRIOR EL. 0'-0' l0 TO FABRICATION I j LFE=13.38' - CONCRTE AND METAL ROOF NEW CORAL STONE PARTIAL EXISTING TO REMAIN FOR STRUCTURE SIZES CORAL STONE TERRACE ROOF CLADDING FACADE TREATMENT AND DETAILS, SEE TERRACE BY OTHERS LIGHT BEIGE COLOR TO MATCH NEW NEW CONSTRUCTION STRUCTURAL DRAWINGS! SEPARATE PERMIT OR REMODELLING AND NEW ROOFING MATERIAL -------, PROPOSED SETBACK DIMENSIONS HAVE NORTH ELEVATION ' 2 EL.18'-2' i PRESEDENCE OVER ANY OTHER SCALE 1/4"=1'-0" b I DIMENSION. CONTRACTOR MUST 'CONSULT WITH ARCHITECT IF ANY DISCREPANCIES ARE FOUND. Eua-3' � I I EXISTING ROOF HEIGHTS AS SHOWN ARE A CLOSE ESTIMATE. I — VERIFY AND COSULT WITH ARCHITECT ; EL 10'-6' IF ANY DISCREPANCIES ARISE EL 8'-0' BEFORE CONSTRUCTION. i - - - - - ( EL. 8'-W� i EL. T-0' I_.. _ ____. I ( EL. T-0' —� I I DE] Z., - i --RAIN LEADER ._ �I PROPOSED 3 NORTH ELEVATION- TERRACE j SCALE 1/4"=1'-0" RESIDENCE FOR ULVERT - ANDRADE 29 NE 102nd St—t Miami Shores, FI 33138 786-762-4990 Architecture CAMILO ROSALES, AIA 5M M BATH ST WU FL WM 1 AR- LIGp AFl�OOld38u •• • •0• • • • 600410 • so •• 0 • • ••ooe• • •00 •• •• • • •••••• • • • •• 0 • • • • •• • • • • 0 •••• No. DATE: REVISION: PROJECT No. CAMILO ROSALES, AIA LIC # AR-0014360 DATE: 10.07.2019 DRAWING: ELEVATIONS A-1 1 NEW TERRACE ROOF BY OTHERS SEPARATE PERMIT 12' EXISTING SPANISH TILE ROOF TO BE REPLACED BY NEW FLAT CEMENT TILE DARK GREY jEXISTING PAINT EXISTING TO REMAIN COLOR TO REMAIN NEW CONSTRUCTION BEHR - LIGHT GREY OR REMODELLING AND NEW ROOFING MATERIAL PROPOSED WEST ELEVATION / SCALE 1/4"=T-0" EL.18'-2" 0 EL.14'3" EL. "" �j EL. T-0" EL. 9-0" LFE=13.38' Ai �l A I EXISTING SPANISH TILE ROOF TO BE REPLACED BY NEW FLAT CEMENT TILE DARK GREY !� 1r 12 EL.18'-2_ -� ... r 2 r zss _- — � f�-�= -- — -- - - EL 7-W - - - - - I— NEW TERRACEROOF Ii BY SEPARATE PERMIT _ _ TERRACE � NG{t2I A/C"#i OL UMP EL. 0'-0' EXISTING PAINT EXISTING TO REMAIN COLOR TO REMAIN ; CONCRTE AND BEHR - LIGHT GREY NEW CONSTRUCTION PAVER OR REMODELLING AND NEW ROOFING MATERIAL TERRACE PROPOSED EAST ELEVATION FOR STRUCTURE SIZES _ 2 SCALE 1/4"=V-0" j AND DETAILS, SEE STRUCTURAL DRAWINGS1 EXISTING ROOF HEIGHTS AS SHOWN SETBACK DIMENSIONS HAVE ARE A CLOSE ESTIMATE. PRESEDENCE OVER ANY OTHER VERIFY AND COSULT WITH ARCHITECT', DIMENSION. CONTRACTOR MUST IF ANY DISCREPANCIES ARISE CONSULT WITH ARCHITECT IF ANY BEFORE CONSTRUCTION. DISCREPANCIES ARE FOUND. RESIDENCE FOR ULVERT - ANDRADE 24 NE 102nd St-t Miami Shores, FI 33138 786 _ 762 _4990 Architecture CAMILO ROSALES, AIA. 5710 SW BOTH ST MIAMLK M145 __. ..j TTE' 3058B2.W7C n®a-1 uca N1-aoMBea; •••••• •• •• • •••• •••• •• •••••• • • •• •••••• • • • • ••� No. DATE: REVISION: PROJECT No CAMILO ROSALES, AIA LIC # AR-0o14360 1 ___-._._._.�..c SY"Ry's} DATE: 10.07.2019 DRAWING: ELEVATIONS A-1 2 RESIDENCE FOR NEW ROOPS SLOPE NEW ROOF'S SLOPE EL.19-2" 12' 17 12' 12' ULVERT - ANDRADE 5,1 5. EXISrrNG ROOF'S SLOPE 17 ­­__ ­ 7-2.26' �2 FAMILY i 'i BEDROOM 1 '166, SECTION SCALE 114"=1'-0" BEDROOM2 '1W 108, FAMILY 104., 3 - - SCALE 1/4"=T-10" EL. 18'-2* EL.13'-9' s EL. 9- 0' - _ EL0-0 �;_S9 .. 24 NE 102-1 Street MI. -I Shores, FI 33138 Architecture CAMILO ROSALES, AIA 5710 SW BOTH ST ­ - MIAN. Fl-. MI 3 TEL .5, rn Ll� MM143W No. DATE: REVISION: - _-_- ... ... ...... BE IMPACT DOORS TO MEET SFBC REQUIREMENTS DOOR SCHEDULE ALL DOORS TODECIDED EXTERIOR ALL DOORS & WINDOWS TO BE IMPACT WINDOWS T.B.D. = TO BE TO MEET SFBC REQUIREMENTS - ----- ---- GLASS DOORS AND WINDOW SCHEDULE DOOR#j DESCRIPTION WIDTH HEIGHT i THICKNESS FRAME TYPE PANEL MATERIAL COMMENT ENTRY T-0- T- 0" 2- METAL WOOD IMPACT WINDOW # DESCRIPTION WIDTH HEIGHT MATERIAL FRAME I GLASS COMMENT ------ rOl OR -COLA)R-- SLIDING INTERIOR 8'-0- 91-0" 2" METAL METALIWOOD 2 PANELS @ 4'-0" EACH FIXED 9.-8. 8�0" ALUMINUM WHITE CLEAR 2 PANELS SWING T-0- T-0" 2" METAL METAL IMPACT/LEFT 'B CASEMENT &-0" T-0" ALUMINUM WHITE CLEAR CASEMENT OPENS --- - ---_-_ i , 4- -1 RIGHT / LEFT ... . ...... . SWING 2'-6- 7"- 0" 2* METAL METAL IMPACT/RIGHT C TRIPLE SLIDING DOORS 9'- 0" T-0" ALUMINUM ' WHITE CLEAR 3 DOORS @ 3- EA. _,_ ___ - -1---,--- -4 — ­­­ ..- I - - t ____ _T ___ �SOLID _CORE _­-.11. . 1 4- - ---- - - ---- ---- ------ -------- --- ----------_--- --_---------- ---- --- 'SWING T- 0' T.0' 2- WOOD WOOD D' DOUBLE SLIDING DOORS 5'- 2- 7'-0" ALUMINUM WHITE CLEAR 2 DOORS @ Z-7" EA. RIGHT f LEFT SWING fi,1 SWING T-0- T- 0' 2- WOOD — ---------- WOOD HOLLOW CORE PROJECT No. - RIGHT / LEFT SWING FINISHES SCHEDULE SWING 2'- 6" T-0" 2- WOOD WOOD SOLID CORE RIGHT / LEFT SWING BIFOLD LOUVERED! 3' - 0' T - 0' 1 1/2' WOOD WOOD LOUVERED TO MATCH EXTERIOR CAMILO ROSALES, AIA EXISTING LOUVERED AS ROD A/C LIC#AR- 14360 4 PocKETTED SLIDNG T-0" T-0" 1 1/2" WOOD WOOD TO MATCH EXISTING ROOF TILE TERRACOTTA FLAT TILE T.B.S. NO BIFOLD LOUVERED 2' -W T- 0" 1 1/2" WOOD WOOD _VENT LOUVERED TO MATCH EXISTING EXTERIOR PAINT TO MATCH EXISTING tw", 11, BIFOLD LOUVERED T-0" r-o" 1 1/2"WOOD WOOD LOUVERED TO MATCH ENTRY APPROACH -WALKWAY CONCRTE _@3'-6- _j -------- - --- --- EXISTING CLO. DOORS GLASS ENTRY PORCH NON -SLIP TILE T.B.S. DOORS- --7- - - 111­1 1— __ , __ 11 1- ____ DATE: 10.07.2019 12 SWING 2'- 8- 7' - 0' METAL GLASS THICKNESS AS ROD. TERRACE NON -SLIP TILE T.B.S. DRAWING: ELEVATIONS GARDEN INTERIOR DOORS SELF CLOSING FLOORING TO MATCH EXISTING IN OPEN �ii, SWING T-0" 4'-0' - ----- METAL METAL ELF LOCKING BASEBOARD AREAS AND TILE T.B.S WOOD TO MATCH EXISTING -SHAPE, HEIGHTANDCOLOR A.13 ,NOTE I FLOORING @ BATHROOMS TILE T.B.S ALL DOOR AND WINDOW DIMENSIONS ARE APPROXIMATE, CONTRACTOR MUST VERIFY ALL FIELD DIMENSIONS AND CONDITIONS SHOWERS @ BATHROOMS TILE T.B.S :BEFORE SUBMITTING FINAL OPENING DIMENSIONS TO WINDOW, DOOR, SCREEN MANUFACTURERS AND/OR PROVIDER j ALL PAINT TO MATCH EXISTING ROOF STATEMENT: CODE APPROVED CLAY ROOF TILES OVER (1) LAYER OF 9D# SLATE HOT MOPPED OVER (1) LAYER 30# FELT UNDERLAYMENT TIN TAGGED OVER r CDX EXTERIOR GRADE PLYWOOD. ALL WORK MUST BE DONE AS PER APPROVED BY MANUFATURER'S SPECIFICATIONS. R-30 _ 12 A/ INSULATION 5 THROUGHOUT - TYP ROOF PITCH - HURRICANE STRAP SEE STRUCTURAL DWGS. WOOD TRUSSES AS PER MANUFACTURER'S SPECS Ali- GWB ON 1 x 3'--- WOOD FURRING STRIPS - -' WOOD FIRE STOP @ 24" O.C. _-_—_ B" x 12" TIE BEAM SEE STRUCTURAL DWGS. , DECORATIVE 2" x 2" FOR REINFORCEMENT WOOD STRIPS @ 24" - (SEE REFL. CEILING PLC NONSTRUCTURAL CEILING SHELF OF STEEL RUNNERS AND - e'GWB — 6" TYP. LED CONTINUOUS LIGHTING STRIP ON ALL CEILING SHELVES' e" GWB OVER 1" x 2" WOOD FURRING STRIPS @24"O.C. MIN. R-5 RIGID INSULATION BETWEEN 1" x 2" FURRING STRIPS METAL BEAM, SEE STRUCTURAL DWGS. 4" CONCRETE SLAB WIWWF 6 x 6 - 10 x10 OVER 6 MIL VISQUEEN GROUND F.F. EL. 0'-0" CONT. VAPOR BARREEI (N.GV.D. = 12.22') LIVING ROOM 102 l I — TYP. ~ 2% SLOPE i e STUCCO TYP. DETAIL 3 / SCALE 1 1 ' -l'-0" TERRACE COMPACTED FILL TO 98% 103 OF MAX. DENSITY ON PROCTOR TEBASED ST SECTION SCALE 1/4"=V-0" r SETBACK DIMENSIONS HAVE PRESEDENCE OVER ANY OTHER DIMENSION. CONTRACTOR MUST CONSULT WITH ARCHITECT IF ANY DISCREPANCIES ARE FOUND_ FOR STRUCTURE SIZES AND DETAILS, SEE STRUCTURAL DRAWINGS!.. EL.21'-6" EL. 21'-0 ROOF STATEMENT: EL. 16'-6" CODE APPROVED CLAY ROOF TILES OVER (1) LAYER OF 90# SLATE HOT MOPPED OVER (1) LAYER 30# FELT UNDERLAYMENT TIN TAGGED OVER a CDX EXTERIOR GRADE PLYWOOD. ALL WORK MUST BE DONE AS PER APPROVED. BY MANUFATURER'S SPECIFICATIONS. R-30 INSULATION 12 THROUGHOUT PRE-FAB 5 WOOD TRUSSES AS PER MANUFACTURER'S SPECS HURRICANE STRAP STRUCTURAL DWGS. / 3 i 1" x 4" P.T. WOOD FIRE STOP_,_-., ----� EL. 11'-0" EL.10'-6" II EL.10'-6" T.O.B. '`7 - W T.O.B. LED CONTINUOUS LIGHTING STRIP SCREENEDVENTILATIONVENTILATION 4" PVC ON ALL CEILING SHELVES SEE A-7 AND A-8 TYP. NON-STRUCTURAL CEILING SHELF OF 6" TYP. VARIE$ STUCCO TYP. --\ I STEEL RUNNERS AND a"GWB _......_a SEE,�------ 'A-7 , A-8 e" GWB OVER 1" x 2" WOOD -- FURRING STRIPS @ 24 " O.C. _- -- I, 8" CBS WALL _ MIN. R-5 RIGID INSULATION PROVIDE HORIZONTAL JOINT REINF. BETWEEN 1" x 2" FURRING STRIPS ---- STANDARD #9 TRUSS TYPE DUR-O-WALL _ @16" O.C. MAX. VERJEXTEND 4" STRAIGHT WOOD BASEBOARD PAINTED 4" MIN. INTO TIE COLUMNS TYP. 4" CONCRETE SLAB W/W WF 6 x 6 - 10 x10 OVER 6 MIL VISQUEEN CONT. VAPOR BARRIER 1" x 4" P.T. WOOD GROUND F.F. EL. 0'-0" NAILER CONT. (TYP.) }" FIBERGLASS EXPANSION JOINT V COMPACTED FILLTO 98% OF MAX. DENSITY BASED - ON PROCTOR TEST , ;.' FOR FOUNDATIONS STRUCTURAL DRAWINGS BACKYARD .,.i i _SEE r-----j L----- SECTION I 2 I r SCALE 1/4"=1'-0" RESIDENCE FOR ULVERT - ANDRADE 29 NE 102nd Street Miami Shores, fl. 33138 786. 762 _4990 Architecture CAMILO ROSALES, AIA "I w"TH I MIAMI Ft. 331ST , TEL 30566P.34]C_ C ex"m LICK AR OOt USe • • • • • • •• • No. DATE: REVISION: PROJECT No. 18-A44-02 CAMILO ROSALES, AIA LIC # AR-0014360 DATE: 8.25.2019 DRAWING: SECTIONS A-14 1 8" MASONRY STEM `� I ,-PROVIDE WALL REINF. W/ #5 O 48" kll I I O.C. & B" MIN. CONIC. CAP { REINF. W/ (2)-#4 CONT. O I MID -DEPTH 6" 6 i I C-7 II WF-16 SL. L 17'-4" I 'I J PLAN NOTES: 1. FINISH FLOOR ELEVATION, +0'-0'=+13.38' NGVD. COORDINATE W/ARCHITECTURAL DRAWINGS. 2. COORDINATE W/ARCHITECTURAL & OTHER DRAWINGS FOR INFORMATION NOT SHOWN ON THIS PLAN. 3. COORDINATE ALL WINDOW, DOOR AND OPENING LOCATIONS WITH ARCHITECTURAL DRAWINGS. 4. UNLESS OTHERWISE NOTED, VERTICAL WALL REINFORCEMENT SHALL BE AS FOLLOWS: - MAIN HOUSE WALLS (ZONE 4) : #5 O 40' O.C. MAIN HOUSE WITHIN 4'-0" OF CORNERS (ZONE 5) : #5 O 32" O.C. U.O.N. - F'm= 1500 PSI. 5. TYPICAL WALL FOOTING ELEVATION = TO MATCH EXISTING ISOLATED FOOTING PADS ELEVATION = TO MATCH EXISTING. 6. ALL FOOTINGS SHALL BE CENTERED UNDER WALLS & COLUMNS, U.O.N. & SHALL BE A MIN. 12" BELOW GRADE PER FBC, 7. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS, ELEVATIONS, DRAINS, DRAINAGE SLOPE, ETC. NOT SHOWN. S. ALLOWABLE SOIL BEARING PRESSURE IS 2000 PSF. REFER TO GENERAL NOTES AND SOIL STATEMENT. 9. GROUND FLOOR SLAB SHALL BE 4" CONCRETE SLAB -ON -GRADE REINF. W/6x6-W1.4xWT.4 W.W.F. OVER 6 MIL VAPOR BARRIER SUPPORTED ON COMPACTED LIMEROCK BASE 95% MODIFIED PROCTOR PER ASTM D1557 & FBC REQUIREMENTS. -- -- _ PROVIDE SHgqRRIING.FOR %�{' 10BAR 2 FROM CORNER &NEXT BAR 12 APART( WHERE SHOWN). SLAB RST ' r , - _ - .. / • ,- EXISTING W0; fi•OF'ABOVE - _ r - = - CIX2NER BARS, PLACED ON TOP - E`s - DORMER BARS SHALL 2 xPLACED TYP WN . /� SEE EET S-2__4_ THIRD OF SLAB W FIRST BAR �* Y 2'.FROM CORNER &NEXT BAR i2 = -, ; 3 -0" kt'-10y - / / / PROVIDE #4 O.C.= 112" APART {TYP. WHERE SHOWN) \ / 'y / I TERMITE PROTECTION STATEMENT: -- Ppo O 1#6 VI T./ /� DOWELS 5'-7i' LONG ! -I - L. ) ^TIE -OPENINGS (TYP. E r/ ' j / W/4" IN. EMBEDMENd ; % *�j -- I_ 3 ALL BUILDINGS SHALL HAVE PRE -CONSTRUCTION TREATMENT PROTECTION AGAINST �IST. FOUNDATION . / s - - - - . ".N.) TO'EXIST. CONIC. i ly TOP O NEW CONIC. SLAG - I S-7 SUBTERRANEAN TERMITES AS PER 2017 FBC. /TO REMAIN TYP. - i ( ) ( (REFER TO DET: E/S-8)' / / - - 4.40 O.C.I I A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE BUILDING DEPARTMENT BY WHERE SHOWN / . i L= +0-O +1339' NGVD ) ' TOP x 4 O L-16- THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT: OAWE Vel'; 1 "THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF { PROVIDE 8".MASONRY STEM r_ I SUBTERRANEAN 7ERMITE5. TREATMENT IS IN ACCORDANCE WITH THE RULES & LAWS 'ENLARGEMENT, _ _ CONC. COLU- �: ` WALL REINF. W/ #5 O 48" _ I r ,, I ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE & CONSUMER I 1 / TOP O EXISL,71N1 FL(1(SR .' DET. �„ CONT. 0 4 O.C. & 8" MIN. CONIC. CAP { 7 ....�/�, ' �.e E TIN RESIDENCE V.LF. - 2 O / 1 0-)� r4 I6.1 REINF W/ (2)' MID -DEPTH F SERVICES". C 2 wF t6 C 2 L_ e L J wF 16.J SOIL STATEMENT: • r• 1 I I I �„- COBASED UPON MSUAL O CONSISTS OF UNDISTURBEDLIMEROCK BASE MIXED WITH SAND OR SAND ON BY THIS ENGINEER TO THE PROJECT I TE, THE L ROCK NTH r A MAXIMUN ALLOWABLE BEARING CAPACITY OF 2000 PSF AS PER 2017 FBC. AT L----J--C---J' L- J f ? / /n I / i 1 I o - - r { I ` ( I EXCAVATION ENGINEER SHALL SUBMIT TO THE TIME OF EXCAV TI FOR FOUNDATIONS, THIS N ( 79'-t'____ _�-- r _, L_ 9'-4'� �. _I '9 11 F 4.9 - '14 2 \ �--- _r_ _-5'-2 L \ _J I BUILDING OFFICIAL A SIGNED AND SEALED LETTER ATTESTING THAT THE SITE HAS - - -i - I BEEN OBSERVED AND THE SOIL CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE -8 MASONRY WALL (. -J DESIGN IS BASED. - - C-1 REINF.'W/#5 O 48` r WF-�16 - -. 1 _ 4" CONIC. SLAB -ON -GRADE O.C. VERT. REINF (TYp. C_2 I T0P OF NEW _.. _ x6-W1.4xW1.4 W.W.F. ,L g 11 L�---- MF-18y-r--_-� J �) OVER 6 MIL. VAPOR OINTERIOR WAILS) I I \ ( ) '.16 a2'- r 2 8 �1 BARRIER MJ 40MPACTED ® { 4 "' _ NEW yn8 W➢ STUDS/6-- I 6 C .LOAD BEONG. 1 SOIL BASE 95% MOD _ _ � +1338' NGVD NEW �� BASE ,I PROCTOR PER ASTM 01557.. PROVIDE . SIDE VERT- _ PARTITION a REINF EA. SIDE OF � { I^ OPENINGS (TYP) �, { t - _ REFER TO DET. A/S-6-� I 6" GONC -SLAB OVER PROVIDE FOOTIN / o : P,L'ATE,/W/14 m F�xP. - �i FOR DEPRESSED SLAB m �., EXIST. EDtRG SLAB _ ENLARGEMENT NEW ��, ' - ;. ANC�140R O 16- O.C/. REINF. (TYP. I I REINp: W/6x6-W21xW21. CONC. COLUtAS, PER /- REFER TO i �,a - I W. F. '- DET. G/S- DETAIL H/S-9'/ PROVIDE #4 O 24" O.C. I DOWELS X 4'-0" LONG I' W/4" MIN. EMBEDMENT M.I P /INTO EXIST. CONIC. f: 1 r, TE-12 5'-10" Kr- - F-4.; WF-16 r----- F-4=7-I WI rJ L--J L- '`-. SC-1 c=-D. r -i 72 72 r--- �E J L-- ---- J L 7'-.1 EXIST. MASONRY WALL I I v , { • I(TO REMAIN) (TYP. i_I8" MASONRY WALL -gyp• O.C._g2" �/ WHERE SHOWN) j <o REINF. W/#5 O 40' T x 4 O.C. VERT. REINF (TYP. I 3' w o { EXTERIOR WALLS)T-I r C-,A �---------------- G_2 $- -�� __ _-:�--�- -- �- --- --_ -------_-- 1 1 L k��`'�ym OC1 - -Fs-"^.J0 F2--4.- TE-12 / RVI#3DOWELS COALURMTENR F-.. MIN.1436OWEMS. rI EXIST. CONC. `PROVIDE 1#5 VERT. VERT. R #r' 01g TIE -DOWN IN FULLY GROUTEDINTO e • a (SEE DET. E/S-11 + ( CELLS (TYP. U.O.N.) (REFER TO i I DET. D S-8 / ) I + �s� 6-0 9'-f 1V-2" FOUNDATION & GROUND FLOOR PLAN SCALE : V4"=1'-0" REFERENCE NOTES: 1. SEE GENERAL NOTES ON SHEET S-12. 2. SEE COMPONENT & CLADDING WIND PRESSURES ON SHEETS S-3 THRU S-4. 3. SEE STANDARD DETAILS ON SHEET S-8 THRU S-11. 4. SEE BEAM SCHEDULE ON SHEET S-5. 5. SEE COLUMN DETAILS ON SHEET S-5. TEMPORARY SHORING /BRACING NOTES: 1. SHORE REO'D AREAS FROM ROOF TO TOP OF EXISTING GROUND LEVEL GRADE/SLAB. 2. DEMOLITION FOR THIS PROJECT SHALL INCLUDE INTERIOR STRUCTURAL & NON-STRUCTURAL DEMOLITION AS SHOWN ON ARCHITECTURAL DWGS. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADEQUATE BRACING OF ALL STRUCTURAL MEMBERS, WALLS AND NON-STRUCTURAL ITEMS DURING DEMOLITION AND CONSTRUCTION. 4. FOR ANY TEMPORARY BRACING AND SHORING REO'D DURING DEMOLITION, THE CONTRACTOR SHALL ENGAGE THE SERVICES OF A SPECIALTY ENGINEER AND SUBMIT REO'D SIGNED AND SEALED SHOP DWGS. AND SUPPORTING CALCULATIONS FOR ALL SHORING & BRACING OF THE EXISTING STRUCTURE FOR A/E RENEW & APPROVAL PRIOR TO PROCESSING THROUGH THE BUILDING DEPARTMENT. 5. AREAS OF THE ROOF STRUCTURE THAT ARE SUPPORTED BY TEMPORARY SHORING ELEMENTS SHALL NOT BE UTIUZED AS CONSTRUCTION STAGING AREAS. 6. CONTRACTOR SHALL PROVIDE LATERAL BRACING FOR ALL TEMPORARY SHORING ELEMENTS, INCLUDING PROVISIONS FOR WIND UPLIFT AT EXPOSED AREAS OF CONSTRUCTION. 7. TEMPORARY STRUCTURES WHICH SUPPORTS EXISTING CONCRETE & MASONRY CONSTRUCTION THAT IS DESIGNATED TO REMAIN SHALL BE DESIGNED & INSTALLED TO SATISFY THE DEFLECTION CRITERIA OF ADO 530, LATEST EDITION. 8. AREAS OF THE RDOF/FLOOR STRUCTURE THAT ARE SUPPORTED BY TEMPORARY SHORING SHALL BE POSITIVELY DRAINED WHILE THE SHORING IS IN PLACE 9. TEMPORARY SHORING SHALL REMAIN IN PLACE UNTIL ALL NEW STRUCTURAL ELEMENTS ARE IN PLACE AND ALL CONNECTIONS ARE COMPLETE & INSPECTED BY BOTH THE SPECIAL INSPECTOR & BLDG. DEPT. INSPECTOR. TO THE BEST OF MY KNOWLEDGE TO THE STRUCTURAL REQUIREMENTS LFSrFd� L7 NEW FOOTING REVISIONS, INCLUDING SECTIONS LOAD BEARING 4•-- CMU WALLS _nuu.,J /r jj11 EXIST. FOOTING L. M CONCRETE COLUMNS EXISTINGCMU WALLS �EVERE. CONCRETE WALL SLAB EDGEa (-----� BELOW mn ', , aaaeu crawmxNc. mc. i. `a ROCHELL FL P.E. #60735 Curd WCI�. R Oo 91N R ]OSE•AO• -Rift ]M.fli41• RESIDENCE FOR ULVERT- ANDRADE 2% NE 102ntl Str® t Miami Shores, FI 33138 786.762.4990 Architecture CAMILO ROSALES, AIA 710 SW 84TH Z wl.3 TEL M,(WM ua u,uo,<xc • • •••• •• ••• •• • ••s • • •••••• •• •• ••• • • • • ••s• ••s• **:so* • • • • f • • • • • • • • • • ••••s• • • • • • • • b • • • • • f • • • • • • • • •• • •• ••• No. DATE: PROJECT No. REVISION CAMILO ROSALES, AIA LIC # AR-0014360 DATE: 8.25.2019 DRAWING: S _ 1 c /-FUTURE ALUMINUM TRELLIS (BY OTHERS) s-11 (UNDER SEPARATE PERMIT) -, PROVIDE 2x6 HORIZONTAL BRACING AT TOP & BOTTOM CHORDS O 24 FAST. W/ (2)-/6D NAILS EA j CONNECTION PROVIDE TRUSS O END AGAINST-, MASONRY WALL W/ V4" 9 TAPCONS O 8" O.C. STAGGERED (TYE. T&B U=914 LBS G-1173 LBS OPEN CHORDS) PROVIDE 30# FELT PAPER G=1458 LEIS j ANCHOR (I) BETWEEN WD. & CONCRETE \ 1 ANCHOR �T ---1 - I T I I I NI v - - IN)(V.Ll. - LL �0• ry� PROVIDE TRUSS O END - f EXIST CONIC, BEAM REMA ) w -- _ - 1- -1 ;GI -- L - -i L tA18 _71+ RBt-8 - I_. .1. +fi_) T / AGAINST MASONRY WALL ram/' ---�-.--1_--_---_---�_ / y^ � - 4 W/ Y • TAPCONS O 8 D.C. STAGGERED (TYP. T&B I��I.jjI J/ I CHORDS) PROVIDE 30$ FELT PAPER BETWEEN WD. i Iv I �I &CONCRETE =4249 L81gJI� rlIII,' -- �- � ---_I P2)16dN ILS EA. --EXI T ,GONG. BEAM (_ REMNNa(V.i.%) I - CHOR*,2> PR AIDE 6 Bp OM WORD LATE Al ;. T.1 f 1 . -- ." �/ � -CO HECTIC �TW. WHERE StfiONTJ}r--1- -I` _r (REFER T DET. /S-1) I I I O (jII 1 Ir ® °0 - / -'/ OVER -FRAMING / w O I I I I I I I I I< S-7 Gz / % (BY TRUS "MANUF.)/ i� II Ilw I� I I I w % /(REFER TO D F/5-10) ' iN a 1 687 L85 // d i 10 LESS I Ips 1 4p0 l CH .7 I I I I II + g i ✓2x .P.T. WD. F1CSCIA II I Im-J\--L-�L--1--L- m1�`+ I 11I/FAST, W/(1)Y •�2x P.T. W0. FASCIA XAPGONS 017""OC W tjt_ IFAST. W/(1)-1." • (STAGGERED (TYP) i � � �' � _ � �� -801 S - - ��' d -12471 LBS r -1 ¢ TAPCONS O 12" O.C. / 1 EXIST OF FRAMING MASONRYDWTR YS OENV APOONS/'ll III i I 2 I NCHO '1, L..* I la II j (STAGGERED) (TYP.) _w W/ m_ 5 6 l l l 0 8" O.C: STAGGERED fiYP. T&B/f}�,0, i CHORDS) PROVIDE 30(1WLT PAPER /TR8-6- t -1 BETWEEN !& CONCRETE � I I I I D w 7"'-' II IiI I I I 1 I I 1 1 1 L 1 i ! 0 i PRO��I1O(E (2)-AKHOR'u'1 . ' - - - / - + S-5 (fj R TO SCHEDULE) / 1 1 -,I 11 I Z _ _ 1 I} < I I L- m I j =1258 LBS - - ��NEW LO APING PAR TION (REL ) OVER-FIQAMINGI (✓' H G=174 165, BY USS NUF.) Q j 7{(I L. o // .�''i �L+Z (2)-INCH l41 �840 L83 / / ' ./ 1 j III, (REF R To rET. F�IyAS � � ...� � ��.. tre<`la .. .'I� � I �_`• /Iz �- < w I �� '�PR6VIDE ANCHOR t✓) �( TI--�_-1-10 IT_ _ m - I �� PRO�E ew.io STL. PLATE EAR SIDE a w / O$ EXIST COINC. (REFER TO S�CHFDULE - /,BEAM FAST. 1yfY."O A390^rI I I I I �15 1 1 1 1 I i 1' 0 li i THRU-SOLT,S,'O 8" O.0 STAGGERED L-. Ijf 1 + / ,(REFER TO DET: F/S-11}' sip " .II i ! / w! y / 1,, / I I m I k I I mi PROVIDE 2x6 X-BRACING 1! LL AS SHOWN (REFER TO T.,WL BEAM JIL$EMAIN)(V lb} - '�i I I I �+, DIET. A/S-7) PROVIDE 2x6 1,l l I I EXISTING WD. RAF,*R�_�' I I I I I I 1 I I -I Top HORIZONTAL BRACING AT z j 1 I (TO REMAIN) (V.LF� i 0 224&FASTT M/ CHORDSD .: -�I -�- _ _ - - - - r -(� _ _ - -;' NAILS EA. CONNECTION . -I-- f EXIST CONC. BEAM ,(TO REMAN)(V.I.F.)- T� RB-1 - -SEXISTCONC. BEAM (TO REMAIN)(V 0. T -'T` - T - -r'- - T 'T' 1 - - T - - PROVIDE 3.6 WO. NAILER FAST. PROVIDE ANCHORI1) W/16d NAILS O 8" D.C. EA. SIDE WLE (REFER TO SCHE) (STAGGERED ALLOW FAST. OF NEW PLYWOOD SHEATHING N ROOF FRAMING PLAN SCALE : Y4"=1'-O" U=968 LBS G=1558 LBS ANCHOR`✓'• ROOF ANCHOR & CONNECTOR SCHEDULE ANCHOR PRODUCT CODE MANUFACTURER ALLDW ALLOW. CRAIIYI UPLIFT SEAT/BEAM/LEDGER FAST. SCHEDULE STRAP/JDST/TRUSS! FAST. SCHEDULE LI I(POUNDS)i(POUNDS) 1 L2 PRODUCT APPROVAL EXP. DATE NVHTA-24 Ni 11 2649 (6)-tODx114" NAILS (IB)-tODAW NAILS 1575 I 2175 18-0312.06 5/22/2023 21 3 UGT543 USP N/A 7813 (2)- BVIEDGOLONG (B)-IBD NAILS N/A 950 N/A FL 2033.1 _ 12/31/2020 NVSTA-24 Ni N/A 1426 N/A 1450 (6)-10Dz114" NAILS (9}10DAW MARS 1430 18-0312.06 5/22/2023 HHTS30C SIMPSON 11W PENETRATION (20)-10D NAILS N/A N/A FL 104W,5 12/31/2019 (5) RT7 USP N/A 585 'i1 (5)-8) NAILS (5)-80 NAILS 195 N/A 195 N/A FL 17236.11 FL 17232.7 10/31/2020 10/31/2020 C6) HUS28 USP 4345 2570 j (22)-16D NNLS (8)-18D NAGS C JU528 USP 1270 1115 (6)-iowW NAILS (4rS 10DlW KA N/A -N/A N/A N/A P. 17232.12 FL 17239.13 18-0312.06 10/31/2020 110/31/2020 15/22/2023 (f PA044 USP 6775 2265 (1) (XILT-(2)-H"A 1HRU-BOLT5 N/A 09 -7 NU -WE - 573 N/A 573 (4)-JoDxJW NAILS - (4)-IODxIW NAILS 794 (Oi HETA24 SIMPSON 1 1810 a MN. EMBEDMENT (8)-16D NAILS 340 795 FL 11473.3 j 12/31/2019 PLAN NOTES: 1. DATUM ELEVATION=+O'-0". 2. TYP. TIE -BEAM ELEVATION = +8'-6", U.O.N. 3. ALL PRE -FABRICATED WOOD TRUSSES SHALL BE SPACED AT 24" O.C. MAX. 4. REFER TO ROOF ANCHOR & CONNECTOR SCHEDULE ON SHEET S-2 FOR TRUSS CONNECTORS USED FOR THE ROOF FRAMING CONNECTIONS TO SUPPORTING WALLS, COLUMNS & BEAMS. 5. ALL ANCHORS, CONNECTORS & FASTENERS USED TO SECURE THE ROOF FRAMING TO CONCRETE SHALL BE GALVANIZED. 6. COORDINATE W/ARCHITECTURAL & OTHER DRAWINGS FOR INFORMATION NOT SHOWN ON THIS PLAN. 7. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS, ELEVATIONS, DRAINS, DRAINAGE SLOPE, ETC. NOT SHOWN ON THIS PLAN. 8. BOTTOM CHORD LATERAL BRACING SHALL CONSIST OF 2x6 FAST. W/(2)-16d NAILS PER EACH CONNECTION TO TRUSS, AS SHOWN ON PLAN. 9. COORDINATE ALL VAULTED CEILINGS & ATTIC ACCESS OPENING W/ARCHITECTURAL DRAWINGS. PRE -FABRICATED WOOD TRUSS NOTES: 1. THE TRUSS LAYOUTS SHOWN ON THESE PLANS ARE SCHEMATIC IN NATURE. HOWEVER, THE SUPPORTING SUPERSTRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THAT THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNER'S LAYOUT. THIS FRAMING SCHEME (DIRECTION OF TRUSSES, MAJOR G.T. BEARING POINTS, ETC.) CAN BE MODIFIED ONLY AFTER OBTAINING PERMISSION FROM THE ENGINEER OF RECORD WHO MUST REVIEW PROPOSED CHANGES AND AUTHORIZE STRUCTURAL REVISIONS ACCORDINGLY. 2. THE TRUSS MANUFACTURER'S DELEGATED ENGINEER SHALL PREPARE THE TRUSS SYSTEM SHOP DRAWINGS AND CALCULATIONS. FINAL SUBMITTALS SHALL BE SIGNED & SEALED BY A FLORIDA REGISTERED ENGINEER AND SUBMITTED TO THIS ENGINEER FOR REVIEW AND APPROVAL PRIOR TO SUBMITTING TO BUILDING DEPT. FOR TRUSS PERMITTING PROCESS. 3. TRUSS DESIGNER MUST PROVIDE ALL TRUSS TO TRUSS CONNECTIONS AS PART OF THEIR DESIGN AND SHOP DRAWINGS SUBMITTAL. 4. ALL TRUSSES SHALL BE SPACED AT 24" O.C. MAXIMUM AS SHOWN ON THESE DRAWINGS. 5. ALL GIRDER TRUSSES SHALL BE A MINIMUM 2 MEMBERS (2-PLY) AS SHOWN ON PLANS & FAST. W/1/2"0 A325 THRU-BOLTS O 18" O.C. MAX. O MID -DEPTH OR 16d NAILS O 8" O.C. IN TWO ROWS STAGGERED W/1" EDGE DISTANCE (TYP. EA. FACE OF MULTI -PLY MEMBER). 6. FOR TRUSSES HAVING AN OVERALL LENGTH OF THE BOTTOM CHORD IN EXCESS OF 35 FEET OR 6 FEET OVERALL HEIGHT, ERECTION SHALL BE SUPERVISED BY THIS ENGINEER, PER FBC CHAPTER 23. 7. TEMPORARY BRACING SHALL BE REQUIRED DURING THE ERECTION OF ROOF TRUSSES TO KEEP TRUSSES IN A TRUE PLUMB POSITION AND TO PREVENT TOPPLING UNTIL THE ROOF SHEATHING IS ATTACHED, THE PROVISIONS FOR TEMPORARY BRACING SHOWN IN TPI/WTCA SCSI 1 SHALL BE USED FOR THIS BRACING REQUIREMENTS. ROOF SHEATHING NOTES: ALL ROOFING ACCESSORIES AND MATERIALS SHALL HAVE MIAMI DADE COUNTY PRODUCT CONTROL APPROVAL AND MUST BE INSTALLED. IN ACCORDANCE WITH THE REQUIREMENTS AND DIRECTIVES OF THE NOTICE OF ACCEPTANCE C NOAQISSUED FOR EACH INDIVIDUAL PRODUCT OF THE SYSTEM, PER FBREUIREMENTS ROOF SHEATHING SHALL BE A.P.A. RATED, NOT LESS THAN 5/8" (19/32") EXTERIOR GLUE TYPE PLYWOOD SHEATHING AND SHALL HAVE MANUFACTURER'S PRODUCT STAMP CLEARLY VISIBLE. INSTALL SHEATHING IN ACCORDANCE WITH REQUIREMENTS OF FBC SECTION 2322.2 SHEATHING SHALL BE NAILED TO ROOF TRUSSES TO FORM A DIAPHRAGM USING 10d GALV. RING -SHANK NAILS (3"xO.135 MIN. SHANK DIA AND RING OF 0.012 DIA. OR LARGER) O 6" O.C. (U.O.N.). BLOCKED PLYWOOD DIAPHRAGM SHALL CONSIST OF 5/8" (19/32") STRUCTURAL GRADE I PLYWOOD CONTINUOUS OVER TWO OR MORE SPANS, FACE GRAIN PERPENDICULAR TO SUPPORTS, FASTENED WITH 10d GALV. RING -SHANK NAILS, 1ih" MIN. PENETRATION IN 2" MIN. NOMINAL FRAMING MEMBERS SPACED AT 4" O.C. AT ROOF DIAPHRAGM BOUNDARY PANELS & AT 6" O.C. AT ALL OTHER PLYWOOD PANEL EDGES AND ALONG INTERMEDIATE FRAMING MEMBERS. REFERENCE NOTES: 1. SEE GENERAL NOTES ON SHEET S-12. 2. SEE COMPONENT & CLADDING WIND PRESSURES ON SHEETS S-3 THRU S-4. 3. SEE STANDARD DETAILS ON SHEET S-8 THIRD S-11. 4. SEE BEAM SCHEDULE ON SHEET S-5. 5. SEE COLUMN DETAILS ON SHEET 5-5. TO THE BEST OF MY KNOWLEDGE TO THE STRUCTURAL REOUIREMEMS REVISIONS. INCLUDING SECTIONS ALEXANDER ROCHELL FL P.E. A60735 m am.wo.o• - iNc zAuc.4lw RESIDENCE FOR ULVERT- ANDRADE 2'9 NE 102ne Street MI-i Shores. F7 33138 786.762.4990 Architecture CAMILO ROSALES, AIA 5710 M BOTH 9T MIAMI FL 33143 TEL 306 W2.0 0. ,.. UCO ARx001 LICK AR 0.98p, ♦••• •• ♦ ••• • • • •s•♦a• • • r f so 00 • a • • • • •♦ • • •M • •r•• • • No. DATE: REVISION: PROJECT No CAMILO ROSALES, ALA LIC # AR-0014360 DATE: 8.25.2019 DRAWING: i 11 �/ '.UCTURE 6 SCOPE OF WC TO,� P OF RIDGE EL +1H'-+1H'-: 470POF BEAR CL _ +8'-6 TOY = EL. +D'-0 (+13.38' NG\ SOUTH ELEVATION SCALE : 1/4"=1'-0" NORTH ELEVATION SCALE : Ya"-l'-O" RESIDENCE FOR ULVERT - ANDRADE 29 NE 102-1 St—t Miami Shores, FI 33138 78B _ 762 _4990 ATOP OF RIDGE E Architecture CAMILO ROSALES, AIA � snoswaeTHs� OF BEAM M.1, FL. zalas I DAEL. _TOP T TELws 662.66)J. iI1 UI ARAbIC I • • ATOP OF SLAB ETO • Y • • • • • • • (+13.38' NGVD) • • • • • • • see* o ZONE a • • • • 4•-0• •••• •••• • • • •••••• • • • • • • •••••• *44 .. " • • • so os000s No. DATE: REVISION: TO THE BEST OF MY KNOWLEDGE THESE PLANS CONFORW7; i � 'A TO THE STRUCTURAL REQUIREMENTS OF F.B.C. 2017, IATES REVISIONS, INCLUDING SECTIONS P T .-, , wI �K�g DP x ro� F �w nay f>�u ;ury FAary ALEXANDER ROCHELL wrmart BRsr oerAwiNc rxc nxRess FL P.E. #60735 wxmEx PrnxssaN coraFNr a Rocx¢L nlmlmn ,ixc- a��m ca�N.. R„ie� .vu. m: xm.ua.fole - rxe 1m,ew..+w PROJECT No. CAMILO ROSALES, AIA LIC # AR-0014360 DATE: 8.25.2019 I\1\Itilllltl DRAWING: iy�C O R.ROC .ExgF No. 607,35 S-3 RESIDENCE FOR ULVERT- ANDRADE OTOP OF RIDGE ATOP _ OF BEAM DEL. +8'-6" .ATOP OSLAB EL. _F +0'-0' (+13.38' NGVD) TOP IDGE EL 2E, 18'-2' TOP EL. +BEA ATOP OF SB DEL. _ +0'-LA0" (+13.38' NGVD WEST ELEVATION SCALE : Y4"=1'-0" EAST ELEVATION SCALE : A"=1'-0" .IS WALLS ROOF WIND LOADS ON COMPONENTS & CLADDING ZONE 10 SQ. FT. 20 SO. FT. 50 SQ. FT. 100 SQ. FT. 200 SQ. FT. 500 SQ. FT. 0 -41.0 -39.9 -3.5 -3.2 -37.2 -37.2 (2) -71.4 -65.7 -58.5 -52.4 -52.4 -52.4 O3 -71.4 -65.7 -58.5 -52.4 -52.4 -52.4 ® -48.6 -46.6 -44.1 -41.7 -39.8 -37.2 OS -60.0 -56.0 -50.9 -46.2 -42.3 -37.2 ®&(5) +44.8 +42.8 +40.3 +37.9 +36.0 +33.4 24 NE 102-1 Str-t Miami Shore•. FI 33138 786.762.4990 Architecture CAMILO ROSALES, AIA 5110 M.TH s. .I. FL I� TEL 305.882.& A w.- UCu AR-00I- • •••• •• • •••• •••• •• • • • •• • •• • •••• • • • • • No. DATE: REVISION: NOTES 1. COMPONENT & CLADDING PRESSURES SHOWN HEREIN ARE GROSS & ARE BASED UPON Kd=0.85 & ALLOWABLE STRESS DESIGN METHOD (ASO) PER ASCE 7-10 & FLORIDA BUILDING CODE 2017 & SHALL NOT BE FURTHER REDUCED BY A FACTOR OF 0.6. 2. THESE PRESSURES ARE PROVIDED AS GENERAL GUIDELINES & ARE TO BE USED AS GENERAL INFORMATION & PERMIT ONLY. 3. IT IS THE RESPONSIBILITY OF THE WINDOW/DOOR MANUFACTURER AS A SPECIALTY ENGINEER TO CALCULATE & DETERMINE EA. WINDOW/DOOR WIND PRESSURES AS PROJECT NO. REQUIRED BY THE 2017 FBC CODE TO RESIST THE SPECIFIED DESIGN WIND PRESSURES SHOWN ON THIS PLAN. 4. ROCHELL ENGINEERING, INC. WALL NOT BE RESPONSIBLE FOR ANY DEFICIENCIES CREATED BY IMPROPER DESIGN, ERECTION, INSTALLATION OR OTHER OPERATIONS RELATED TO THE WINDOW/DOOR SYSTEM PART OF THIS PROJECT. CAMILO ROSALES, AIA 5. ALL EXTERIOR WINDOW & DOOR ASSEMBLY PRODUCT APPROVALS (NOA) SHALL BE LIC:IAR-0014360 SUBMITTED ALONG WITH THE CONTRACT DRAWINGS TO THE AGENCY HAVING JURISDICTION FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION. WIND LOADS PER ASCE 7-10 & 2017 FBC THIS STRUCTURE HAS BEEN DESIGNED AS "ENCLOSED" & REQUIRES IMPACT RESISTANT GLASS OR SHUTTERS TO COMPLY WITH FBC SECTIONS 1609.1.2 & 1626 DATE: 8.25.2019 DRAWING: No. 60735� TO THE BEST OF MY KNOWLEDGE THESE PLANS CON THE STRUCTURAL REQUIREMENTS OF F.B.C. P0/7, Y 1 3 .V H. REVISIONS, INCLUDING SECTIONS EgjQlgilYG..jQ,eH.V, H. RE TD S _ 4 Itli'Jj1 K.- onWa"PA°cP°Ew�°rr L,ws N0P auKWam N r� T- ALIXANOER ROCHELL �' so fl£W fORM m ro nx w"""Wn WRNOUI i1R5i OBfANItG lRE E%PRESS FL P.E. #60735 4eKa ',Wc. caKSENr a zm s57uwW Nw.w -: NUC flri RO°K�NEBK �mnw. lµ0xc. mr". xs�00M•.a•K�'- n�ne� sawwlre . ' y5• REFER TO, NOTE "B" ' 1 I 4#5 VERT. 4#5 VERT. #3 TIES O 8"0.C. #3 TIES 0 8-O.C. C-1 C-2 16" 8— ml 69 VERT. 03 TIES O 8'O.C. C-8 REFER TO REFER TO -REFER TO NOTE "B" NOTE "A". NOTE "A". 18" 23' 6#5 VERT. 80 VERT. #3 TIES 0 8-O.C. #3 TIES 0 8-O.C. C-3 C-4 COMPRESSION SPLICE LENGTH SCHEDULE (Lc) #3 THRU USE 30 BAR DIAMETER #11 BARS FOR ALL CONIC. STRENGTHS. #14 THRU LAP SPLICE NOT #18 BARS PERMITTED; USE MECH. SPLICES PER ACI 318, SECTION 12.14.3 i 6#5 VERT. #3 TIES 0 8-O.C. C-5 CONIC, COLUMN NOTES A. PROVIDE #7 DOWELS x S-6' LONG. DRILL & EPDXY GROUT 6' MIN. INTO FOUNDATION AND CONIC. BEAM B. PROVIDE #4 DOWELS O 16" O.C. DRILL & EPDXY GROUT 4" MIN. INTO FULLY GROUTED CELL OR COLUMN. C. ALL SPECIFIED EPDXY ADHESIVE MATERIAL SHALL BE 'SET XP" EPDXY ADHESIVE MANUFACTURED BY SIMPSON STRONG -TIE CO. UNDER FL 16230-Rl PRODUCT APPROVAL CONC. COLUMN DETAILS %1 SCALE : Y.'=1'-O" ~ STEEL COLUMNS SCHEDULE MARK SIZE BASE I2 CAP IR IF %"x7"xi'-2" STL. PLATE It 49"x7x1'-2" STL. PLATE W/(4)-%"0 SC-1 HSS 4x4xM." W/(2)-%"0 A307 THREADED RODS W' LONG HEADED STUDS 02" LONG W/WASHER PLATE It %"xl2"x1'-O" STL. PLATE IE Y4"x7xl'-2" STL. PLATE W/(4)-%"0 SC-2 HSS 4401." WA4)-%"0 x6" LONG HEADED x6" LONG HEADED STUDS STUDS 1. ALL STEEL COLUMNS SHALL BE GROUT FILLED (3000 PSI.) ALLOW A 2"x2" OPENING ON CAP PLATE FOR GOUT. 2. PROVIDE PRESSURE RELIEF HOLES AT BOTTOM, TOP AND AT MID -HEIGHT. 3. SHOP WELD BASE AND CAP PLATES. 4. Fp 46 KSI. 14' TYP.)Yr.,✓-__ 11• TYP. YB _3.57 3q ANCHORS ANCHORS (REFER TO(REFER TO '0 SCHED.) SCHED.) `- Sl'L. COLUMN �STL. COLUMN STL. PLATE —' (REFER TO PLAN STL. PLATE (REFER TO PLAN (REFER TO PLAN & SCHED.) (REFER TO PLAN & SCHED.) & SCHED.) & SCHED.) SC-1 BASE PLATE SC-1 CAP PLATE 2, 14" TYP\. _� -Q 9" —ANCHORS 1. '1 Ms"', ,3. 5" 3. K �' -- - (REFER TOANCHORS SCHED.) (REFER TO �STL. COLUMN �; •" SCHED.) (REFER TO PLAN n '� & SCHED.) x." --STL. COLUMN STL. PLATES (REFER TO PLAN STL. PLATE (REFER TO PLAN & SCHED.) (REFER TO PLAN & SCHED.) & SCHED.) SC-2 CAP PLATE SC-2 BASE PLATE STEEL PLATE DETAILS SCALE: 1t - 1--0- #4012" O.C. 44 NOSE BAR -- 3'-0" /SLAB -ON -GRADE CONTINUOUS j 5" / (REFER TO PLAN FOR SIZE &REINF.) —WIRE REINF. (REFER TO PLAN) 2#5 CONT.----:;�12" 12" 24" MI!! —VAPOR BARRIER MIN. MIN. OVERLAP (REFER TO PLAN & GEN. NOTES) COMPACTED SOIL THICKEN EDGE DETAIL SCALE: %" - V-0' G - IF HORIZONTAL JOINT REINF. IS FOUND, EXTEND INTO NEW COLUMN. 1 IF NOT FOUND, PROVIDE 16 GA, REFER TO GALVANIZED 1"x5' CORRUGATED NOTE "A" \ I ANCHORS O 16" O.C. VERTICALLY ATTACH TO EXISTING CMU WALL W/W 0 TAPCONS, W/144" REFER TO -.\ 12' "A'. 1 PENETRATION INTO THE CMU. NOTE ,�yh m. __ A -_ 6#5 VERTN 4#5 VERT. #3 TIES O 8"O.O\ #3 TIES 0 8-O.C. --BREAK OPEN EXTERIOR C-6 FACE OF MASONRY C-7 BLOCK UNITS & INSTALL VERTICAL REINF. AS SHOWN f p■■` pr■ 4#6 VERT. #3 TIES 0 8-O.C. MP-1 MASONRY PIER DETAILS B SCALE : Y.'=1'-D" PROVIDE STD. HOOK 0 BEAM �70P OF TIE-1 L.l'E SEE PLAN STEEL REINF. OF TIE-BEAM— PRO-.-'_ VIDE (1)-#5 12.." -_- Z-BARS EA. FACE O �--- �—PROVIDE #3 MID -DEPTH -- - ----- -- TIES O B" O.C. TOP OF TE-BEAM 30" _ � pLpry 30" ',,. : _./ —CMU WALL (TYP.) . .. PROVIDE 2#5 VERT. BAR —'- 0 ELEVATION CHANGE STEPPED TIE BEAM DETAIL SCALE: VA 1 -0 v GONG. BEAM (REFER TO PLAN & _ ,- - - - SCHED.) \ PROVIDE (4)-%'0 x6" LONG HEAD STUDS SHOP WELDED TO CAP PLATE CONCRETE FOOTING SCHEDULE MARK ELEV. TOP OF FOOTING WIDTH THICK REINFORCING REMARKS CONTINOUS TRANSVERSE TE-12 SEE PLAN 12" x CONT. 12" 2#5 BOTTOM #4 0 12- O.C. THICKENED EDGE MF-16 SEE PLAN 16" x CONT. 12" 2#5 CONT. #4 0 12" O.C. MONOLITHIC FOOTING WF-16 TO MATCH. EXISTING 16" x CONT. 12" 2#5 CONT. #4 O 24" O.C. WALL FOOTING F-4.0 TO MATCH. EXISTING 4'-0"x4'-0" 16" #5WO 8" O.C. EA. AY BOTTOM ISOLATED FOOTING F-4x6 TO MATCH. EXISTING 4'-0"x6'-O" 16" +#5 O 8' O.C. EA. WAY BOTTOM #5 O B" O.C. EA. WAY TOP ISOLATED FOOTING F-4x7 TO MATCH. EXISTING 4'-0"x7-D" 16- #5 0 8" O.C. EA. WAY BOTTOM #5 0 8" O.C. EA. WAY TOP ISOLATED FOOTING NOTE: DATUM ELEVATION = +0'-0" = +13.38' NGVD CONCRETE BEAM SCHEDULE MARKS SIZE TOP OF BEAM ELEVATION REINFORCING #3 TIES U.O.N. SPACING REMARKS W 1) BOT. TOP S. "E' "C" TB-1 8 12 SEE PLAN 2#5 2#5 4#3 0 12" O.C. E.E. REM. 0 24" O.C. TYP, TIE -BEAM RAKE BEAM 8 12 VARIES 2#5 2#5 4#3 O 12" O.C. E.E. REM, 0 24" O.C. TYP. RAKE BEAM RS-1 8 12 +9'-B" 206 2#6 0 4' O.C. RB-2 B 30 +9'-8" 2#7 2#7 0 12" O.C. RB-3 8 30 +11'-6" 247 2#7 0 12" O.C. RB-4 8 30 +11'-6" 247 247 0 12" O.C. RB-5 8 32 +9'-B" 2#7 2#7 012" O.C. RB-6 8 16 +9'-B" 2#6 2#6 0 e" O.C. RB-7 8 36 +13'-4" 2#7 2#7 2#5" 0 12" O.C. " 1#5 EA FACE 0 MID -DEPTH RB-8 8 18 +8'-6" 2#6 2#6 1 2#6" 0 8" O.C. " 106 EA FACE 0 MID -DEPTH NOTES: 1. DATUM ELEVATION, +0'-0" - +12.38' NGVD 2. PROVIDE 135' HOOKS FOR ALL BEAM STIRRUPS, U.O.N. 3. BEAM REINFORCING SHALL BE CONTINUOUS AND LAPS FOR TOP AND BOTTOM REINFORCING SHALL BE STAGGERED. 4. PROVIDE MINIMUM 30"x3O" CORNER BARS AT CORNERS AND INTERSECTIONS. 5. WHERE TIE -BEAM OCCURS ADJACENT TO A DESIGNED BEAM, THE TIE -BEAM REINFORCING SHALL BE EXTENDED A MINIMUM OF 36" INTO THE DESIGNED BEAM. RESIDENCE FOR ULVERT- ANDRADE 29 NE 102nd Street Miami Shoran, FI 3313E 788.762.4990 Architecture CAMILO ROSALES, AIA 5710 sW MTH 5: MIMII, FL, 331131 TEL 305552.SITJ. rer4a10ax.nal LIG/ nRoplaaeP • • •• • No. DATE: REVISION: BEAWIDTH (REFER TOM SCHEDULE) -TOP REINF. (REFER TO SCHEDULE) o I �--#3 TIES PER SCHEDULE #5 EA. FACE -._ "... (SEE SCHEDULE) _ Ci PROJECT No. o '.! w BOTTOM REINF. (REFER TO SCHEDULE) CAMILO ROSALES, ALA LIC # AR-0014360 i% - ;' ICENTER OF COLUMN &BEAMS TO ', ' DEEP BEAM DETAIL G STEEL COLUMN _ ENTER OR LOCATED WITHIN SCALE: %'=1'-0" (REFER TO PARTITIONS PLAN) STL. COLUMN CONN. DETAIL F SCALE: 1 "=V-0" DATE: 8.25.2019 `\``JX1U xERNIRocy�! DRAWING: << No. 60735 ' C C TO THE BEST OF W KNOWLEDGE THESE PLANS CONF TO THE STRUCTURAL REOUIREMENI'S OF Fi LA777tltltlEEERRR���yyM...PPPO,x. REVISIONS, INCLUDING SECTIONS P 4 i6 T II f1 a16 GvluON�� %pNl4�1V6 Na OR.M1r 65 I f 0' �� 1 ��I i cwi�iom waI ox Wvrm�inWT°P ALEXANDER ROCNELLq� W�IIIpIR TME ply FL P.E. #60735 MfdfIFN PD01®11 Ax0 CONSEIIf OF MCIFll. R1blEAIW NG � C�,"ilw�-be DAM A xnw.•a - R11h mar..lN PROVIDE 10" MIN. --1#4 CONT. HORIZ. REBAR LAP SPLICE a 1 y% x Cx.,�k� z — xa x — x x� /•-- i 6" I t2" REFER TO PLAN 12' 6' I VAPOR BARRIER (REFER TO PLAN)-_/ COMPACTED FILL — SLAB DEPRESSION DETAIL i1 A SCALE: 1' = i 0 —1- - (—.- ANCHOR (REFER TO PLAN & SCHED.) PRE-FAB WD. SCISSOR, TRUSSES O 24" O.C. \� (REFER TO PLAN) \\ \ ROOF PLYWOOD, SHEATHING (REFER 1\ \\ TO PLAN & NOTES) \ \ T F BEAM 4 EL = +13'-'FtPROVIDE ;,.. WD. - gHIM FOR PROVIDE 2z STRUCTURAL O.H. TRUSS -BEARING RIN WD. FASCIA FAST. W/(2)-16D NAILS (TYP.) SEE PLAN) CONC. BEAM- - (REFER (REFER TO PLAN & SCHED.) BOTT0,1---_-_-__ M OF BEAM,_ _ ELF= +10'-4" - zk 2 d z F 00 a LL w I__.. 2 _... TEL. = +8"-fi" -GONG. BEAM (REFER TO PLAN BOTTOl M pF 2-- & SCHED.) _LL EL. - +7 -0" Imo - I i $ EXTERIOR) Q INTERIOR a o w PROVIDE 14' EXP MATERIAL (TYP.) CONC. SLAB -ON -GRADE � \` m (REFER TO PLAN FOR SIZE & REINF) �I w TOP OF SLAB.\ I '-6" F,F� 7CONC. SLAB -ON -GRADE (REFER TO PLAN FOR EL. : -0H P \ �l- (+12.88' NGVD) \ \ SIZE &REINF.) TOP OF SLAB 2" SLOPE -' — = EL. _ +0'-0" (+13.38' NOVO) . VAPOR BARRIER -------,- r (REFER TO PLAN \\ & NOTES) COMPACTED 8" MASONRY STEM `8" MIN. CONIC. CAP REINF. W/(2)-#5 SOIL BASE WALL (REFER TO CONT. O MID -DEPTH PLAN FOR SIZE '`I 1 u REINF. &SPACING) TOP O����ST -- - _lEL. 0 MATCH EXIST. CONIC. FOUNDATION -4 (BEYOND) (REFER \-CONIC. FOUNDATION TO PLAN) (REFER TO PLAN & SCHED.) SECTION 1 SCALE : :W=V-0" .PRE-FAB WD. SCISSOR TRUSSES O 24" O.C. (REFER TO PLAN) ROOF PLYWOOD SHEATHING (REFER TO PLAN & NOTES) PROVIDE ANCHOR t4) p(REFER TO PLAN & ISCHED.) / - PORTION OF EXIST. PROVIDE (2D. ROOF (TO REMAIN) P.T. TOP WD. PLATE FAST. i" W/NU-WE" PROVIDE 2. WD: 8LOCK1NG_ NVTP6 ANCHOR W/ BETWEEN TRUSSES FAST. (6)-10D x11h" W/(2)-16D NAILS EA. CONN. NAILS (TYP.) TO ALLOW FAST. OF PLYWOOD, ROOF PLYWOOD SHEATHING (REFER TO PLAN & NOTES) EXIST. WD. FRAMING (TO REMAIN) (REFER TO PLAN) RESIDENCE FOR ULVERT - ANDRADE 29 NE 102nd Street Miami Shwas, FI 33138 786.762. 4990 Architecture CAMILO ROSALES, AIA 5710 wW"H Sr .... . MWA. R. wl1 TEL M.W.5q]D. .. u� ,w-oovlaen •• • ••• • 4*000 • 0000 • • • •••• •••• •• • ••••• • • •• • • •• • •• • ••••• • • •• • •• • • • • • • •••• 0000 • • •••• No. DATE: REVISION: �- PROVIDE 2.6 WD. �`---- BLOCKING IN _ - _._. BETWEEN WD. PARTITIONS �6" WD. BEARING PARTITION (REFER -. TO PLAN FOR SIZE -_- -_ & SPACING) NOTE: PROJECT No. -- ---NEW 2X6 MO. BASE-. ALL SPECIFIED EPDXY ADHESIVE PLATE W/Yh"0 EXP. MATERIAL SHALL BE "SET XP" EPDXY ANCHOR O 16' O.C. ADHESIVE MANUFACTURED BY SIMPSO - STRONG -TIE CO. UNDER FL 16230-R1 CONIC. SLAB -ON GRADE .-"NU-VUE" NVTP6 PRODUCT APPROVAL CAMIlO ROSALES, AIA (REFER TO PLAN FOR I ANCHOR W/ SIZE & REINF.) (6)-Too XI. LIC # AR-0014360 EXIST. CONC.-;_ - NAILS (TYP.) SLAB -ON -GRADE (TO TOP OF SLAB REMAIN) (REFER TO PLAN) M TOP OF EXIST. SLAB EL. = +0'-0" '/ EL. _ +0'-0" (+13.38' NGVD) - -- . -'� (+13.38' NGVD) VAPOR BARRIER/ / COMPACTED (REFER TO PLAN / & NOTES) MONOLITHIC-' -DRILL & EPDXY GROUT #4 O 12- O.C. A MIN, 4" SOIL BASE FOUNDATION INTO EXIST. CONIC. SLAB DATE: 8.25.2019 (REFER TO PLAN \tilili!/ & SCHED.) �\10ER Ro��xi� DRAWING: No. 60735 * _ SECTION 2 SCALE :-W=1'-0" TO THE BEST OF MY KNOWLEDGE THESE PLANS ALEXANDER ROCHELL FL P.E. J60735 � o.e�i.. fem�o alas m mewxwo - Mx wsaA�la S-6 PROVIDE TRUSS 0 END AGAINST BEAM. PROVIDE 300 FELT PAPER IN BETWEEN W/V. 0 TAPCONS 0 12" O.C. (TYP. AT TOP & BOTTOM CHORD) PRE-FAB WD.-, TRUSSES 0 24' O.C. (REFER TO PLAN) ROOF PLYWOOD - SHEATHING (REFER ` TO PLAN & NOTES) PROVIDE 2x6 X-BRACING FAST. 4 W/(4)-16d NAILS EA. CONN. (REFER TO ROOF PLAN) (TYP.) 2.6 WOOD BLOCKING- BETWEEN TRUSSES FAST. W/(2)-16d NAILS EA EA. END (TYP. k EA. CONN.) A TOP OF BEAM DEL = CONC. BEAM-/ (REFER TO PLAN & SCHED.) PROVIDE TRUSS 0 END AGAINST-,i BEAM. PROVIDE 30# FELT PAPER IN BETWEEN IN/% 0 TAPCONS 0 12" O.C. (TYP. AT TOP & -. BOTTOM CHORD) TOP OF SLAB (+13.38' NGVO) ,-PROVIDE 2x6 HORIZONTAL BRACING ' AT TOP & BOTTOM CHORDS FAST. W/(2)-16D NAILS EA. CONNECTION r-3xB P.T. NAILER W/4h" DIA. 'HILTI" KWIK BOLT 3 EXP. ANCHORS O 24" O.C. W/314" EMS. & 2 ROWS OF 10ddlh' RINGSHANK NAILS 0 6" O.C. -2x P.V.T. WD. FASCIA FAST. W/(1)-" 0 TAPCONS 0 12 O.C. (STAGGERED) (TYP.) TOPRAKBEAM L. VARIES CONC. RAKE BEAM (REFER TO PLAN& SCHED.) PROVIDE STD. HOOK 0 CONC. BEAM 8" MASONRY WALL (REFER TO PLAN FOR SIZE REINF. & SPACING) PRE-FAB WD.- TRUSSES 0 24" O.C. (REFER TO PLAN) NTERIOIR F3x8 P.T. NAILER W/Yh' DIA. "HILTI" KWIK BOLT 3 EXP. ANCHORS 0 24" O.C. W/314" EMS. & 2 ROWS OF l0dxllh' RINGSHANK NAILS 0 6" O.C. -ROOF PLYWOOD / SHEATHING (REFER TO PLAN & NOTES) PROVIDE 2x STRUC. WD. FASCIA ! % FAST. W/(2)-16D NAILS (TYP.) SYOP RAKE BEAM AR',S -CONC. RAKE BEAM (REFER TO PLAN & SCHED.) PROVIDE STD. HOOK O CONIC. BEAM TOPE EL. - IIFA0 CONC. BEAM (REFER TO PLAN & SCHED.) 8" MASONRY WALL (REFER TO PLAN FOR SIZE REINF. & SPACING) EXTERIOR CONC. SLAB -ON -GRADE (REFER TO PLAN FOR U- SIZE & REINF.) VAPOR BARRIER (REFER TO PLAN COMPACTED &NOTES) i SOIL BASE B" MIN. CONIC. CAP-/ REINF. WA2)-#5 CONT. O MID -DEPTH t OF ETOP -FOUNDATION L TO MATCH EXI SECTION 3 SCALE : �'/4"=1'-O" CONIC. FOUNDATION (REFER TO PLAN & SCHED.) PROVIDE 2.6 HORIZONTAL BRACING AT TOP & BOTTOM CHORDS FAST. W/ (2)-16D NAILS EA. CONNECTION ROOF PLYWOOD SHEATHING (REFER TO PLAN & NOTES) 3x8 P,T. NAILER W/W DIA. "HILT]" KWIK BOLT 3 EXP. ANCHORS 0 24' O.C. W/31,i" EMS. & 2 ROWS OF 1061W RINGSHANK NAILS 0 6" O.C. STOP OF RAKE BEAM SEE -2. P.T. WD. STRUCTURAL ARCH. FASCIA FAST. W/ (2)-V.' 0 TAPCONS 012" (TYP.) I PROVIDE STD. HOOK 0 BEAM — RAKE BEAM (REFER TO PLAN & SCHED.) �— EXTEND VERT. REINF. TO RAKE BEAM '--PROVIDE 2x6 X-BRACING FAST. W/(4)-16d NAILS EA. CONN. (REFER TO ROOF PLAN) (TYP.) TOP OF BEAM -- -- - --- L =SEE PLAN CONCRETE BEAM PRE-FAB. WOOD= 2x6 WOOD BLOCKING—' / (REFER TO PLAN TRUSSES (REFER BETWEEN TRUSSES FAST. & SCHED.) TO PLAN) W/(2)-IEd NAILS EA. END ! --1.�= —MASONRY WALL (TYP. EA. CONN.) f (REFER TO PLAN) 2.6 P.T. WOOD NAILER W/(2)-Ya"O PROVIDE TRUSS 0 END AGAINST TAPCONS 012' O.C. (TYP.) BEAM. PROVIDE 30# FELT PAPER IN BETWEEN W/V. 0 TAPCONS O 12" G.G. (TYP. AT TOP &�. \\ DETAIL BOTTOM CHORD) 73x8 P.T. NAILER W/bh" DIA. A \� 'HILTI" KWIK BOLT 3 EXP. SCALE -Y4"=1'-O" PROVIDE 2x6 HORIZONTAL BRACING %1 ANCHORS 0 24" O.C. W/3VV AT TOP & BOTTOM CHORDS FAST. EMB. & 2 ROWS OF 10dlW W/(2)-16D NAILS EA. CONNECTIONS \ / RINGSHANK NAILS 0 6" O.C. �\\ PROVIDE STD. ROOF PLYWOOD-� / HOOK O CONIC. BEAM SHEATHING (REFER �� � I TO PLAN & NOTES) -2x P.T. WD. FASCIA FAST. PRE-FAB WD. W/(1)-Vi 0 TAPCONS 0 12 O.C. (STAGGERED) TRUSSES 0 24" O.C, A I / I (REFER TO PLAN) �� V (TYP.) / , TOP OF RAKE BEAM X__- =VARIES _CONC. RAKE BEAM (REFER TO PLAN & SCHED.) ATOP OF BEAM Ems= +g'-81 PROVIDE 2x6-� X-BRACING FAST. W/(4)-16d NAILS EA. CONN. (REFER TO ROOF PLAN) (TYP,) 2x4 WOOD BLOCKING=� BETWEEN TRUSSES FAST. W/(2)-16d NAILS EA. END (TYP. EA. CONN.) CONC. SLAB-0GRADE (REFER TO PAN FOR SIZE REINF.) I.r I I /-EXTEND C. BEAM TO WINDOWNOPENING PROVIDE ADD'L (2)-#5 BOTTOM & #3 TIES 0 e" O.C. F 0 z j w w o di I INS TERM p o z EX RTE 10 IR a £jam PROVIDE STD.-� � HOOK 0 CONC. CAP 8" MIN. CONC. CAP-� 1^, �v REINF. W/(2)-#5 CONT. 0 MID -DEPTH -8' MASONRY WALL (REFER TO PLAN FOR SIZE REINF. & SPACING) yl —GRADE (+13.38' NGVD) x �._..— - —•x�1 VAPOR BARRIER - (REFER TO PLAN y `8' MIN. CONC. CAP & NOTES) REINF. W/(2)-#5 I- CONT. 0 MID -DEPTH COMPACTED SOIL BASE TOP�OF FOUNDATION. EL To MATCH EXIST. '. CONC. FOUNDATION - (REFER TO PLAN - & SCHED.) SECTION 4 SCALE : Y4"=1'-0" TO THE BEST OF MY 1 TO THE STRUCTURAL RE REVISIONS, INCLUDING t o--wa.Z ALEXANDER ROCHELC FL P.E. #60735 C�aM La�Ns. Ne�Me .DIN lFlS6MLMIM — F%: xHBNAtN M RESIDENCE FOR ULVERT-ANDRADE 29 NE 102ncl Street MIR-1 Sho , FI 33138 786.782.4990 Architecture CAMILO ROSALES, AIA , TEL 305.86281]O, . R-00' UC4 AR-0 LIG 418P , • No. DATE: REVISION: PROJECT No. CAMILO ROSALES, AIA LIC # AR-0014360 DATE: 825.2019 DRAWING: S-/ DRILL & EPDXY #4xY-0" BARS 4' INTO EXIST. ------ COLUMN O 16" O.C. IF CONC. COLUMN IS NOT FOUND, D B PROVIDE 16 GA. GALVANIZED 1"x5' CORRUGATED ANCHORS ATTACH TO EXISTING CMU WALL W/31e'O TAPCONS, W/4' PENETRATION INTO THE CMU. r ----------------- �1 T P OF EXIST. BM. NEW CONIC. BEAM .. / IEL. =SEE PLAN (REFER TO PLAN & SCHI L-rr-y���;- i_��► Ti i DRILL & EPDXY— (2)-#5 xS-6" DOWELS 6" INTO - - EXISTING BEAM 0 MID-DEPTH- HORIZONTAL---- �— (TYP- /,'- JOINT REINF. ! / --- EXIST. MASONRY WALL ' (TO REMAIN) NEW TIE COLUMNy, (REFER TO PLAN) - �T^� ALL SPECIFIED EPDXY ADHESIVE MATERIAL SHALL BE "SET XP" EPDXY NEW MASONRY ,' WALL REFER TO / ADHESIVE MANUFACTURED BY SIMPSON STRONG CO. UNDER FL 16230-R1 PLAN FOR REINF. - -TIE PRODUCT APPROVAL SIZE & SPACING) __ EXIST. COLUMN OR NEW CONE FILLED CELL i EXIST. FOUNDATION a I (REFER TO PLAN) - - - - - - � � ��, TOP OF EXIST. 1 NEW FOUNDATION - - 1 EL. =SEE PLAN 1(REFER TO PLAN) - 1 2' 6" 6' �- � %` GRILL & EPDXY (2)-#5 s 1 1 x.3 0' DOWELS 6' INTO EXIST. FOUNDATION STARTER COL. DETAIL SCALE: -Y." = V-0" CONIC. B PROVIDE STD. 90'. HOOK O COLUMN TERMINATION COMPRESSION SPLICE LENGTH SCHEDULE (LC) #3 THRU USE 30 BAR DIAMETER FOR 011 BARS ALL CON.. STRENGTHS. #14 THRU LAP SPLICE NOT PERMITTED; #18 BARS USE MECH. SPLICES PER ACI 318, SECTION 12.14.3 NO OFFSET FOR #5 & #6 BARS —1� ADD 4 TES O 4" O.C. ,-TIES AS SHOWN ON COLUMN DETAILS OR COLUMN SCHEDULE DOWELS SAME SIZE & QUANTITY AS COL. VERT. REINF. CONCRETE SLAB - (REFER TO PLAN) _Th" PREMOLDED j4TOP (TYP.) NIJOINT FILLER (TYP.) EL. = SEE PLA x—x—x —X—x—x DD 4T1 ) VAPORBARRIER ,(REFER TO GEN. �TDP OF FOUNDATION ACING ryp) OTES) El. SEE PLAN ' py CONCRETE if FOUNDATION (REFER TO PLAN) TYP. CONC. COLUMN DETAIL B SCALE: 3/4" = 1'-O" ___ OF -_--_ L.= S LA El.= SEE LAN EXIST. CONIC. BEAM --EXIST. GONG. BEAM &EPDXY GROUT ? —DRILL &EPDXY GROUT - -"` r REINF. THRU EXIST. REINF. THRU EXIST, CONC. BEAM CONC. BEAM I< N o „ JIm X1, zr EXISTING MASONRY EXISTING MASONRY �I /' WALL (TO REMAIN) is J WALL (TO REMAIN) ___PROVIDE VERT. REINF. IN _ PROVIDE VERT. REINF. IN / ; •� GGROUTED CELLS. DRILL & ROUTED CELLS. DRILL & EPDXY GROUT A MIN. 6" � EPDXY GROUT A N. 6" �Y _,• - INTO EXIST. TIE -BEAM & -= INFO EXIST. TIE -BEAM & ' FOUNDATION _ FOUNDATION KNOCK -OUT EXISTING KNOCK -OUT EXISTING MASONRY WALL AND MASONRY WALL AND INSTALL VERT. REINF. AND INSTALL VERT. REINF. AND / , VERT. FILL W/3,000 PSI _ VERT. FILL W 3,000 PSI / PUMP MIX GROUT PUMP MIX GOUT OPENING NOTE L -- NOT ALL SPECIFIED EPDXY ADHESIVE ALL SPECIFIED EPDXY ADHESIVE MATERIAL SHALL BE "SET XP" �I MATERIAL SHALL BE "SET XP" EPDXY ADHESIVE EPDXY ADHESIVE MANUFACTURED BY SIMPSON MANUFACTURED BY SIMPSON STRONG -TIE CO. UNDER FL _ _ STRONG -TIE CO. UNDER FL - -- '. 16230-R1 PRODUCT APPROVAL 1 16230-R1 PRODUCT APPROVAL I I - -- EXIST. CONIC. SILL DRILL —EXIST. CONIC. SILL DRILL - THRU HORIZ. REINF. THRU HORIZ. REINF. WITHOUT CUTTING OR WITHOUT CUTTING OR _ DAMAGING REINF. DAMAGING REINF. or .—DRILL & EPDXY GROUT --DRILL & EPDXY GROUT / VERT. REINF. A MIN. - VERT. REINF, A MIN, �i, 6" INTO EXIST. CONIC. a m 6- MT0 EXIST. CONIC. / FOOTING LL.= SGt PLAN Y i0 I / -- - '�---EXISTING FOUNDATION TIE- DOWN DETAIL SCALE: 3/4"=V-0" U � � 1 EE TLM I - - ---- --` EXISTING FOUNDATION TIE- DOWN DETAIL E SCALE: 3/4"=1'-O" RESIDENCE FOR ULVERT- ANDRADE OF BEAM OEXIS/STOP EL = LAN .- T. CONCRETE ,i ___—EXIST. (TO REMAIN) DRILL & EPDXY --- v% . m __ ' GROUT DOWELS A MIN. 6" INTO EXIST. mi ores, 133138 MI•ml Shores, PI 33T38 Miami CONC. (TYP.) AOD 4 TIES 786-�sa.4990 O 4" O.C. aN U AS SHOWN ON /—TES COLUMN DETAILS OR - COLUMN SCHEDULE - PROVIDE #7 VERT, "_PROVIDE O CENTERLINE OF CONIC. COLUMN (TYP. TOP & BOTTOM) NOTE: NV �h ALL SPECIFIED EPDXY o. ADHESIVE MATERIAL SHALL BE 'SET XP' EPDXY ADHESIVE MANUFACTURED BY SIMPSON STRONG -TIE CO. UNDER FL ADD 4 TIES 16230-R1 PRODUCT APPROVAL 0 4" O.C. OERFSI FOTION EL =EE PLANUND CONCRETE —EXIST. •"I / FOUNDATION DRILL & EPDXY �`i� --� (TO REMAIN) GROUT DOWELS A — MIN. 5" INTO EXIST. CONC. TYP.CONIC. COLUMN DETAIL - SCALE: 3/4" = 1'-0' TOP OF N —EL.= SE?Pl '� EXIST. CONIC. BEAM -VERT. DOWEL, DRILL 6" EXISTING CONCRETE & MASONRY BLOCK WALL---,, (REFER TO PLAN FOR -- 9 GA. LADDER TYPE HORIZ. SETIN EPDXY GROUT. SIZE & REINF.) E D EVERY OEEINF THEIRB OCKCOURSE) VERT. REINF. CENTERED -- H - IN FILLED CELL DOWELS SAME SIZE AS EXISTING MASONRY (SEE PLAN) VERT. BARS WALL (TO REMAIN) GONG. SLAB-ON-GRADE--1 b •¢ (REFER TO PLAN) = a� =Nam -- MIN. CONIC. VERT. REINF. PROVIDE #4024" O.C.—I, x 4'-0" LONG T m THICKENED EDGE z� WHERE SHOWN ON PLAN \ W/HOOKED END j� W/2#5 CONT. (REFER TO PLAN) 0 TOP OF SLAB — — — L = SEE PLAN _ -- GRADE NOTE: ALL SPECIFIED EPDXY ADHESIVE I, MATERIAL SHALL BE "SET XP" EPDXY ADHESIVE MANUFACTURED BY SIMPSON STRONG -TIE CO. UNDER FL 16230-R1 PRODUCT APPROVAL L;1=_ LI _ IVN Ur rWNUAN UN L I L= S E PrXR D ---- --------- - --EXISTING FOUNDATION/ GONG. BEAM. TIE- DOWN DETAIL F SCALE: 3/4"=1'-O" VAPOR BARRIER - (REFER TO GEN. NOTES), i TOP OF FOUNDATION10 STD. HOOK' , j' EL. = SEE PLAN —00NC. FOUNDATION 3• (REFER TO PLAN) NOTES 1. HORIZ. REINF. SHALL BE EMBEDDED 4' MIN. INTO ADJACENT CONCRETE COLUMNS (IF APPLICABLE). 2. LAPPING OF HORIZ. REINF. SHALL BE 16" MIN. (ONE BLOCK LENGTH). TYP. FILLED CELL DETAIL SCALE: 3/4"-i'-O" ` y\ ""AAAXVAiT1R'IR00 77 `\ Gex'se'?F� • wl.,. 60735 , TO THE BEST OF MY KNOWLEDGE THESE PLANS CONFORM:' 'x TO THE STRUCTURAL REQUIREMENTS OFF. 017. LATESTq REVISIONS, INCLUDING SECTION i!1"4{ V H..3. to' .s?`l ALEXANDER ROCHELL FL P.E. #60735 1B: ffi � R,�t �6MAIN Architecture CAMILO ROSALES, AIA 3110 SW 34TB ST MIM ,FL. 33143 TEL 3 .M.UM rearaQexnel LICY AR 001439 • • • • . a sees . •• • • •s No. DATE: REVISION. PROJECT No. CAMILO ROSALES, AIA LIC # AR-0014360 DATE: 8.25.2019 DRAWING: RESIDENCE FOR ULVERT- ANDRADE EXISTING EXISTING BEAM a NEW BEAM NOTE EXIST, WALL--_� DRILL & EPDXY GROUT BEAM DRILL A TOP OF CONC. BEAM- NOTE, (TO REMAIN) (2)-#5 x 3'-0' LONG - EL =SEE PLAN WHEN DRILLING INTO EXISTING CONCRETE, i DOWELS INTO EXISTING ALL EPDXY ADHESIVE / �� : TAKE CARE AS NOT TO CUT OR DAMAGE MATERRIALIAL SHALL BE "SET XP" EPDXY FOUNDATION AS SHOWN —NEW CONC. EXISTING STEEL REINFORCEMENT ADHESIVE MANUFACTURED BY SIMPSON � 1, NEW FOUNDATION -- BEAM STRONG -TIE CO. UNDER FL 16230-RI TOP OF EXIST i� 3'-0' MIN. SPLICE' PRODUCT APPROVAL FOUNDATION TOP OF NEW FOUNDATION SECTION A -A y7 DOWELS x 3'-6" LONG j EL.= TO MATCH EXIST. (TYR O FOUNDATION & .--RWGHEN FA( OF ,�� EXPOSE EXIST. CONIC. BEAM REINF. >-----� OF COL --PROVIDE Yh" MIN. EXP. EXIST. CONIC. BEAM • A & PROVIDE 36" MIN. CLASS "B" PE -BEAM) (REFER TO TENSION SPLICE COLUMN DETAILS) / MATERIAL (TYP.) - _ 3" COVER CONIC. COLUMN (TYP.) / .—GONG. SLAB -ON -GRADE EXIST. i { E%IST. MASONRY (SEE PLAN & SCHEDULE) i FOUNDATION 6" 2'-6' \ FOUNDATION REINF. WALL (TO REMAIN (REFER TO PLAN FOR (TO REMAIN) "EMB: SPLICE LENGTH'iL ) EXIST. CONIC.—, (/ SIZE & REINF.) (TYP.) (SEE SCHED.) �� SLAB -ON GRADE 4" / 8. NOTE, SPLICE BEAM DETAIL / n \ (TO REMAIN) MIN ALL SPECIFIED EPDXY ADHESIVE MATERIAL SHALL BE "SET SCALE: 3/4"=1'-0" XP" EPDXY ADHESIVE MANUFACTURED BY SIMPSON ��7i.�" ', �� _PROVIDE #5 DOWELS O 12" STRONG-lTE CO. UNDER FL 16230-R1 PRODUCT APPROVAL PROVIDE FULLY h O.C. DRILL & EPDXY GROUT GROUTED CELL \ / A MIN. 4' INTO EXIST. EXIST. WALL OR FOUNDATION FOUNDATION SPLICE DETAIL COLUMN FOUNDATION A #5 010" O.C. EA. WAY SCALE: 3/4" 1'-0" TOP. W/ HOOKED ENDS ' 6�4 - - n ROUGHEN FACE OF i EXIST. FOUNDATION `\ - i' 1 - PROVIDE #5 010" O.C. DRILL THRU EXIST. / FOUNDATION &INSTALL , i „� j �/ W 5T0. HOOKS '-'- SCHEDULED REINFORCING SEE PLAN 16" SEE PL �— DO NOT EXCAVATE BELOW 12" W/EPO%Y. ' NEW 'EXISTING Y.I.. NEW EXIST. FOUNDATION ELEV. AX. (MAX.) #5 010" O.C. BOTTOM. Il.. L V4" O x 2Ya" LONG FLAT EXIST. REINF. - DOWELS PROVIDE 1Vz"x31,t" CONT. SHEAR KEY a HEAD TAPCON (TYP.) _ (TYP.) - (EMB. = 1Vh") t / -,I• TOP OF CONC, BEAM E%ISTING- in EL = SEE PLAN io !84ffS: EXISTING FOUNDATION ENLARGEMENT DST. /� BEAM a - 1. PROVIDE V4'0 x 2Ya" LONG FLAT HEAD \ G - - TAPCONS W/1 �' MIN. EMB. WITHIN 3" OF SCALE:"=1'-0" .� - t NEW CONC. ALL CORNERS & AT 12' O.C. MAX. FOR THE -14' n - BEAM n IN. EMB. x LENGTH OF EA. WD. BUCK. ,1 \ DRILL & EPDXY GROUT (2)-/7 x 3'-6" 2, PLEASE REFER TO EACH INDIVIDUAL ( ) INTO EXISTING CONC. BEAM AS SHOWN 'I WINDOW/DOOR PRODUCT APPROVAL (NOA) FOR SPECIFIC ANCHORING REQUIREMENTS NOTE: Y."-MAX_ THICKNESS INTERIOR ESPECIFIED ALL SPECIFIED EPDXY ADHESIVE MATERIAL SHALL BE "SET XP" EPDXY P T.-WD. BUCKS MASONRY OPENING_, ADHESIVE MANUFACTURED BY SIMPSON STRONG -TIE CO. UNDER FL -- _.._.._.__ REFER TO PLAN) - PDXY ADHESIVE MATERIAL SHALL 16230-R1 PRODUCT APPROVAL - OXY ADHESIVE MANUFACTURED BY MASONRY WALL LPROVDE END COLUMN REINF. HORIZONTAL JOINTREINF.-TIE CO. UNDER FL 16230-R1 /(REFER TO PLAN) W/(2)-N5 VERT. DRILL & EPDXY VAL SLICE BEAM DETAIL / [] \ GROUT A MIN. 6" INTO EXIST.AT 16" O.C. VERTICALLY4" p I TIE -BEAM &FOUNDATION i ,r-} MASTEXIST. COLUMN/ L SCALE 3/4"=1'-0" - I - f_ ooLL0000000000 - " --- EXIST. OPENING TO BE BLOCKED INFILLED (MJ.P.) (REFER TO PLAN) "-PROVIDE #3 ZZ DOWELS 016' O.C. MASONRY OPENING i MASONRY UNITS TO BE--/ LM0. 1x6 P.T. WD. DEFER TO -PLAN) AS REO'D REINF. AS PER PLAN SPACING BUCK (TYP.) (TYPO EXTERIOR ( MASONRY INFILL PANEL M.I.P. DETAIL DOOR & WINDOW BUCK DETAIL E ) H �. • + SCALE 1W - 1'-O" SCALE $'4" = 1'-0" 1 BEND HORIZ. JOINT REINF. 0 END za TO SPLICE A MIN. 8" INTO _ _0.30 L-1 0.30 L-1 0.30 L-2 0.30 tERI. ADJACENT CELL OR CANTILEVER L WHICHEVER IS 1 GREATER3-PROVDE (2) CORNER-- CANTILEVER TOP BARS {S-6"BARS) TOP- (3"-6" MIN.)i !(C" BARS-, SUPPOR LEFT OR RIGHTTTYPICAL 9 GAUGE HORIZ. JOINT S- -- HORZ.S)EINF.I(TOPS& CONTINUOUS, STD.B90' H OKS XT REINFORCEMENT 0 16' O.C. (? BOTTOM W CONT. HORIZ. REINF. -I (SEE SCHEDULE) ! c a ix (S TIES �- CONTINUOUS Six ` m SEE SCHED. "5" BARS SPACING SPACING .1 a NOTE �� (PER P— LAN (PER R PLAN) m = _ c FOR SPACING) M CANTILEVER "L C ---- "L-1" I(TW. ' CONIC. COLUMN/WALL _� • •. y SUPPORT (TYP.) 6 BAR CIA_ C 2'-6 1•_6• 1•_g" 1. SPLICE SHALL BE: ICHEVER IS GREATS -- To S • CLASS B" TENSION SPLICE " CONTINUOUS REBARS • --- BEND HJOINT REINF. PLAN O CORNER PLAN O INTERSECTION • MECHANICAL OR WELDED SPLICE 0 ENO TO SPLICE A MIN. Z 8' INTO ADJACENT CELL NOTES,_ U 1. DETAIL TO BE USED FOR REINFORCEMENT IN WALLS, FOOTINGS, TYP. BEAM BAR LAYOUT g' TYPICAL 9 GAUGE HORiZ. CONCRETE BEAMS & GRADE BEAMS. _ 6" D.CJOINT EINFORCEMENT O 2. ALL CORNER BARS SHALL BE PLACED AT TOP & BOTTOM OF SCALE 1/2"-1 -0' I OER �$R-OCyy` J/ CONCRETE MEMBERS. TO THE BEST OF MY KNOWLEDGE THESE PLANS CONFORM.` {Ky TO THE STRUCTURAL REQUIREMENTS OF F.B.C. 2017, LATEST ST0., REVISIONS, INCLUDING SECTIONS P,TAII•RC"°IO" fZ,, p REINF. DEVELOPMENT DETAIL r fi SCALE: 3/4"-1' 0" mI a Rxam xenar Ip AL TYP. CORNER AND HORIZ. REINF. DETAIL t` �"a" a^ � SCALE: Y4' = 1'-O" NmNcx ro „LrorBn. NOR P vw�s. rxs .wo onnwlNcs " cw+Nrn PJM as WveEn .wa- ALEXANDER ROCHELL — - wmn ro [ E%fMEss FL P.E - M /60735 ROCHa—GiNF£R81G.INC MRRid MID CONSENT Of .�5miyi",yx�„ SfP.A.RPJ.. C�LULiHG i3+PNlP RCC1F11 DMltfpiW4, MIC. Oxd � FGIOo J31]4 LEFT. i6 AVREPo7AA6f3 N4.-z1U TEL x4 MM - fxh TMbW..t49 - 29 NE 102nd Street Miami Shores, FI 33138 788. 762.4990 Architecture CAMILO ROSALES, AIA 57105W UTHC.-- MIAMI,FL 33IQ_ TEL 8 .862.61M. . LICK AR-0p10.'160. • • • • • • • • •••• •• ••• •• • ••• • • • • • •••••• •• •• ••• • •• ••• •••• •••• • • • • • • •••• •••• •• •• • • • • • • • • • • • • •a•••• • • • • • • • • • • :61 ••• •••• No. DATE. REVISION: PROJECT No. CAMILO ROSALES, AIA LIC k AR-0014360 DATE: 8.25.2019 DRAWING S-9 RESIDENCE FOR ULVERT- ANDRADE - - ' TLL. = SLL PLAN DROP CONCRETE BEAM--� OVER ALL OPENINGS AND ADD (2)-#5 BOTTOM WITH �-- CONC. BEAM (TYP.) - --� - 8" MIN. BEARING EA. SIDE. -- 6" MIN — BEARING -. (TYP.) PROVIDE WOOD BUCKS— & FASTENERS AS PER _I ! + _ ,_PROVIDE #308" O.C. TIES AT DROP CONIC. BEAM. DETAILS. --- ~ -1 COORD. W -- --- ARCH DWGS. 8" MIN. CONIC. CAP - WA2)-#5 EXTENDED INTO ADJACENT CELLS FOR MIN. OF 8' 0 MID -DEPTH. - -- PROVIDE VERTICAL STEEL FOR ALL OPENINGS AS ' _ __ 8" MIN. � PER PLAN NOTES. BEARING (TYP') -MASONRY WALL (REFER TO PLAN FOR SIZE & REINF.) TOPTOP 0� L. =SEE PLAN PROVIDE 1 VERT. BAR 0 MIDDLE OF OPENING. TOP OF FOUNDATION CONC. FOUNDATION EL' SEE PLAN (REFER TO PLAN & , SCHEDULE) DOOR/WINDOW OPENING DETAIL SCALE: 3/8" = 1'-O" 24" MIN OVERLAP 0 SPLICES PLAN VIEW WD. BRACING TO BE PLACED FLAT ON TOP OF WD. TRUSSES (2)-16d NAILS EACH CONNECTION (TYP.) PRE-ENGINEERED WD. TRUSS 0 24" 0.0 (REFER TO PLAN) 2x6 CONT. LATERAL' WD. BRACING NAILED TO BOTTOM CHORD 0 8'-0' O.C. MAX. SPACING & AS REQ'D BY TRUSS MANUF. (REFER TO TRUSS LAYOUT FOR LOCATION) PRE -FABRICATED WD. TRUSS (REFER TO PLAN) BOTTOM CHORD LATERAL BRACING (REFER TO PLAN) -PROVIDE 2x6 P.T. WD. x 8" LONG W/(2)-V "O x 3VA" TAPCONS 0 2" FROM ENDS (4 TAPCONS TOTAL) -(2)-16d NAILS TO CONNECT BOTT. CHORD BRACING TO P.T. WD- CONC. BEAM (REFER TO PLAN & SCHED.) -MASONRY WALL (REFER TO PLAN FOR REINF. SIZE & SPACING) END RESTRAINT DETAIL BOTTOM CHORD BRACING SCALE: 14"=1'-O' L/ -- VERT. REINF. (REFER TO PLAN) EE: PROVIDE OPENING ON LINTEL FOR -CONIC. LINTEL (SEE SCHEDULE) 8" MASON Y OPENING _ 8" -.. MASONRY WALL 'MIN. MIN. (TYP-) VERT. REINF. TO EXTEND (TYP.) PROVIDE STD. HOOK 0 CONC. BEAM SEE PLAN 4 TIES RE REM. O EXTEND TIES— 12 0-_ OB`O. C. (MAX.) Dom.--- DROP IN BEAM 8" MIN. ! MASONRY OPENING 8" MIN. - BOTTOM ELEVAnON , BRG. SECTION VERT. REINF. (REFER TO PLAN) BOTT?BARS -MASONRY WALL DROP IN BEAM DETAIL (TYP-) CONCRETE LINTEL SCHEDULE OPENING SPAN SIZECLEAR REINFORCING BOTTOM TOP nES UP TO 4'-0" 8"x8" 2#5 CONT. — 4'-1' TO 6'-0' 8"x12" 2#5 CONT. 2#5 CONT. #308"O.C. 6'-0' TO B'-O' 8"x12" 2#6 CONT. 2#5 CONT. #308"0.C. N9 E PRE -CAST CONC. LINTELS MAY BE USED AS AN ALTERNATIVE TO THE CAST -IN -PLACE BEAM/LJNTELS SHOWN ABOVE, PROVIDED THAT ENGINEER IS SUPPLIED W/PRODUCT APPROVAL & SHOP DWGS. PRIOR TO PLACEMENT OF LINTELS. DROP BEAM & LINTEL DETAIL SCALE- 1/2" = V-0" o BOUNDARY EDGE CONTINUOUS EDGE INTERIOR REGION OTHER EDGE PROVIDE 2x P.T. STRUCTURAL FASCIA FASTENED TO TRUSSES 0 EA. CONNECTION W/ (2)_I6d NAILS(REFER TO PLAN) PRE-FAB WOOD TRUSS 024"O.C. (TYP.) (REFER TO ROOF PLAN) FASTEN WD. BLOCKING TO TRUSS TOP CHORD W/(2)-16D NAILS LA. END. 2 x 4 MIN. WOOD HORIZONTAL ^ BLOCKING BETWEEN TRUSSES 0 JOINTS & FASTEN W/lOd NAILS 0 24" O.C. 6" O.C. (TYP. 0 TRUSS TOP CHORD) NOTES' ( R TO PLA ) 1. ALL PLYWOOD SHEATHING SHALL BE MIN. 5/8' C-D OR C-C WITH 2x BLOCKING AT ALL UNSUPPORTED EDGES IN ACCORDANCE TO ARA 32/16 SPECIFICATIONS AND PLACED WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. 2. 10d RINGSHANK NAILS 0 4' O.C. AT BOUNDARY & CONTINUOUS EDGES 0 6" O.C. AT ALL OTHER EDGES 0 6" O.C. AT INTERIOR REGIONS BLOCKED PLYWOOD DIAPHRAGM DET. E SCALE: Y4' = 1'-O" yy" — SAW CUT SLOT (FILL F } WITH SEALANT ON EXPOSED SLABS) w z U_ d w �- VAPOR BARRIER NOT. (REFER TO PLAN & NOTES) SAWED JOINT SHALL BE SAWCUT WITHIN 12 HOURS OF CONCRETE PCOMPACTED PLACEMENT. MAXIMUM SAWCUT PATTERN FOR SLAB -ON -GRADE SHALL BE 10'-0" x 10'-0". COMPAUMEROCT BASE 957G MODIFIED SAW CUT JOINT (S.J) PROCTOR. —PROVIDE V'x3lV / CONT. SHEAR KEY (2)#4 CONT - ��" / _CONC. SLAB -ON -GRADE (EA. SIDE OF JOINT) - i (REFER TO PLAN) o X x=E� —X x — Y'. I I VAPOR BARRIER (REFER TO PLAN NOTE: & NOTES) PROVIDE A KEYED JOINT WHERE A CONTINUOUS CONCRETE ELEMENT IS CONSTRUCTED IN PARTS. USE THIS DETAIL FOR A CONSTRUCTION JOINT, WHERE REQUIRED, U.O.N. CONSTRUCTION JOINT TYP. SLAB -ON -GRADE DETAIL C SCALE: Ya' = 1'-D' 2x4 WD. BLOCKING FAST.- - W/-(2)-16d NAILS TO TRUSS TOP CHORD TYR.) PRE-FAB. WD. TRUSS OVERFI (REFER TO PT NAIL PLYWOOD SHEATHING TO BLOCKING W/10d x1St" RINGSHANK NAILS 4" O.C. 0 BOUNDARY & 0 6" O.C. AT INTERIOR. PROVIDE BLOCKING AND BRACING AT EACH VALLEY TRUSS AT MAX. SPACING OF 2'-0" O.C. METAL FASTENING IT PLATE (BY TRUSS MANUFACTURER) (TYP.) 24 NE 102.d Street Mmml Shores, FI 33138 788. 7B2 _4990 Architecture CAMILO ROSALES, AIA 5110 SW BATH.^.'. MIAMI FL 33 305.NS2U T—do. o.- uc ARItOtA.^.B0 •••• •• • ••• • • ••••• •• •• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••••• • • •• •• oo • • • • • • • • • • • • • • • No. DATE: REVISION: PROJECT No. 16"x16" VENT � � OPENING IN EXISTING/NEW SHEATHING cooRD. w ARCH. DWGS. CAMILO ROSALES, AIA LIC # AR-0014360 \—SUPPORTING PROVIDE "NU-VUE NVRT-24 (T) WD. TRUSS HURRICANE STRAP FROM VALLEY (REFER TO PLAN) TRUSS TO LOWER TRUSS 0 EVERY TRUSS CONNECTION (TYP.) OVERFRAMING DETAIL F DATE: 8.25.2019 SCALE: W = 1'-D' DRAWING: TO THE BEST OF MY KNOWLEDGE THESE PLANS CONFORM': TO THE STRUCTURAL REOUIREMENTS OF,FyGr U16fO1 REVISIONS, INCLUDING SECTIONS AWING TO� I ,���� — 1 O t��y DLNE£R N REN,m NOUr NBFSI <�"may'-:' �C] `I + � OMEn g x�0 R �. Txs o aawrws �O�'rg� � wxK MWT- ALEXAN ER ROCK �MNNcoro B .sacxEo ,xT a FL PE. .#60735 MmrtN R ANB caNSFnr a am a,u.. A,... Raacu t«a+tw�ic. we cae cr. Rwlb anx 1!L ]OS.MANN - FlPC .1E6MU1N COVER W/ NON -SHRINK— 0 NEW STL. COLUMN GROUT l (REFER TO PLAN & SCHED.) 5000 PSI NON -SHRINK,—\ ( ,—NEW STEEL BASE PLATE (REFER TO NON-METALLIC GROUT BED \ 1\ SCHEDULE &DETAIL) ANCHOR BOLTS - - --i PROVIDE It" MIN. (SEE SCHED.) \ / EXPANSION MATERIAL CONIC. SLAB -ON -GRADE---, \ `\ i i CONIC. PEDESTAL (SEE PLAN) (REFER TO PLAN AND `\ SCHEDULE) ) %/ / F1LLE0 AWEAj -5 /�. VAPOR BARRIER (REFER TO GEN. NOTES) E 4"x3`x3` SQUARE ' WASHER PLATE - - - PROVIDE/4 ,y'3 TIES PROVIDE STD. NUT O EA­--1 04" O.C. TOP OF PEDESTAL SIDE OF WASHER (TYP.) 2' TOP OF FOIINDATI MI EL. =SEE PLAN 3• •�, K CONIC FOUNDATION COVERS- i (REFER TO PLAN & _ ,y' :,: / j SCHEDULE) i.. .LOVER .. - CONC. PEDESTAL DETAIL A SCALE: 3/4" = V-0" PRESSURE -RELIEF-. HOLES (TYP. •� PROVIDE FULLY -GROUTED /rAREA (NON -SHRINK GROUT) REINF. W/W.W.F. FULLY GROUTED AREA -CONC. FILLED STL. / (NON -SHRINK GROUT) COLUMN (SEE PLAN /-DRILL & EPDXY GROUT #4 0 12` O.C. A MIN. 4" INTO STEEL BASE PLATE & SCHED.) EXIST. CONIC. SLAB SHOP WELDED TO COLUMN (SEE SCHED.) '� r PROVIDE Ye" IEXP. MATERIAL / -EXIST. CONC. SLAB (TO 4" 8• / REMAIN) (REFER TO PLAN) M . � � MIN. ( TOP OF SLAB ;� % EL. = SEE PLAN -- x x tT 2" NON -SHRINK GROUT X,71 - - x� TOP OFFOUNDATIO_N z E`i� L s SEE PLAN VAPOR BARRIER-' (REFER TO GEN NOTES) ro - CONIC. FOUNDATION (SEE SCHEDULE FOR SIZE & REINF.) ANCHOR BOLTS-/ --'IC %-XSX,5'- 5QVAR1 (REFER TO SCHED.) WASHER PLATE \—PROVIDE STD. NUT O ENDS (TYP.) STL. COLUMN CONN. DETAIL SCALE: 3/4" a V-0" LJ EALLPEC'IFIED EPDXY ADHESIVE 3 DOWELS z 6` LONG SHALL BE "SET XP" EPDXY GRILL &EPDXY GROUT — MANUFACTURED BY SIMPSREINF. INTO EXISTINGIE CO. UNDER FL 16230-R1 SLAB (REFER TO PLAN APPROVAL FOR SPACING) \ TOP OF SLAB EL.= SEE PLAN O z 'x — x — J x x �_X NEW CONIC. SLAB EXIST. CONC. SLAB -ON -GRADE (TO REMAIN) NEW CONC. SLAB OVER EXIST. SLAB DETAILT SCALE: 3/4" = 1'-0" �- L - ---- - 2x PRE -FABRICATED GIRDER TRUSS % MEMBER (TYP.) '1REED SCREWS WOTES W000 SCREWS ( ) ) (REFER TO NOTES) --�L Mi SECTION A SECTION B METAL FASTENING PLATE (BY TRUSS MANUFACTURER) (TYP.) 8" G.C.FASTENER rynj SP CN\ 0- / 0 WEBS �E (TYP.) O NOTES: •\ A 1. GIRDER TRUSSES UP TO THREE (3) PLIES CAN BE FASTENED n TOGETHER WITH Vi"0x3" LONG WOOD SCREWS AT SPACING SHOWN. 2" 6" 2. DO NOT PRE -DRILL SCREW HOLES. 10" O.C. — ASTENER SPACING 3. SCREW HEADS SHALL BE VISIBLE FOR INSPECTION. F '(TYP,) O CHORDS 4. SCREW HEADS SHALL NOT INTERFERE WITH FASTENING OF THE METAL TRUSS ANCHORS TO BE ATTACHED TO THE GIRDER TRUSS. 2" TOP OF EXIST. TIE -BEAM WO A307 THRU-BOUTS IN EPDXY -GROUT (TYP.) (STAGGERED) NEW CONIC. COLUMN (REFER TO PLAN & SCHED.) MULTI -PLY GIRDER ATTACHMENT DETAIL (UP TO 3 PLIES) fl SCALE: 3/4" = 1'-O" L6x6x%"xO'-8" STL. ANGLE FFAST W/(2)-%" 0 'HILTI" KWIK BOLT 3 TO CONC. A-4 BEAM. 8" 8" NEW CONC. BEAM (REFER TO PLAN & �\ SCHED.) \ I /- ALUMINUM TRELLIS (BY OTHERS) (UNDER / SEPARATE PERMIT) I / —PROVIDE R %"xi0"x0'-10" / STAINLESS STEEL BASE --�- - --i_� -, PLATE TO MASONRY PIER % W/(4)-%"0 x4" LONG HEADED STUDS ------i L NO : TYP. T BIMETALLIC ON JOINTS TO WELD M MEMBERS TO S STEEL PLATES (TYP. `- 8" MIN. CONIC. CAP REINF. WA3)-/15 EA. WAY O MID -DEPTH ~ 2" MASONRY PIER (REFER TO DETAIL FOR REINF.) DETAIL n SCALE: IA" = 1'-0" ---L6x6x4t`xO'-8" STL. ANGLE ,-4"x10" STL. PLATE ®A I FAST W/(2)-%" 0 "HILT- (TYP. EA. SIDE) I KWIK BOLT 3 TO CONIC. BEAM. 8 8` 2"ICLEAR —TOP OF EXIST MPX. YP. MAX. -I - TIE -BEAM V"0 A3D7 THRU- IN EPDXY -GROUT (STAGGERED) NOTE' ALL SPECIFIED EPDXY ADHESIVE MATERIAL SHALL BE "SET XP" EPDXY ADHESIVE MANUFACTURED BY SIMPSON STRONG -TIE CO. UNDER FL 16230-Ri PRODUCT APPROVAL EXIST. CMU WALL (TO REMAIN) CONSTRUCTION SEQUENCE: 1. IF END BOLTS DO NOT LAND IN CONCRETE, PROVIDE (1)-#5 VERTICAL TIE -DOWN IN FULLY GROUTED CELLS EA. SIDE OF OPENING. 2. PROVIDE SHORING FOR ROOF MEMBERS AFFECTED BY THIS CONSTRUCTION. 3. INSTALL STL. PLATES AT EXIST. TIE -BEAM PRIOR TO STARTING DEMO. 4. DRILL & EPDXY GROUT THRU-BOLTS PER SCHEDULE SHOWN HERE. 5. WHEN GROUTING HAS REACHED F't = 3000 PSI, PROCEED TO DEMOLITION OF EXISTING PORTION OF WALL TO BE REMOVED. 10" STEEL PLATE DETAIL F SCALE: 1W = 1'-C" i11 7 �I'/ L SECTION A -A � TO THE BEST OF MY KNOWLEDGE THESE PLANS CONFOIta TO THE STRUCTURAL REQUIREMENTS OF [,Q,C_,2U.17 LATESL, REVISIONS, INCLUDING SECTION$,.pER'I'/JNING"'TuO'al.V .ZD 1-1 of Rtivlm A E ` ncsw"s Hpxcnu �' o TMµrn µ rs E n'N,Ars oiwsam�lO1yyappWHH au ox uw��ixuT- ALEXANDER ROCHELL maaur [IIIQ.:OBfCNNINO THE E%PxE35 FL P.E. #60735 Ino C01SQIf Di ffi Sa•xw A.r a,wxu w`x mrs. me a.a mlw, n.la .xnx 1EL .MNY.10• - xV¢ .WS.tN.ItN RESIDENCE FOR ULVERT- ANDRADE 2'I NE 102nd Stria®t Miami Shores. FI 33138 786-7es-- 9 0 Architecture CAMILO ROSALES, AIA 5710 SW 84TH'T MIAMI, FL. mill TEL WS.562.x�0 rsxrO+AAx LIGA AP-0M � •••• • • • •••• • • • • • • • • • • • • • • • ••••• • • • • • • • • • ...• •••• • .. • . •• • so so •••• No. DATE: REVISION: PROJECT No. CAMILO ROSALES. ALA LIC # AR-0014360 DATE: 8.25.2019 DRAWING: S- 1 1 STRUCTURAL NOTES RESIDENCE FOR ULVERT - ANDRADE 1. GENERAL A. THE CONTRACTOR AND ALL SUBCONTRACTORS SHALL VERIFY ALL GRADES, DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING WORK. IF DISCREPANCIES EXIST, CONTRACTOR SHALL NOTIFY IN WRITING ANY ERRORS, INCONSISTENCIES, OR OMISSIONS ON THE DRAWINGS TO THE ENGINEER FOR CLARIFICATION, PRIOR TO FABRICATION & INSTALLATION OF ANY STRUCTURAL MEMBERS. B. THE CONTRACTOR IS RESPONSIBLE AND SHALL COMPLY WITH THE REQUIREMENTS OF THE 2017 FLORIDA BUILDING CODE AND ALL LOCAL, STATE AND FEDERAL LAWS, C. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT LIMITED TO: BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. INSPECTION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. D. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR UPDATING HIS CONSTRUCTION DOCUMENTS WITH ANY REVISED DRAWINGS AND SPECIFICATIONS, OR CLARIFICATION SKETCHES ISSUED DURING THE COURSE OF CONSTRUCTION. E. THE CONTRACTOR SHALL ADEQUATELY PROTECT HIS WORK, ADJACENT PROPERTY AND THE PUBLIC, AND BE RESPONSIBLE FOR DAMAGE OR RNJURY DUE TO HIS ACT OR NEGLECT. F. NO STRUCTURAL MEMBER SHALL BE OUT, NOTCHED OR OTHERWISE REDUCED IN SIZE OR STRENGTH WITHOUT PRIOR APPROVAL IN WRITING FROM THE STRUCTURAL ENGINEER. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY AND ALL COSTS INCURRED. G. CONTRACTOR SHALL COORDINATE STRUCTURAL AND OTHER DRAWINGS WHICH ARE PART OF THE CONTRACT DOCUMENTS FOR ANCHORED, EMBEDDED OR SUPPORTED ITEMS WHICH MAY AFFECT THE STRUCTURAL DRAWINGS, H, THESE DRAWINGS ARE INTENDED TO SHOW THE GENERAL ARRANGEMENT, DESIGN AND EXTENT OF THE WORK AND ARE PARTLY DIAGRAMMATIC. THESE DRAWINGS ARE NOT INTENDED TO BE SCALED OR TO SERVE AS SHOP DRAWINGS OR PORTIONS THEREOF. I. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. J. DEFICIENT WORK SHALL BE REPLACED OR REPAIRED, AS DETERMINED BY THE ENGINEER. AT NO COST TO THE OWNER, INCLUDING ENGINEERING COSTS INCURRED. K. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL SAFETY PRECAUTIONS AND REGULATIONS DURING THE DURATION OF THE PROJECT WORK. THE STRUCTURAL ENGINEER WILL NOT ADVISE ON NOR ISSUE DIRECTION AS TO SAFETY PRECAUTIONS. L ALL STRUCTURAL ELEMENTS OF THE PROJECT HAVE BEEN DESIGNED BY THE STRUCTURAL ENGINEER TO RESIST THE CODE -REQUIRED VERTICAL AND LATERAL FORGES THAT COULD OCCUR IN THE FINAL COMPLETED STRUCTURE ONLY. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE ALL REQUIRED BRACING DURING CONSTRUCTION TO MAINTAIN THE STABILITY & SAFETY OF ALL STRUCTURAL ELEMENTS WRING THE CONSTRUCTION PROCESS UNTIL THE LATERAL -LOAD RESISTING OR STABILITY -PROVIDING SYSTEM IS COMPLETELY INSTALLED AND THE STRUCTURE IS COMPLETELY TIED TOGETHER. M. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT WHEN PLACED ON FLOOR OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ACHIEVED DESIGN STRENGTH. N. THESE NOTES SHALL BE USED IN CONJUNCTION WITH THE SPECIFICATIONS ISSUED BY THE ARCHITECT. DISCREPANCIES SHALL BE BROUGHT TO ATTENTION TO THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK. G. ANY MATERIALS OF PRODUCTS SUBMITTED FOR APPROVAL THAT ARE DIFFERENT FROM THOSE SPECIFIED IN THE STRUCTURAL PLANS WILL BE REVIEWED AND APPROVED ONLY IF THE FOLLOWING CRITERIA ARE SATISFIED: 1. A COST SAVINGS TO THE OWNER IS DOCUMENTED & SUBMITTED WITH THE REQUEST. 2. THE MATERIAL OR PRODUCT HAS BEEN APPROVED BY THE FLORIDA BUILDING CODE AND THE PRODUCT APPROVAL REPORT IS SUBMITTED WITH THE REQUEST. P. WHEN PERFORMING WORK BELOW GRADE, CARE SHALL BE TAKEN TO AVOID DAMAGING ANY EXISTING UTILITIES. ALL UNKNOWN UTILITIES DISCOVERED DURING CONSTRUCTION SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER. ANY DAMAGE TO EXISTING UTILITIES SHALL BE REPORTED TO ALL AFFECTED PARTIES, INCLUDING THE ARCHITECT/ENGINEER. Q. THE CONTRACTOR SHALL USE EXTREME CAUTION IN THE DEMOUTION OF EXISTING STRUCTURES. SUCH DEMOLITION SHALL BE PERFORMED IN SUCH A MANNER AS TO MAINTAIN THE STRUCTURAL INTEGRITY OF ALL EXISTING STRUCTURES TO REMAIN. PROVIDE TEMPORARY SHORING WHERE REQUIRED. R. THE CONTACTOR SHALL VISIT THE SITE AND BECOME FULLY AWARE OF THE EXISTING CONDITIONS & EXTENT OF WORK REQUIRED TO COMPLETE THE PROJECT PRIOR TO THE START OF WORK. S THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL NECESSARY WORK PERMITS AND APPROVALS REQUIRED BY THE LOCAL AGENCY HAVING JURISDICTION TO PERFORM THE WORK INDICATED. 2. CONCRETE A. CONCRETE DESIGN AND REINFORCEMENT SHALL BE IN ACCORDANCE WITH "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" (ACI 318-14) AND "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" (ACI 301). PRODUCTION OF CONCRETE, DELIVERY, PLACING AND CURING TO BE IN ACCORDANCE WTH "HOT WEATHER CONCRETING' (ACI 305). B. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE (145 POF) & ACHIEVE A 28-DAY COMPRESSIVE STRENGTH (Fc) OF 3DOO PSI, THE DESIGN MIX SHALL HAVE A MAXIMUM WATER -CEMENT RATIO OF 0,50 BY WEIGHT, & A MINIMUM OF 5 BAGS OF CEMENT IN EA, CUBIC YARD OF CONCRETE SUBMIT PROPOSED MIX DESIGN FOR REVIEW PRIOR TO FIELD POURING. MIX SMALL BE IDENTIFIED BY MIX NUMBER OR OTHER POSITIVE IDENTIFICATION. C. ALL CEMENT SHALL CONFORM TO ASTM C150, TYPE 1. MAXIMUM AGGREGATE SIZE SHALL BE 1W FOR FOOTINGS & Y' FOR WALLS, BEAM & SLABS CONFORMING TO ASTM C33. D. FOR ALL CONCRETE TO BE PLACED IN SLABS (INCLUDING SLABS ON GRADE) AND WALL PANELS, THE SLUMP SHALL NOT EXCEED 4" (31"). NO WAIVERS OF THIS REQUIREMENT SHALL BE CONSIDERED. SLUMP FOR PUMPED CONCRETE SHALL NOT EXCEED 7(31")-. E. PLACING OF CONCRETE IN ALL REINFORCED COLUMNS AND WALLS SHALL BE IN EQUAL LIFTS NOT EXCEEDING 7-6' IN HEIGHT. ALL DOWELS FOR COLUMNS AND WALLS SHALL BE SECURED IN POSITION PRIOR TO CONCRETING. F. ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE ITS STRENGTH TESTED IN ACCORDANCE WITH ASTM STANDARDS & ACI 318-14. MINIMUM FOUR TEST CYUNDERS MUST BE TAKEN EVERY 50 CUBIC YARDS OR LESS OF CONCRETE PRIOR TO POURING. TESTS SHALL BE MADE FOR 7 DAYS, TWO AT 28 DAYS & ONE HELD IN RESERVE. CONTRACTOR SHALL PROVIDE THE STRUCTURAL ENGINEER'S OFFICE COPIES OF THE CONCRETE TEST RESULTS FOR REVIEW, AS WELL AS COPIES OF THE CONCRETE MIX DESIGN TO BE APPROVED PRIDR TO USE. G. MINIMUM CONCRETE COVER TO REINFORCING STEEL SHALL BE IN ACCORDANCE NTH ACI 318-14 AND SHALL BE AS FOLLOWS: ELEMENT., BOTTOM: JD�_ SIDES, FOUNDATION....................................................3.....................2'.........................2- BEAM&........................................ ...... 1 kr . .. .. 1 .................IV COLUMNS/WALLS................... ......................... - ................ 1 '......................ir SUB ON GRADE ...................... ....... . .... .. 2...................... 1.................... I......I" INTERIOR STRUCT. SLAB................................. Y"... ................. W"... ............. ,,......1" EXTERIOR STRUCT. SLAB............................... Ix .................... 1XN"............. ........... I- H. SLAB OPENING SHALL BE MADE BY BLOCKING OUT PRIOR TO PLACING CONCRETE OR BY CORE DRILLING. NO CHIPPING OF ANY TYPE WU BE PERMITTED. THE LOCATION OF ALL OPENINGS SHALL BE COORDINATED NTH THE PLUMBING, ELECTRICAL & MECHANICAL PLANS L PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACING. DO NOT CUT ANY REINFORCING WHICH MAY CONFLICT. NOTIFY THE STRUCTURAL ENGINEER IN ADVANCE OF CONDITIONS NOT SHOWN ON THE DRAWNGS. J. CONCRETE ON EXPOSED BALCONIES, SLABS. BEAMS AND STAIRS SHALL HAVE THE TOP SURFACE COATED WTH 'ALKYL-ALKYOXY SILANE SEALER- OR ENGINEER -APPROVED EQUAL K. THE CONTRACTOR SHALL EVACUATE ALL WATER FROM WITHIN FORMWORK BEFORE PLACEMENT OF ANY CONCRETE AFTER DEWATERING AND BEFORE PLACING CONCRETE, RINSE THE REINFORCING STEEL CLEAN AND FREE OF ALL DELETIRIOUS MATERIAL L THE MAXIMUM TIME ALLOWED FROM THE TIME THE MIXING WATER IS ADDED UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED I" HOURS, IF FOR ANY REASON THERE IS A LONGER DELAY, THE CONCRETE MUST BE DISCARDED. 3. MASONRY A. ALL MASONRY CONSTRUCTION TO BE IN ACCORDANCE WTH 'BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES- (ACI 530/530.1-13), AND THE 2017 EDITION OF THE FLORIDA BUILDING CODE ALL MASONRY WALLS TO BE CONSTRUCTED OF UNITS CONFORMING TO ASTM C-9D-13 AND REINFORCED NTH p9 GAGE HORIZONTAL REINFORCING LOCATED AT 16. O.C., LADDER TYPE. ALL MASONRY TO BE LAID IN TYPE 'M" MORTAR (2500 PSI) WTH FULL HEAD AND BED JOINTS. B. BLOCK CELLS AT WALL ENDS, CORNERS, INTERSECTIONS AND ADJACENT TO ALL OPENINGS SHALL BE FILLED WIN GROUT AND REINFORCED NTH MINIMUM ONE y5 VERTICAL REINFORCING BAR, DOWELS SHALL BE USED TO PROVIDE CONTINUITY INTO THE STRUCTURE C. MASONRY NET AREA COMPRESSIVE STRENGTH (F"m) SHALL BE 15M PSI AND THE NET AREA COMPRESSIVE STRENGTH OF THE MASONRY UNITS SHALL BE 1950 PSI, PER ACI 530/530.1-13, D. ALL REINFORCED MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WTH APPLICABLE PROVISIONS OF CONCRETE REINFORCEMENT, CAST -IN -PLACE CONCRETE AND CONCRETE MASONRY. VERTICAL REINFORCING SHALL ANCHOR INTO SUPPORTING CONCRETE MEMBERS A CLASS "C" LAP LENGTH PLUS 3' OR FULL DEPTH, PLUS A STANDARD HOCK. ALL VERTICAL CELLS WIN REINFORCING SHALL BE FILLED WTH COARSE GROUT CONSISTING OF 3000 PSI CONCRETE WITH #8 COARSE AGGREGATE. WHERE HEIGHT OF MASONRY WALL EXCEEDS 4'-0". USE HIGH -LIFT GROUTING TECHNIQUE WI41CH REQUIRES A CLEAN -OUT OPENING AT THE BOTTOM OF ALL CELLS AND PLACING THE GROUT IN MAXIMUM 4'-0" LIFTS NTH A 30 TO 60 MINUTE DELAY BETWEEN LIFTS. GROUT SHALL CONFORM TO ASTM C478. SLUMP SHALL BE BETWEEN 8" AND 10-. L MORTAR SHALL COMPLY WITH ASTM C-270-14, TYPE -M', WITH A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 2500 PSI. F. HORIZONTAL REINFORCEMENT SHALL BE DUR-O-WALL STANDARD (9 GA.), ASTM CLASS B-2, HOT DIPPED GALVANIZED OR APPROVED EQUAL G. VERTICAL REINFORCEMENT SHALL CONFORM TO ASTM A615/A615M-14, GRADE 60. FILL ALL REINFORCED CELLS WITH 3DDO PSI CONCRETE OR GROUT. SEE PLAN FOR SIZE AND SPACING OF VERTICAL REINFORCING. H, THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF MASONRY WALLS DURING CONSTRUCTION. ALL NECESSARY PRECAUTIONS MUST BE TAKEN TO PREVENT INJURY TO PERSONS RESULTING FROM MASONRY WALL FAILURE. 4. STRUCTURAL STEEL A ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOURTEENTH EDITION OF THE ALLOWABLE STRESS DESIGN (ASD) "MANUAL OF STEEL CONSTRUCTION" OF THE AISC, PUBLISHED IN 2011. B. UNLESS OTHERWISE NOTED, ALL MATERIALS SHALL BE IN ACCORDANCE PATH THE FOLLOWING ASTM SPECIFICATIONS: MEMBER ASTM MIN. STRENGTH STRUCTURAL TUBING (HSS) .......... A500 (GRADE B) .............................. 46 KSI STEEL PIPE ....._........._ ............................ A53 (GRADE B) .............................. 35 KSI WSHAPES ................................................ A992................................................. 50 KSI OTHER ROLLED PLATES/SHAPES ..........- A36................................................... 36 KSI CONNECTION BOLTS .................................. A325................................................. 92 KSI ANCHOR BOLTS ......................................... F1554,.,,,,,,........................................ 58 KSI C. HEADED STUDS SHALL BE NELSON GRANULAR FLUX -FILLED HEADED ANCHOR STUDS AND SHALL BE MADE FROM C-1015 COLD ROLLED STEEL AND SHALL CONFORM TO ASTM SPECIFICATION A-108, GRADES 1015-1020 WITH MINIMUM TENSILE STRENGTH OF 60 KSI. D. UNLESS OTHERWISE NOTED. ALL CONNECTIONS SHALL BE SHEAR TYPE CONNECTIONS AND DESIGNED BY THE FABRICATOR FOR THE FACTORED SHEAR FORGES INDICATED ON PUN IN ACCORDANCE WITH THE ASTM SPECIFICATIONS FOR ALLOWABLE DESIGN. ALL BOLTS SHALL BE SHEAR/BEARING TYPE BOLTS AND BE 'SNUG -TIGHT'. E. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS 01.1 USING E70-XX ELECTRODES. (SMAW) UNLESS OTHERWISE NOTED, PROVIDE CONTINUOUS MINIMUM SIZED FILLET WELDS AS PER AISC REQUIREMENTS. ALL FILLER MATERIAL SHALL HAVE A MINIMUM YIELD STRENGTH OF 58 KSI. ALL WELDING TO BE PERFORMED BY CERTIFIED WELDERS AS REQUIRED BY AWS & 2017 FLORIDA BUILDING CODE. SLAG SHALL BE REMOVED FROM ALL WELDS FOR INSPECTION. F. HOLES IN STEEL SHALL BE DRILLED OR PUNCHED, ALL SLOTTED HOLES SHALL BE PROVIDED WITH SMOOTH EDGES. BURNING OF HOLES AND TORCH CUTTING AT THE SITE IS NOT PERMITTED, G. ALL STRUCTURAL STEEL PERMANENTLY EXPOSED TO VIEW SHALL BE SHOP PAINTED WITH ONE COAT OF SSPC 15-68, RED OR GRAY OXIDE -TYPE PAINT. H. COLUMNS, ANCHOR BOLTS, BASE PLATES. ETC. HAVE BEEN DESIGNED FOR THE FINAL COMPLETED CONDITION AND HAVE NOT BEEN INVESTIGATED FOR POTENTIAL LOADINGS ENCOUNTERED DURING STEEL ERECTION AND CONSTRUCTION. ANY INVESTIGATION OF THE COLUMNS, ANCHOR BOLTS, BASE PLATES. ETC. FOR ADEQUACY DURING THE STEEL ERECTION AND CONSTRUCTION PROCESS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 1. STEEL FABRICATORS SHALL BE AN AISC CERTIFIED SHOP FOR CATEGORY I STEEL STRUCTURES AND MAINTAIN DETAILED QUALITY CONTROL PROCEDURES AS REQUIRED TO SATISFY THE SPECIAL INSPECTION REQUIREMENTS OF THE 2017 FBC. J ALL STRUCTURAL STEEL PERMANENTLY EXPOSED TO WEATHER, SHALL BE HOT -DIPPED GALVANIZED IN ACCORDANCE NTH ASTM A153-05 AND A123/A123M-D4. PROVIDE GALVANIZED BOLTS FOR STEEL PERMANENTLY EXPOSED TO WEATHER. GALVANIZING SHALL BE DONE BY BOLT MANUFACTURER. K. FIELD CUTTING OF STRUCTURAL STEEL IS NOT PERMITTED EXCEPT WHERE ACCEPTED BY THE ENGINEER OF RECORD IN WRITING. TIN . CUTTING OR ENLARGEMENT OF BOLT HOLES WITH TORCHES IS STRICTLY PROHIBITED. L CONTRACTOR TO OBTAIN ALL FIELD MEASUREMENTS REQUIRED FOR PROPER FABRICATION AND INSTALLATION OF WORK PRIOR TO DETAILING. PRECISE MEASUREMENTS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. M. FOR FIREPROOFING REQUIREMENTS AND ASSEMBLIES REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS. N. A REGISTERED PROFESSIONAL ENGINEER SHALL INSPECT THE WELDING AND BOLTING OF STRUCTURAL STEEL FRAMINGS AS PER SECTION 2214.3.4 OF THE 2014 FLORIDA BUILDING CODE. 0. GROUT FOR COLUMN BASE PLATES AND PRESET BEARING PLATES SHALL BE NON -SHRINK, NON-METALLIC GROUT WITH A COMPRESSIVE STRENGTH OF AT LEAST 5,000 PSI IN 28 DAYS. 5. WOOD/TIMBER A. ALL STRUCTURAL WOOD PRODUCTS USED SHALL CONFORM TO THE NOS, LATEST EDITION AND THE 2017 EDITION OF THE FBC. B. ALL WOOD FRAMING MEMBERS SHALL BE NO. 2 SOUTHERN PINE OR BETTER WTH A MINIMUM ALLOWABLE BENDING STRESS OF 900 PSI, MODULUS OF ELASTICITY OF 1.600,000 PSI, MINIMUM ALLOWABLE SHEAR STRESS OF 175 PSI AND 19% MOISTURE CONTENT IN ACCORDANCE WITH NOS AND AITC STANDARDS. C. ALL WOOD MEMBER SIZES SHOWN ON THESE PLANS REFER TO STANDARD NOMINAL. D. ALL MECHANICAL METAL CONNECTORS USED IN THE CONNECTIONS OF WOOD MEMBERS SHALL HAVE A PRODUCT APPROVAL FROM MIAMI-DADE COUNTY OR THE 2017 FBC. ALL FASTENERS SHALL BE ADHERED TO AS STATED AND SHOWN ON THESE PLANS AND THE MIAMI-DADE NOTICE OF ACCEPTANCE (NOA) OR FBC APPROVAL FOR ALL CONNECTORS. E. PRESSURE TREATMENT WHERE REQUIRED HEREIN SHALL CONFORM TO AWPI SPECIFICATIONS. A TREATMENT NTH A MINIMUM RETENTION IN POUNDS PER CUBIC FOOT OF 0,40 FOR TIMBER ABOVE GROUND AND WATER 0.60 FOR TIMBER IN DIRECT CONTACT WTH THE GROUND. ALL PRESSURE TREATED WOOD SHALL BE SOUTHERN PINE, MEETING NATIONAL FOREST PRODUCTS ASSOCIATION GROUP 3 BOLT DESIGN VALUES. F. ALL WOOD IN CONTACT NTH CONCRETE SHALL BE PREASSURE TREATED (P.T.). 6. PRE-ENGINEERED ROOF WOOD TRUSSES A. WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER'S DELEGATED ENGINEER TO SUPPORT THE FOLLOWING LOADS: GRAVITY LOADING CASE: WIND LOADING CASE: TOP CHORD LOADING: BOTT./TOP CHORD LOADING (SURFACE AREA): LIVE LOAD - 30 PSF NET UPLFE = GROSS UPLIFT -10 PSF DEAD LOAD- 15 PSF BOTTOM CHORD LOADING: DEAD LOAD - 10 PSF UNIFORM + 20D LBS APPLIED OANY SINGLE PANEL POINT B. WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE APPLICABLE PROVISIONS OF THE LATEST EDITION OF THE NOS, THE DESIGN SPECIFlCATON FOR METAL PLATE CONNECTED WOOD TRUSSES (TPI). & THE 2017 FLORIDA BUILDING CODE. C. TRUSSES SHALL BE FABRICATED IN A PROPERLY EQUIPPED MANUFACTURING FACILITY OF A PERMANENT NATURE. TRUSSES SHALL BE MANUFACTURED BY EXPERIENCED WORKMEN, USING PRECISION CUTTING, JIGGING AND PRESSING EQUIPMENT UNDER THE REQUIREMENTS OF TPI 1-2014. D. CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND PERMANENT BRACING AS REQUIRED FOR SAFE ERECTION AND PERFORMANCE OF THE TRUSSES. THE GUIDELINES SET FORTH BY THE TRUSS PLATE INSTITUTE PUBLICATION BCSI-06, 'COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' SHALL BE A MINIMUM. E. TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED NOR OTHERWISE ALTERED IN ANY WAY WITHOUT THE WRITTEN APPROVAL OF THE ENGINEER OF RECORD. ANY APARENT DAMAGE TO TRUSSES SHALL BE REPORTED TO MANUFACTURER PRIOR TO INSTALLATION. F. SUBMIT COMPLETE SHOP DRAWINGS FOR WOOD TRUSSES SHOWING MEMBER SIZES, SPECIES, GRADE, MOISTURE CONTENT, SPAN, CAMBER, SPACING OF TRUSSES, DIMENSIONS, CHORD PITCH, BRACING REQUIREMENTS, REQUIRED BEARING WDTH AND LOADINGS. SHOP DRAWNGS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD AND ARCHITECT AND APPROVED BY THEM PRIOR TO FABRICATION. SHOP DRAWINGS SHALL BEAR THE SEAL OF A PROFESSIONAL CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF FLORIDA. G. TRUSSES SHALL BE HANDLED DURING FABRICATION, DELIVERY & AT JOBSITE SO AS NOT TO BE SUBJECTED TO EXCESSIVE BENDING. TRUSSES SHALL BE UNLOADED ON SMOOTH GROUND TO AVOID LATERAL STRAIN & EXCESSIVE BENDING, TRUSSES SHALL BE PROTECTED FROM DAMAGE RESULTING FROM ON -SITE ACTIVITIES & ENVIRONMENTAL CONDITIONS. H. ALL TRUSSES SHALL BE SPACED AT 24" O.C. MAXIMUM, UNLESS OTHERWISE NOTED. TOP AND BOTTOM CHORDS OF TRUSSES SHALL BE MINIMUM 2 x 6 MEMBERS, U.O.N. I. THE NET WIND UPLIFT REACTIONS SHOWN ON THESE PLANS SHALL SUPERSEDE THOSE SHOWN IN THE TRUSS MANUFACTURER SHOP DRAWINGS AND CALCULATIONS. THE CAPACITY OF THE CONNECTORS NOTED ON THESE PLANS EXCEED THE NET WHO UPLIFT REACTIONS SHOWN ON PLAN. J. A 33X INCREASE IN STRESSES MAY BE USED TO DESIGN TRUSS MEMBERS; HOWEVER, NO INCREASE SHALL BE USED TO DESIGN TRUSS PLATES. 7. REINFORCING STEEL A. TO BE NEW BILLET STEEL CONFORMING TO THE LATEST ASTM A615 GRADE 60 SPECIFICATIONS, FABRICATED IN ACCORDANCE WITH MANUAL OF STANDARD PRACTICE OF THE CRSI & PLACED IN ACCORDANCE NTH ACI 315 & ACI MANUAL OF STANDARD PRACTICE. B. COLUMN REINFORCEMENT: DOWELS TO BE SAME SIZE AND NUMBER AS VERTICALS ABOVE. LAP 36 BAR DIAMETER OR MINIMUM OF 18- U.O.N. PROVIDE STANDARD HOOKS FOR ALL VERTICAL REINFORCEMENT AT NON -CONTINUOUS COLUMNS. C. ALL REINFORCING STEEL SHALL BE TIED DOWN AND INDEPENDENTLY SUPPORTED ON CHAIRS AND SUPPORT BARS. REINFORCEMENT SHALL BE FREE OF MUD OIL OR OTHER NONMETALLIC COATINGS THAT ADVERSELY AFFECT BONDING CAPACITY. D. ALL REINFORCING STEEL SHALL BE TIED DOWN AND INDEPENDENTLY SUPPORTED ON CHAIRS AND SUPPORT BARS. REINFORCEMENT SHALL BE FREE OF MUD OIL OR OTHER NONMETALLIC COATINGS THAT ADVERSELY AFFECT BONDING CAPACITY. E. WELDED WIRE FABRIC (W.W.F.) SHALL CONFORM TO ASTM A-185. MINIMUM LAP OF W.W.F. SHALL BE 6 IN. OR ONE FULL MESH, WHICHEVER IS GREATER. F. ALL REINFORCING BARS MARKED 'CONTINUOUS' SHALL BE LAPPED 36 BAR DIA. AT SPLICES AND CORNERS UNLESS OTHERWISE NOTED. LAP CONTINUOUS TOP BARS AT CENTER BETWEEN SUPPORTS AS REQUIRED. TERMINATE CONTINUOUS BARS AT NON -CONTINUOUS ENDS WITH STANDARD HOOKS U.O.N. G. ALL WALLS AND COLUMNS SHALL BE DOWELED INTO FOOTINGS, WALLS. BEAMS, OR SLABS WITH BARS OF THE SAME SIZE AND SPACING AS THE BARS ABOVE. USE A (30) BAR DIAMETER LAP EXCEPT WHERE SPECIFICALLY INDICATED. H. FOR EXTERIOR SLABS SUCH AS BALCONIES, THAT ARE EXPOSED TO WEATHER, TOP REINFORCING SHALL BE EPDXY COATED IN ACCORDANCE WITH THE STANDARD SPECIFICATION FOR EPDXY COATED REINFORCING STEEL BARS, ASTM A775. MINIMUM COVER FOR THESE BARS SHALL BE III'. (CONCRETE WATER CEMENT RATIO SHALL NOT EXCEED 0.40 BY WEIGHT AND ALSO A SURFACE PENETRANT OF THE ALKYL-ALKYOXY SILANE CLASSIFICATION OR APPROVED EQUAL SHALL BE APPLIED AFTER PROPER SURFACE PREPARATION AT THE ABOVE MENTIONED AREAS). AS AN ALTERNATE TO EPDXY -COATING THE GENERAL CONTRACTOR MAY SUBMIT FOR APPROVAL BY THE ARCHITECT/ENGINEER A CONCRETE MIX DESIGN CONTAINING AN APPROVED CORROSION INHIBITOR ADMIXTURE IN CONFORMANCE TO ASTM C494 TYPE C. I. ALL REINFORCEMENT SHALL BE BENT COLD, UNLESS OTHERWISE PERMITTED BY THE PROFESSIONAL ENGINEER IN WRITING. ALL TIES SHALL HAVE A 135 DEGREE HOOKS. J. ALL NEW REINFORCING STEEL THAT WILL BE WELDED SHALL MEET THE REQUIREMENTS OF ASTM A706 GRADE 60 DEFORMED BARS. 8. FOUNDATION: A. FOUNDATIONS ARE DESIGNED TO BEAR ON LIMEROCK FILL WITH AN ALLOWABLE BEARING CAPACITY OF 2000 PSF IN ACCORDANCE WITH THE PROVISIONS OF THE 2017 FLORIDA BUILDING CODE. B. SHOULD ANY DISCREPANCIES BE FOUND WITH THE RECOMMENDATIONS AND FINDING OF SUCH REPORT, DURING SITE PREPARATION AND/OR FOUNDATION EXCAVATIONS, ALL WORK SHALL IMMEDIATELY STOP AND THE ARCHITECT AND ENGINEER OF RECORDS SHALL BE NOTIFIED OF SUCH DISCREPANCIES BEFORE ANY FURTHER WORK IS TO CONTINUE C. UPON EXCAVATION, BACKFILLING AND COMPACTION, THE SOIL SHALL BE TREATED FOR SUBTERRANEAN TERMITE PREVENTION AS REQUIRED BY THE FBC SECTION 1816. D. CONTRACTOR SHALL PROVIDE FOR DEWATERING OF EXCAVATION FROM EITHER SURFACE WATER, GROUND WATER OR SEEPAGE. E. ALL EXCAVATIONS SHALL BE PROPERLY BRACED AND/OR SHORED TO COMPLY WTH FLORIDA STATUTE SECTION 553.60 AND 2017 FBC REQUIREMENTS. F. CONTRACTOR SHALL EXCAVATE FOOTINGS TO THE REQUIRED DEPTH, INSPECT THE BOTTOM OF THE EXCAVATIONS FOR SOL SUITABILITY AND STABIUTY. IF UNSUITABLE MATERIAL SUCH AS ORGANIC SOIL OR SOFT CLAYS IS ENCOUNTERED IT MUST BE REMOVED AND REPLACED WTH SUITABLE STRUCTURAL FILL OR GRADED AGGREGATES AND RE -COMPACTED. G. ALL STRUCTURAL FILL SHOULD BE PLACED IN 8 TO 12 INCH LIFTS AND COMPACTED TO A MINIMUM OF 95X OF THE MATERIALS MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D1557) AND BE FREE OF ORGANICS, ROOTS OR OTHER DELETERIOUS MATERIALS. H. THE CONCRETE FOR EACH ISOLATED FOOTING SHALL BE PLACED IN ONE CONTINUOUS POUR. THE CONCRETE FOR WALL FOOTINGS SHALL BE PLACED IN ONE CONTINUOUS POUR OR PROVIDE CONSTRUCTION JOINT REINFORCEMENT AT DIFFERENT AND/OR INTERRUPTED POURS. PER DETAILS SHOWN ON THESE DRAWINGS. 9. STRUCTURAL DESIGN CRITERIA: H. THIS STRUCTURE HAS BEEN DESIGNED TO COMPLY WITH THE LOAD REQUIREMENTS OF THE FLORIDA BUILDING CODE (2017 EDITION) AND OTHER REFERENCED CODES & SPECIFICATIONS. I. THE STRUCTURE IS DESIGNED FOR THE FOLLOWING LOADING: SUPER IMPOSED LDT DEAD LOADS LOADS ROOF.....................................................................25 PSF.........................................................30 PSF GROUNDFIR...........................................................35 PSF.........................................................40 PSF TERRACE................................................................15 PSF.........................................................60 PSF J. WIND LOADS ARE BASED ON ASCE 7-10 & 2017 FBC REQUIREMENTS, 3 SECOND SUSTAINED WIND GUSTS OF 175 MPH AT HURRICANE OCEAN LINE, EXPOSURE "C" & IMPORTANCE FACTOR OF 1.0, INTERNAL PRESSURE COEFFICIENTS (GCPI)-30.18, WIND DIRECTIONALITY FACTOR, Kd -0.85 & CATEGORY 11 BLDG. CLASSIFICATION. THIS STRUCTURE HAS BEEN DESIGNED AS "ENCLOSED" & REQUIRES IMPACT RESISTANT GLASS OR SHUTTERS TO L COMPLY NTH FBC SECTIONS 1609.1.2 & 1626. 10. SHOP DRAWNGS A. SUBMIT SHOP DRAWINGS FOR A/E REVIEW &APPROVAL BEFORE STARTING FABRICATION, ALL SHOP DRAWINGS SHALL BE APPROVED BY BUILDING DEPARTMENT PRIOR TO ANY INSTALLATION OR FABRICATION OF SUCH ELEMENTS. B. NO SHOP DRAWINGS SHALL SUBMITTED FOR A/E REVIEW UNTIL AFTER THEY HAVE BEEN REVIEWED AND NOTED FOR CONSTRUCTION METHOD. DIMENSIONING AND OTHER TRADE REQUIREMENTS BY THE CONTRACTOR AND STAMPED WITH THE CONTRACTOR'S APPROVAL SEAL. ENGINEER ASSUMES NO RESPONSIBILITY FOR DIMENSIONS. QUANTITIES, ERRORS OR OMISSIONS AS A RESULT OF CHECKING AND REVIEWING ANY SHOP DRAWINGS. C. ALL CHANGES AND ADDITIONS MADE ON RE -SUBMITTALS MUST BE CLEARLY FLAGGED AND NOTED. SHOP DRAWING REVIEW IS LIMITED TO A MAXIMUM OF 2 REVIEWS, THEREAFTER; ADD'L FEES SHALL BE PAID BY OWNER/CONTRACTOR TO ENGINEER FOR ADO'L REVIEWS. D. THE REVIEW OF ALL STRUCTURAL SUBMITTALS BY THE STRUCTURAL ENGINEER OF RECORD SHALL BE TO INSURE THAT HIS INTENT HAS BEEN UNDERSTOOD AND THAT THE SPECIFIED CRITERIA HAS EIEN USED.,A COPY OF ALL SHOP DRAWING SUBMITTALS WILL BE RETAINED BY THE ENGINEER. E. THE CONTRACTOR SHALL SUPPLY THE ENGINEER OF RECORD A MINIMUM Of"THREE (3) COPIES OF SHOP DRAWINGS AND CALCULATIONS. F. SHOP DRAWNGS SUBMITTALS TO STRUCTURAL ENGINEER SIHIk4'INCLUDE,_ BUT NOT LIMITED TO THE FOLLOWNG: - CONCRETE TEST REPORT FOR CAST -IN -PLACE CONCRETE. '- - - MASONRY TEST REPORT AND CUT -SHEETS FROM SUPPLIER. - REINFORCING STEEL SHOP DRAWINGS - PRE -FABRICATED ROOF TRUSSES SHOP DRAWINGS AND CAECULATIONS - - STRUCTURAL STEEL SHOP DRAWINGS - PRE -CAST CONCRETE JOISTS SHOP DRAWINGS AND CALCULATIONS. - BRACING AND SHORING SHOP DRAWNGS AND CALCULATIONS.''- - RAILINGS/SAFEGUARDS SHOP DRAWINGS AND CALCULATIONS 11. CONC. SLAB -ON -GRADE -- _ A. SHALL BE PLACED ON CLEAN, SAND OR ROCK, FREE OF DEBRIS OR OTHER DELETERIOUS MATERIALS, NON ORGANIC, GRANULAR SOIL COMPACTED TO 95% MODIFIED PROCTOR DENSITY AT OPTIMUM MOISTURE CONTENT, IN LIFTS. NOT EXCEEDING 12' IN DEPTH, AS PER ASTM D1557 REQUIREMENTS AND 2017 FBC SECTION 1804.5 B. THE MAXIMUM SIZE OF ROCK WITHIN 12' INCHES BELOW THE FLOOR SLAB IN COMPACTED FILL SHALL BE 3 INCHES IN DIAMETER. C. CONCRETE SLAB SHALL BE PLACED ON VAPOR BARRIER/ RETARDER CONFORMING TO ASTM E-96 & ACI 302.1 REQUIREMENTS. VAPOR BARRIER SHALL BE CONTINUOUS FREE OF HOLES ALL LAPS AND HOLES (IF ANY) IN THE MEMBRANE SHALL BE PROPERLY SEALED. D. FILL MATERIAL SHALL BE THOROUGHLY MOISTENED IMMEDIATELY BEFORE POURING CONCRETE. ,,II''L� E. REINFORCING IN SLABS SHALL BE 6x6-W1.4xW1.4 W.W.F., U.O.N., CONFORMING TO ASTM A185 AND SHALL BE GALVANt�EI>lLyUIN+%/7j SUPPORTED ON 2"x2"x2" CONC. BLOCKS AT A GRID OF 3'-0" x 3'-0". �\ IDSEdROO'Y ALL CONCRETE SLAB EDGES SHALL BE PLACED ON W MIN. EXPANSION MATERIAL AGAINST MASONRY WALL. 1 c 1 ND60735 A TO THE BEST OF MY KNOWLEDGE THESE PUNS TO THE STRUCTURAL REQUIREMENTS OF F.B.C. 20 REVISIONS, INCLUDING SECTIONS P fOr g jc ALEXANDER ROCHELL FL P.E. 111 0735 Card50�, MNo A131 m: Mm.eN.RHIr - RNt Tmw.41a 241 NE 102nd Straat Miami Sh-as, FI 33138 7436_762.499C3 Architecture CAMILO ROSALES, AIA 5110SWIH HFf MIAMI, FL. 3314 TEL 305.682"M naH M re LICW AR-0MN7W • • • ••••f• • •••••• •••••• • • •• •• No. DATE: PROJECT No. REVISION: KILO ROSALES, AIA # RR-OW4360 DATE: 8.25.2019 DRAWING: S-12 EXISTINGI NEWQQ]] DRYER ELECTRICALy METER S-24 S- TO NEW ELECTRICAL METER AT GARAGE STRUCTURE. REFER TO KEY PLAN DETAIL EXISTING N2. WASHER T, Fw ,PANEL EXISTING 8 PROVIDE NEW AP PANEL A DISCONNECTS OUTSIDE HOUSE FOR PANEL A AND 8 1 KEY PLAN �� i I SCALE 1/16"=1'-0" ELECTRICAL CONSTRUCTION NOTES O120V SMOKE AND CARBON MONOXIDE ALARMS COMBO WITH BATTERY BACK UP INTERCONNECTED WITH 3/4-C. TO MASTER BATHROOM LIGHT CIRCUIT. CONTRACTOR SHALL COORDINATE ALL TELEPHONE AND 2 CABLE TV OUTLET MH PRIOR TO INSTALLATION. TYPICAL ENTIRE HOUSE. WIRE ALL TELEPHONE OUTLETS WITH CAT 5. OUGfff FIXTURES IN CLOSET SHALL NOT BE INSTALLED WITHIN 12- OF SHELF. ALL ELECTRICAL INSTALLATION SHALL COMPLY WITH NEC 110.11 110.28 AND 358.12.5 N - NEW EX - EXISTING `uN d 9 B-10 GFI/WR 9N N �B-9 - BI 1 PROVIDE NEW ////ee``YY EX.EWH AF DISCONNECTS OUTSIDEJAO A-9,17 PANEL A -6 HOUSE FOR PANEL A rT� N AND B AF =OA-6 N N VAF B-10 GFI/WR W1N qpN UB-5 B-5(sN GPI-4 B-9 B-7 8-7-3 N A-1,3 2�.'{g OI!=1 N NDNIA -12 Tf 7 �(Bg� tt 7. 11' 7 B-1 1 IWH42 .3 PANEL B 9 FI AHU-1 2*A N EXIST A-fi NENA1 N@=r —REMOVE AF I EXISTING LJ PANEL AFI.1 N B-7B-7 2 0 A-6 AF9= A-6 AF QN A-19 GFI/WR B-10 E AA6 A-19 NqpE POWER FLOOR PLAN 1 SCALE 1/4-=1'-0" B-5& NEkk3R EXISTING N r-� A-268,28A 21FTIF-A NE" EXISTING t'f A-30A,30B it " A B-7 5 W o Oo 8_5 8-5 B-12 N 12 B-11,73 IWH�1 A-29,37NEMASR EXIST. NB ❑ CU-1 2*A If T(B-5 2'A NEMA1 EWI a-68 A '-,JP- B-2,4 N N NE W N N B-76-t AHU-2 2.5T CU-2 GFI/WR B-1& 8-14,16 NB-10 =@8-1 N 1 N1 N AF =d6O-AFFO SN060'AFF N 8-1 B-1 fll11ii11E qp E ^ l�! N N NE1M1A IWH 2 g N1��NFI GN� J B p 19-0816 "�(rma lisRWt�gue2, P.E. .' L1r .nse Number 60236 � ■��engineering inc Gables International Plaza 2665 Le Jeune Roatl. Sure, 1109 Coral Gables, Read, 33134 E D. Pbone > 305 444 99fXJ Date Fax > 306 444 9827 Ila RESIDENCE FOR ULVERT - ANDRADE 29 NE 102nd Street Miami Snores, ITI 33138 �86 _ 762 -4 990 Architecture CAMILO ROSALES, AIA 5]t0 SW ACTH 5T MWAI FL 33141 i TEL.5n--a-- arc uc+r ANoola3w = does • • ••o• •4 e• d sod • • •add•• • • •a ads• ••de • d • • • ...... . . .. • • ••so•• •• •• • •• dodo•• • • • •• • • • • s s• s des• • • • adds No. DATE: REVISION: PROJECT No. CAMILO ROSALES, AIA LIC # AR-0014360 DATE: 10.04.2019 DRAWING: POWER FLOOR PLAN E-1 ULVERT-ANDRADE • • • • • dodo • dodo • f • dodo d• dodo • dodo • 75% OF ALL LIGHTING FIXTURES MUST BE OF HIGH EFFICACY (LED OR FLUORESCENT). MUST COMPLY WITH FBC 2017 ENERGY CONSERVATION SECTION CHAPTER IV. FBC E R404, TO EXISTING LIG'. IN THE KITCHEN. V LIGHTING FLOOR PLAN jj SCALE 1/4"=1'-0" ( j) B-1 B-1 N B-19 2N B-1 I TYPICAL PICAL B-79 8-19 N 3-19 B-19 B-19 B _19 B-t 1s N 9 B-19 p N N � 19 N N B-1 -19 N N b9N a-1�19N JOB% 19-0816` AmaNis Rod:l9uez.. P.E � JIM License Number60236 nwenglneering Inc Gables lnternalional Plena 2655 Le Jeune Road. SAe 1109 $iy C—I Gables. Fbdda 33134 Phone , 305 —19809 Far ' 305 444 9827 RESIDENCE FOR ULVERT - ANDRADE 29 Na 102nO Street Miami Shores. FI 33138 786 _ 7EJ2.499(J Architecture CAMILO ROSALES, AIA MEAN FL. 33 . TEL a0.5.66—M " LICx ARUC:/36a - • • No. DATE. REVISION: PROJECT No. CAMILO ROSALES.. AIA LIC # AR-0014360 DATE: 10.04.2019 DRAWING: LIGHTING PLAN E-2 ULVERT-ANDRADE ELECTRICAL LEGEND LICHT Fl%TITRE .CREATION. FLOWLIGH SEE LIGHTING FIXTURE A LIGHT FCTIIE DESGNAMIN, SEE UMTNO FIXTURE SCHEDULE LIGHTING FIXTURE, SURFACE MOUNTED O UCHTMG FIXTURE, RECESSEDUN MOTED QUCHTWM FIXTURE, WALL MODIFIED[) e LED EXIT LIGHT SEE LIGHTING FIXTURE SCHEDULE. O2 X 2 FLUORE9C81T LIGHT FIXTURE, SEE UNITING FIGURE SCHEDULE FOR DETAILS 2 X 4 FLUORESCENT LNHT FIXTURE. SEE LIGHTING FIXTURE SCHEDULE FOR DETAILS 0 1 X 4 FLUORESCENT LIGHT FUTURE, SEE LTC FIX SOO. $ TOGGLE SWITCH 120/27N.. 20 AMP. ,(U.N. - 48' AFF.), 3-WAY $ 4 TOGGLE SWITCH 127/277 .. 20 AMP.,(M.H. = 48' AFf.), 4-WAY $ 4 TOGGLE SWITCH 120/VN.. 20 AMP.,(M.H. - 48' AFF.) $M TOGGLE SWITCH 120/277Y. 20 AMP. KEYSWFTC1.(M.H. - 48' AFFJ $F FAN SMITH 120/277V. 20 AP, (HORSEPOWER RAIED).(M.R - 48' AF.F) $Y TOGGLE SWITCH 120/277V. 20 AMP., WITH .(M.H. - 487 AFf,) f0 MIN. TIME DELAY, RELAY BY MECI CONT. MSTMIID BY E.C. FAN AND LIGHTING SWITCH 12D/277V. 20 AAP.(MM. = 48' AF.F.). 3-MAY $P TOGGLE SWITCH 120/277V. 20 AMP.J VAN PILOT LGHT .(M.H.-48'A.F.F.) $AMA TOGGLE SWITCH 120/277V 20 AMP. EXPLOSKIIN-PROOF $W SPEED SMITH 120/277V. 20 AMP. U.O.N. .(M.H. - 48' A.F.F.) $M SINGLE PHASE MANUAL MOTOR STARTER, (M.H. - 48' A.FFJ $p OWNER SMITH 12O/27N. 20 ALP.. (M.H. - 48" A.F.F.) DUPED RECEPTACLE, 20 AMA.. 125V., (M.H. - 18' A.F.F.) ® OUPLEY. RECEPTALE, 20 ALP., 125V, RECESS FLOOR MOUNTED DUPLEX RECEPTACLE, 20 AMP.. 125V, TOP HALF SWITCHED. M.M. - 18' AFf. UNLESS OTHERWISE NOTED DUPLEX RECEPTACLE, 20 NIP., 125V.. ISOLATED GD. AND W SURGE PROTECTED, (MIN - IB' Aff.) /11 SINGE RECEPTACLE, 20 AMP.. 125V.. COORDINATE M.M. WIN �1' EQUIPMENT FOUR-PEEX RECEPTACLE 20A.. 125V, (M.H. - 18' AF.F.) SPECAL PURPOSE III e,, LANCE QUT 1 COLD. W/ EDIT. DUPLEX RECEPTACLE, 20 AMP., 125V., MOUNT ABOVE COUNTER O30 AMP., 125V.. TWIST LOCH RECEPTACLE FOR FLOOR PUSHING MACHINE O � JIMCTIM BOX, )ADMITTING AS SHOWN A ELECTRIC MOTOR. NUMBER RIDICATES HORSEPOWER ® MOTOR STARTER CGABINATION MOTOR STONIER, TYPE AS DESIGNATED DISCONNECT SWITCH, 3-POLE, 60 AMP FRAME W/ 40A. FUSES M ELECTRICAL PANEL SEE PANEL SCHEDULE SHEET(S) FOR DETAILS EXISTING EQUIPMENT TO REMAIN NEW EQUIPMENT OR WORK OF THIS PROJECT ®P SMOKE ALARM CO SENSOR COMBINATION 12OV, NTH BATTERY BACKUP a CAL BAD( RUSH BUTTON OCJRCINT EREAER, TYPE AND SZE AS PER DRAWINGS. SECURITY SYSTEM KEYPAD CLOCK Q BELL O SHUT DOWN RELAY O POWER M INDICATOR NTH HEIM RESET OINTFRCON SYSTEM SPEAKER POLYGON AUTHOR COWERENCNG SYSTEM ® TELEPHONE PORT VTOL MOUNTED [] CAL BAH( PUSH BUTTON 0 DUAL TELEPHONE OUTLET MOUNTED AT 18' A.F.F. USE CAT-5 W/1' STUB UP 6' ABOVE CffiING. 0 ORAL TELEPHONE OUTLET MOUNTED AT 54' AF.F. USE CAT-5 W/1' STAB UP 6' ABOVE DURING. v CMPUTM/DATA/IEIEPHONE OUTLET MOUNTED AT 18' A.F.F. USE CAT-5 W/1- STUB UP 6- ABOVE CUM, TELEVISION OUTLET (MM. - 16' AfT.) AC ABOW COUNTER E EXISTING DEVICE TO REMAIN Af. ARC FART It EXISTING RELOCATED AFr. ABOVE FINISHED ROW G.FT. GROUND FAULT INiERRUPIER A.S.W. ABOVE SNOW WHIM RCPT. LC. LOCKABLE COVER B.F.C. BELOW FINISHED CEILING M.H. MOUNTING HEIGHT M.ER MAN ELECTRICAL ROW B.F.G. BELOW flKISIffD GRADE N NEW DEVICE -8. CIRCUIT BREAKER R,F, NON FUSED CL CENTER UNE NI. MINT EKRT D DEDICATED FOR CMMTER 1C, TERMINAL CABINET PROVIDE DEDICATED TS ONE SWITCH WDRD AND NEUTRAL U.OH UNLESS OTHERWISE NOTED FIN PRONDE �IVI BATTERY PACK IF. HEATHER PROOF OFiX L CONNECT AHEAD a ALL TX TRANSFORMER. U.S. SENSOR FIR. FLOOR ATS. AAU UTOMATCTRANSFER SWIM OLD CEILING ELECTRICAL GENERAL NOTES T, T S HAL BE UNDERSTOOD THAT ALL WORK PERFORMED SHALL BE BY A LICENSED ELECTRICAL CONTRACIgt M A FEW CAA WOMM UKE MANNER. SAID CONTRACTOR SOUL MEET ALL REQUIREMENTS SET FORTH BY ANY LOCAL ORDMAMCE AD GOVERNING AUTHORITIES 2 ENTIRE INSTALLATION SHALL BE W ACCORDANCE WIN THE NATIONAL ELECTRICAL CCOE, LATEST ED- NEC AND THE LATEST WHOM OF ALL LOCAL CODES, RUES 2008, AND ORDINANCES HAVING AJMICTON FBC 2010 BLI. 3 IT SMALL BE TE "TOR TY a THE ELECTRICAL WNIRACTOR TO PRONOE ALL ALABOR ID/ORMNA01ftW AND THEOUPERVIS AND SPECIFICANECESSARYYi�CCOMPLISH THE W3RK 91M 4. ALL REQUIRED INSURANCE SHALL BE PROVIDED FOR PROTECTION A" T PIMUC LIABILITY AND PROPERTY DAMAGE FOR THE "AIM O THE WOW. 5. ELECTRICAL CONTRACTOR SHALL VISIT THE JOB SITE PRIOR TO BED AND VERIFY ALL CONOTIOIS LOCATIONS, DIMENSIONS AND CARTS AS SHOW! AN NOTED M THE DRAWINGS THIS SNML INCLUDE ANY AND ALL FABPoGRONS PdOMREO PRIOR ro INSTALLATION. 6 IT $HALL BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR FOR THE ADVANCED ORDERING OF LOIN LEAD INNS SO AS NOT TO WIEAFIGE NM THE PRODUCTION OF OTTER TRADES RESULTING W MY DOWN OR LAG TIE. 7. CONTRACTOR SMALL GUARANIES ALL MATERIALS AND WUWMNIW FREE FROM DEFECTS FOR A PEF4M OF N0T LEA 1NAN (1) YEAR FROM DATE a ACCEPTANCE, DRESS INDICATED OR SPEW OTIERWSE B. CORRECTION OF ANY DEFECTS SHALL BE COMPLETED NTHO T A 01110NAL CHARGE AND SHALL INCLUDE IERACEMENT OR REPAIR OF ANY OTHER PHASE OF THE INSTALLATION WHICH MAY HAW BEEN DAMAGED THEREBY. 9. THE ELECTRICAL AIR TO ORIGINAL CONOTMSANNY AND ALL DAMAGES TO BURONGACES, EQUWIENT AND FURNISHINGS CAUSED DURING PERFORMANCE OF WOW 10. All NNTSDED USE' EALgTQUH �UIORWRIIERCL'S LABdtAW.- �OPoES TSETRR,���W�EW STNDFOR �,VD$ HAVE BEEN ESTABLISHED BY UL AS A MM" INCAL EOUP(MNT 91ALL MEET N'RICABLE STANDARDS FOR THE TYPE OF EQUIPMENT AND INTENDED USE OF THE FO VANG A AERICAN NATIONAL STANDARDS INSTITUTE (ANSI). B. ILLUMINATING ENGINEERS SOCIETY (ES). C AMERICAL SOCIETY FOR TEEM AD MATERIALS (ASM). 0. NATIONAL ELECTRICAL MA NFACMER'S ASSOIATM (ALMA). NOW STANDARDS ARE SUBORDINATE TO CODES AND STANDARDS SET BY OL ILL IT SMALL NOT BE THE MIGHT OF THESE PLATS ADA R TEOFICA71M TO SHOW MY MINOR DETAIL OF CONSTRUCTION. THE CONTRACTOR SHALL BE EXPECTS` To funs H AND IN57NL ALL REINS FOR A COMPLETE ELECTRICAL SYSTEM AND PROVIDE ALL REQUIREMENTS NECESSARY FOR EQUIPMENT TO BE RACED IN PROPER WORIWC ORDER 12 ALL COMBAT RUMS ATE SHOW OAORAMA11CMLY. EXACT ROUTING %U BE DETERMINED IN THE FIELD, ULESS OT ERWSE NOTED. THE ELECTRICAL CONTRACTOR SMALL PROVIDE AND INSTAL THE PROPER NUMBER OF CONDUCTORS IN ALL RACEWAYS AS REQUIRED TO ACWEPU91 THE PROPER FUNCTIONING OF THE DEVICE OR EQUIPMENT AS SHOWN. 13, ELECTRICAL COME SHALL MOT SCALE DRAW14M CONTRACTOR SHALL REFER TD ARCHITECTURAL PLANS AND ELEVATIONS FOR EXACT LOCATIONS O ALL EQUIPMENT DRUM NOTED GTHERWSE 14, THE ELECTRICAL COX ACTOR SMALL KEEP ALL AREAS IN INCH WORK IS BEING PER- FORIED, FREE FROM OSI IS AT ALL TIMES AND SAD AREAS SHAH BE WEFT BROOM CILM AT THE END OF EACH WOW DAY. 15. CONTRACTOR SMALL PAY FOR ALL PERIES, FEES, INSPECTIONS, AND TESTING 10, ANCNIECTRAL AND ENd4EZM EXPENSES THAT ARE NDIAAED DUE TO BENBOIS OR NORMS BEQUaTED BY THE CONTRACTOR SHALL BE PAID FOR BY THAT CONTRACTOR. 17. COORDINATE ALL ELECTRICAL SITE WOW WITH GENERAL CONTRACTOR PRIOR TO INSTALLATION IB FOR ELECTRIC POWER SYSTEM. A COORDINATE POWER SERVICE WIH POWER COMPANY. B. VERIFY LOCATOR OF POWER SERVICE IERMMATIM WITH POWER COMPANY PRIOR TO %BMTnRG BD. 19. FOR ELEPHDE SYSTEM A PROVIDE GWMG FOR AL TELEPHONE OUTLETS AND EQUIPMENT PER REQUIREMENTS OF TELEPHONE COMPANY. B. TELEPHONE COUNTS SHALL NOT BE IMAM IN THE SATE TRENCH WTH POKER AND LNMTMG ",WIS. C PM TUWATIM a TELEPHONE CONDUT AS DIRECTED BY IELEPHONE COMPANY. D. WIRY LOCATION OF TELEPHONE SERVICE WITH TELEPHONE COMPANY, PRIOR TO SMITING 80 E USE EXTERIOR ERNE 3/4' PLYWOOD BAO(BOARIS FOR MOUNTING TELEPHONE EQUIPMENT AND TERMINAL STRIPS PANT BOARD W ALL SIDES AND EDGES WIN TWO COATS OF FLIT BMX ASPHALT PAINT. 20. ALL CONDUCTORS SMALL BE IN CODUE7S AL CONDNIS SHALL BE GALVANIZED RIGID STEEL (GRS) DDEPT THAT: (A) PVC OMITS MAY BE USED UDERODIID PROVIDED ELBOWS AND RISERS ARE ORS, WHERE SOR,ECT TO PHYSICAL DAMAGE (0) ELECTRICAL METALLIC TIDING (EMT) MAY BE USED IN OR M WALLS OR CEILINGS WEE NOT SUBJECT TO ECHAMICAL DAMAGE, DAMP OR CORWIW CONDITIONS. (C) LIQUID TIGHT FIDEaB E OMIT HERE REQUIRED. (D) RfloBLE METALLIC CONDUIT (MC CABLE W/(ROUDING COIXICIOR), THERE REQUIRED IN DRY LOCATIONS ONLY. ALL CONWIIS IN HAZARDOUSAREAS (PER NEC) SHALL LEST THE REQUIREMENTS OF NEC CHAPTER 5, CONTRACTOR MAY USE ROEX (R) INDOOR IN DWELLING LIMITS WHEN APPROVED BY EOR. 21. FOR UNODIOROWD ELCTICA CMOpiS, PR01DE PULL BOSS, SUCH THAT NO SMGIF W WHAT BIN HAS BEDS N EXCEA a RO PULL 10E5 91ALL BE SUITABLE AND APPROVED FOR THE INTENDED USE WHERE O( DOHS PASS IMDEREATIH PAVED AREAS TEY SHALL BE RCS. WERE UNDERGROUND CONDUITS ARE NOT EXPOSED ro MECHANICAL DAMAGE OR ARE NOT UNDER PAVED AREAS THEY MAY BE SOEDUE 40 BUT ALL CMDRT RISERS SMALL BE RCS RCS CONDRR SHALLEXTEND A OF 18- BELOW (WADE 22 APPLY BTWASID COATING TO AL METALLIC WNDIWIS IN SLABS OR UNDERGROUND, 23 ALL COAAUDCRTaES STALL BE COPPER U.ON., TYPE iNNM OR IMWN NSXAIWI, RA7FD OTEAWSE NO7m�TYPMUY WET 9ff9MllCH 2YAWC EXOUONG CM7R0 ISBN& 24. MARE WAYS SHALL BE SIZED M WARNED. PER NEC, UNLESS OTHERWISE NOTED. 25 ALL ELECTRICAL EMM9EMT SHALL BE RA14Z KMA 3R WHERE EXPOSED To ME WEARER. AL FLEX COUNTS CONNECTED TO BIDE T BE LIQUID-71M1. 26. QUTEI BOXES 9VAL BE PRESSED Sill IN OILY LOCARM, CAST ALLOY WITH TREADED TUBS W WET OR DAMP LOCATIONS AND SPECIAL ETNCLDSIRE FOR OTHER CLASSIFIED AREAS, PROPER NAM RUNS SHALL BE USED WIN OUTLET BOSS. PROPER CORONATION BETWEEN ELECTRICAL SUBCONTRACTOR AND GENERAL CONTRACTOR FOR PLASTER RING MTATGN WELL BE REQUIRED. NO 'GOOF RINGS SHALL BE ALOUD. ALL OUTLET BOLES SMALL BE SECURELY FASTENED. 27. ALL FACE PLATES SHILL BE WHITE DECORA UNLESS OTHER VASE NOCIIED IN THE DRAWING. 2H MOTOR STARTERS SHALL BE MANUAL OR MAOEIIC, AS INDICATED OR REQUIRED. WTH OW7EOAD PRO7ECTIM FOR EACH PHASE ALL MOTOR SMALL BE EQUIPED VAIN [INCORRECT MOTOR STARTER CARNATION. 29. FURNISH AND IND STALL DISCONNECT SWITCHES A WRONG FOR AIR CONDITOLNG EQU WEENT PER MANUFACTURER RECOMMENDATIONS. CONTROLS SHALL BE PROVIDED BY OWSON 15. ELECTRICAL CONTRACTOR SHALL VERIFY CM PR07ECDVE DEVICE BATING FOR EQUIPMENT PRCMln PRIOR TO INSTALLATION 30. D"KCT SWIM SMALL BE SIZED PER NEC TO ACCOMMODATE EQUIPMENT SERVED, WWOC REQUIRED FUSES. U.OLL DISCONNECT SWITCHES SMALL BE HORSEPOWER RATED. HEAVY-DUTY TYPE 31. FUSS SHALL BE CURRENT LUIING. PER UL, RATED 600 VOLTS, UNLESS OTHERWISE NOTED, A. NONCE DELAY FUSES IN MAIN SWITCHES AND SWITCHES FEEDING PANELS B. THE DELAY FUSES FOR MOTOR AND A/C CIRCUITS. 32 CIRCUIT BREWERS SHALL BE BCLT-ON URA., INVERSE RIE-TYPE TNEAYM-MAOEID TWO AND TWEE -POLE CIRCUIT BREAKERS SMALL HAVE WIMON TRIP NL P SOUL HARE CAPPER BUS. 33, UNLESS NOTED AS EXISTING ALL EQUIPMENT, WAWNG, DEVICES, ETC. SHALL BE MEW 34. WHEW CORE OPTING O FLOOR/M'ALS IS REQUIRED. CONTRACTOR SHALL SEX OPDNMMS WATERTIGHT AFTER OWNS HAVE BEEN INSTALLED. LOCATION Of COED HOES SHALL BE COOROMAND WIN LOCATION a EQUIMENT IN A MAMER TO BE CLEAN AND F NCIONAL THE CONTRACTOR SULL INSTALL ONLY OE OMDNT PER HOE AND SEAL THE OPTING AROUND THE CONDUIT AS SPECIFIED, 35. PROVIDE FIE RETARDANT UL APPROVED SEALANT M ALL PENETRATIONS OF FINE BATED PAR11T015, WAL15 ANO STDCIURN. SIBS R SHALL BE IIE IESPON- SlBlitt a TE E1ECIRICAL WNTRACIOR ro VEPFY PRIOR ro SBMITND Be, LOCATIONS a ALL SUCH FIRE RAGED PARTTNINS, Wk15. AND STRUCTURAL SABS 36. BALLASTS SMALL HAVE MIN. POWER FACTOR OF 0.9E BALLASTS FOR METAL HARE AND NICH PRESSURE SO" FUTURES SHALL BE CONSTANT WATTAGE TYPE WiH 5% LAMP WATTS FOR 10% NOMINAL LINE VOLTAGE VALATDN. 37. THE EQUIPMENT GROUNDING TFRIIMAL BARS OF THE NORMAL AND EMERGENCY CECIRICA MIEN PNk1B0ADS SERVING THE SAME BUILDING SMALL BE BONDED TOGETHER WIN AN INSLRATED, CONTINUOUS, COPPER LDIgMTOR NOT SMAULM THAN NUMBER 6. X MADE LAMPS WIN RXIUWS, SE U WK SCHEDULE FOR QUIP TYPE CONTRACTOR SMALL WRIFY EACH FIXTURE VOLTAGE PRIOR TO ORODWM, 39. ALL CONNECTIONS TO DRCMO RODS a BUILDING SIM SMALL BE MADE WIN IL APPROVED WEDDED (DOWNTOWNS, UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL FORM A CROWpIG ELECIRWE SYSTEM AS PER NEC 250-50 40 PROVIDE MOUNTING BAOBONBS FOR ELECTRICAL AND COMMUNICATION EOIIPNENT. BACKBOARDS SMALL BE OF TYPE 'AC PLYWOOD. PAINTED ON BOTH SIDES AD EWES NTH TWO WAYS OF UG T TREY PAINT. 41. PROVIDE A FUSE W AAD FUSE IN INS PRIMARY SIDE a EACH UNORWNDED CONDUCTOR FOR EACH BALLAST (BUSSIINI NEB AD FIRE M EWA), AT TIME FUND HOE a EACH IXIEIIOR PONE MOUNTED LIG11WG FIXTURE OR J- FOR WALL OR GROUND MOUNTED EXTERIOR FUTURES 42. PROVIDE TEMPORARY ELECTRICAL SERVICE FOR USE BY ALL TRAILS (AMONG OM- SIRUCTNM AND ROM SAME AT COMPLETION OF PROJECT. 43. THE DECTPoCA CONTRACTOR SHALL FURNISH A COMPLETE SE OF M-DUILT CRAVINGS, M ALL L CHARGES ND DEVIATIONS TO NNE MOLIECT/F1X8iER PPoOt ToCOIIPERaN or THE PROJECT. H. PREPARE AND AFFIX A TYPEWRITER DIRECTORY TO THE INSIDE COAST OF EACH PANOUBOAD RDCAMG LADS SERVED BY EACH CIRCUIT AND PANEL FEEDING THE BOARD. 45. PROVIDE U.L LISTED COMPOUND PAPPLIED 10 BACK 'BACK TO RAW BOXES IN RATED WALLS WERE THE BOSS ARE LEA THAN 24 INCHES MART MEASIED HORIZONTALLY. 46. NOT USED. M A PROVIDE A PERMANENT SIGN M 1NE MAN ELECTRICAL ROM DOOR TO THE BIDe. STATING THAT THE SERVICE DISCONNECTS ARE LOCATED INSIDE B. SCATS 94N1 BE PLACED AT IMF MAN DISCONNECT EQUIPMENT INDICATING TYPE AND LOCATION OF ON -SITE EMERGENCY POWER SOURCES. C VOLTAGE AND SERVICE MAO BULL BE INOIGIED AT EACH DISCONNECT, 4& NOT USED. 49. THE CMiRAC1M SHILL %TWAT 6 COPIES OF EQUIPMENT SHOP DRAWINGS FOR ELECTRICAL EQUIPMENT TO THE ENGINEER FOR REVIEW, PRIOR TO ORDERING SUCH EQUIPMENT. 50. ELECTRICAL SYSTEM CRPL.IACE WITH FEIC EMFRGY EFFICIENCY OWE. A CONTRACTOR SMALL WITHIN DO DAYS OF SYSTEM ACCEPTANCE PROVIDE RECORD DRAWIMS TO THE BOOM B CONTRACTOR SMALL PROVIDE TO THE BUILDING OUR OPERATION MANUAL AS PAT OF THE SYSTEM ACCEPTANCE C THE MAXIMUM VOLTAGE DROP FOR FEEDER SHALL NOT EXCEED ZX D IRE MAXIMW VOLTAGE DROP FOR BRANCH CIRCUITS SHALL HOT EXETID A E CONTRACTOR SHALL PROVIDE A MEANS OF SPACE LIGHTING CONTROL FOR AL SPACES ENCLOSED BY CEILING HEIGHT PARTITIONS VIA MOTH SENSOR SET TO A MAXIMUM OF 30AIN. OF ALL OCCUPANTS LEAVING THE SPA£ f. CONTRACTOR 914L PROVIDE FOR AL OTHER SPACES, EACH CONTROL DEVICES SHALL BE ACTIVATED EVER MANUALLY BY AN OCCPNT OR AUTOMATICALLY AN OCCUPANT. EACH CONTROL DEVICE SMALL CONTROL A "WIN OF 2500 S AREA AND BE CAPABLE OF OVERIRDTNG ANY TIME OF DAY SCHEDULE SENT OFF CONTROL FOR MORE THAN 4 HOURS. 51. AL EMPTY CONDUITS 94AIL BE PROVIDED WITH PULL STRING MARKED AT B07H ENDS 52. CONTRACTOR SMALL PROVIDE NEUTRAL TO AL EQUIPMENT UM 53. DOORS AND CATES CONTROL SHALL BE FI NISHED AND INSTALLED BY CONTRACTOR. 54. CONTRACTOR SHALL PROVIDE TAPER RESISTANT RECEPTACLES IN DWELLING UNITS AS REQUIRED BY NEC 40512, 5S PROVIDE ARC FAULT PROTECTION TO ALL OUTLET LOCATED AT FAMILY RODE DINING ROW, LIVING ROW, LIBURTES DER. BEDROOMS, SON ROWS, CLOSETS. HALLWAYS AND AL OTHER SIMILAR ARE PER NEC 210.12. 56 ELECTED CONTRACTOR IS RESPONSIBLE TO VERIFY AVAILABLE FAULT CURRENT WITH UTILITY COMPANY PRIOR TO EQUIPIOT ORDERING. 57. AL OUTDOOR LIGHTING SHALL BE VIA IS 58 M DWELLING LIMITS 00 LIRE THAN 12 ENGINE &ARMS ARE TO BE WKCTEO TOGETHER. CONTRACTOR SMALL PROVIDE LOW VOLTAGE NCUSHCD FIE MARK SYSTEM AS PER WPA72 SECTION 29.. 51 ALL EXTERIOR LIGHT FDOU ES EXPOSED TO WEATHER. SMALL BE WATER PROOF. MAIN HOUSE EXTERIOR MAIN HOUSE (3)#3/0 IN (T)#6G IN 2"C. M MAIN EXISTING NEW I PANEL A i PANEL B PANELS i 200A 20GA NICE L. 22KAIC 10KAIC #243.' 14G. PROVIDE NEW NEW #� � 4213. DISCONNECTS OUTSIDE HOUSE FOR PANEL A LOW VOLTAGE AND B GRID. BG �... ' GRID LVL VERIFY LOCATION FEEDER TO FEED PANEL A ENTERING THE TO F FOUNDATION (3)#3/0 IN (1)#6G GRID. HOUSE CONTRACTOR TO INTERCEPT NEW (3)300MCM - -STEEL IN 2'C. IS POSSIBLE TO INSTALL NEW MAIN UNDERGROUND ONCE GND. OUTSIDE. OTHERWISE PROVIDE NEW SERVICE TO FPL ELECTRICAL RIBER DIAGRAM FEEDER. N.T.S. �o�DO�IOm �iEJE�00��®�O Co�010I©OlO v��="�'00000 on �O��l•��� �O CoI=�I����C�00000 oo MELLON V LECTRICAL NOTES & DETAILS (ID CALE:NTS J B W 19.0816 RodHpuez P.E jigaNAs Li nse Number 60236 m�engineering inc Gables International Plsm 2655 Le Jeone Road, SUee 1109 a„y �q o„q�,.. SKgHJULM Cord Gables, Florida 33134 Phone3054M 9809 ,PA.,uM > Fax >3054449827 Date RESIDENCE FOR ULVERT - ANDRADE 29 NE 102nd Street MRami Shoran, FI 33138 7843 _ 7432 _4990 Architecture CAMILO ROSALES, AIA 571 O SW 64TH ST- MILAMLFL 3Tt43 _, TEL 305562.6470 �. _h6P•uh• •. LILII MRU011360 ; �: .. • • •••4 • •••• •••• • • • • • • • • •• • •••• No. DATE: REVISION: PROJECT No. CAMILO ROSALES, AIA LIC # AR-0014360 DATE: 10.042019 DRAWING: NOTES & DETAILS E-3 ULVERT-ANDRADE O1oxa 70 17 1 F50 ,T oeo 4 O125LOTS uo 6 44 �O1' 25L0T5 •,.,.. , ,. ,. w 8 11 CU-1 3.OT 4 EXIST. RELOCATED 14 9 1 15 "tCD 1 � CU-2 4 2.5T WE U Ll T 0iozsLDTs 40 02 SLOTS -OTS OD6 SLOTS 75 r t: A. _ 5 Oof 8es DT3 1 MECHANICAL FLOOR PLAN SCALE KEY IOU MVAC O FULL SIZE SUPPLY / RETURN AIR PLENUM. O PROGRAMMABLE THERMOSTAT WITH BUILT—IN HUMIDSTAT MOUNT 52" A.F.F. (VERTICAL) UPFLOW AIR HANDLER UNIT (AHU). PROVIDE MINIMUM 6" SERVICE/ MAINTENANCE AREA AROUND AIR HANDLING UNIT. OCONDENSER UNIT ON CONCRETE PAD. TIE DOWN SHALL BE MIAMI—DACE APPROVED. @ 1" DOOR UNDERCUT. TYPICAL. © CEILING EXHAUST FAN & GRILLE, AS SIZED ON PLAN W/BACKDRAFT DAMPER. OALL CAP ORROOF EXHAUST DCAP. PROVIDE CORROSION REUCT; AS SIZED ON PLAN GOING TW RESISTANTSCREEN. O HVAC DUCTWORK TO BE FIBER GLASS, INSTALLED AS PER 8 SMACNA STANDARDS WITH 1.5' THICK (R-6) INSULATION FIRST FLOOR CEILING SPACE, 2.0" THICK (R-8) INSULATION WHEN RUNNING IN ATTIC SPACE, UNLESS NOTED OTHERWISE. REFRIGERANT LINES THROUGH THE WALL DOWN AND RUN UNDERGROUND INSIDE 4" SLEEVE OF SCHEDULE 40 CPVC PIPE. 10 REFRIGERANT SUCTION LINE TO BE INSULATED WITH INSULATION HAVING A THERMAL RESISTIVITY OF AT LEAST R-4 AND HAVING AN EXTERNAL PERMEANCE NOT EXCEEDING 0.05 PERM WHEN TESTED IN ACCORDANCE WITH ASTM E96. PROVIDE W COAT PROTECTION. 11 REFRIGERANT CIRCUIT ACCESS PORTS LOCATED OUTDOORS SHALL BE FITTED WITH LOCKING —TYPE TAMPER —RESISTANT CAPS OR SHALL BE OTHERWISE SECURED TO PREVENT UNAUTHORIZED ACCESS UNLESS THE PORTS ARE LOCATED INSIDE THE CONDENSING UNIT CABINET (FBCR—M1411.8) Q CONDENSATE DRAIN LINE DOWN IN PARTITION WALL AND RUN 2" UNDERGROUND. t3 CONDENSATE DRAIN LINE SHALL BE TIE TO THE EXISTING CONDENSATE PIPE. FIELD VERIFY. 13 CONDENSATE DRAIN LINE SHALL BE TIE TO THE EXISTING CONDENSATE PIPE. FIELD VERIFY. /4 CONTRACTOR TO EXTEND REFRIGERANT LINES TO THE NEW LOCATION OF THE EXISTING AHU-1 AND FROM EXISTING CONDENSER UNIT. FIELD VERIFY CONDITIONS REPLACE IF REQUIRED. 15 CONTRACTOR MUST VERIFY TOTAL PIPING LENGTH AND PIPING LIFT THAT IS NOT GREATER THAN THOSE VALUES RECOMMENDED BY MANUFACTURER. 16 REPLACE EXISTING EXHAUST FAN CONNECT TO THE EXISTING EXHAUST VENTILATION DUCTWORK. 17 EXISTING RANGE HOOD RECIRCULATED TO REMAIN AS IS. EXISTING KITCHEN NOT UNDER RENOVATION. NOTES: 1—MECHANICAL CONTRACTOR SHALL COORDINATE WITH ELECTRICAL CONTRACTOR DUCT LOCATION TO AVOID CONFLICTS WITH LIGHT FIXTURES. MINIMUM CLEAR CEILING SPACE TO RUN AC & LIGHTING SYSTEM SHALL BE PROVIDE DEPENDING ON THE LIGHT FIXTURE HOUSING. 2—LOCATION OF ALL SUPPLY AIR AND RETURN AIR CEILING DEVICES SHALL BE COORDINATED WITH TRUSSES LOCATION TO AVOID CONFLICTS. 3—MECHANICAL CONTRACTOR SHALL COORDATE WITH GC CEILINGS PRIOR TO DUCTWORK ORDERING AND INSTALLATION. 4—FINAL RUN OF CONDENSATE PIPES & TERMINATION SHALL BE COORDINATED WITH ARCHITECT. 5—FINAL RUN OF REFRIGERANT LINES & FINAL LOCATION OF CONDENSER UNIT SHALL BE COORDINATED WITH ARCHITECT. 6—CONDENSER UNIT SHOULD BE INSTALLED OBSERVING MANUFACTURER SERVICE CLEARANCES. 7—CONDENSER UNIT SHOULD BE PLACED SO ROOF RUN—OFF WATER DOES NOT POUR DIRECTLY ON UNIT MECHANICAL RE! APPROVED _L)KfE415�1 RESIDENCE FOR ULVERT-ANDRADE 29 r.fe_ 1102nd sareat Miami Sh—e. FI 33138 786 _'T 62.4990 Architecture CAMILO ROSALES, AIA 5710 5We4TH ST - MW.e, FL. 3314J TELcn3a5.eaP .n... uc�t Aa{EwDAI • • so** • •• • •e• • • • • • • • • • Goes •o•• • • • • o 6 • • • •• •• • • G•sG•• o ol • • • Go • • • **so I No. DATE: REVISION: PROJECT No. CAMILO ROSALES, AIA LIC # AR-0014360 DATE: 10.04.2019 DRAWING: MECHANICAL FLOOR PLAN JOB# 19-0816 ArtlaAlis Ralaguaz, P.E. er 60236!®engineering mce— inc Gables Inlamatbnel Pl z 2655 Le Jenne RoeO, She 1109 a on. Slgnawre ' Coral Gables, Fbiaa 33134 Phone > 305 444 98M ' —s . +< Date F. >3054 %27 ee;..y.:.o:r. ULVERT - ANDRADE HVAC NOTES 1. GENERAL A ALL WORKMANSHIP AND MATERIALS SHALL RE N STRICT ACCORDANCE NTH THE APPLICABLE NATIONAL. STATE (FLORIDA NEDNG CODE) AND LOCAL CODES. RIILES AND OEMARM B MECHANICAL PLANS N MUM. ARE DIAGRAMMATIC N NATURE, AND ARE TO BE READ N CONJJNC71ON MTN ARCHITECTURAL, PLUMBING, ELECTRICAL AND STRUCTURAL PLANS AND SHALL BE CONSIDERED AS ORE SET OFDOCUMENTS. DUCT AND PIPING OFSM BENDS AND TRANSITIONS WILL BE REQUIRED TO PROVIDE AND INSTALL A COMPLETE FUNCTIONAL SYSTEM AND SHALL BE PROVIDED BY THE CONTRACTOR AT NO ADDITIONAL COST TO RE OWNER. DO WIN NOT SCALE DRAGS FOR THE EXACT LOCAIDN O EQUIPMENT, PRIG, DUCIWON. ETC. C. THESE DRAINS ARE NOT NTETDED TO SHOW EVERY MINOR DETAIL, NET THE CONTRACTOR SMALL FURIUSH AND INSTAL ALL ITEMS REQUIRED FOR A COMPLETE ACCEPTABLE WORKING INSTALLATION. 0. ALL WONT SHALL DE PERFORMED BY A UCENSED CONTRACTOR R A FIRST MASS WORWAETKE MANNER. TIE COMPLETE SYSTEM SEAL BE FULLY OPERATVE AND ACCEPTANCE BY THE ARCHITECT AND / OR ENGINEER MUST BE CONDITION O THE CONTRACT. E. ALL REQUIRED INSURANCE SHALL BE PROVIDED BY THE CONTRACTOR FOR PROTECTION AGAINST PUBLIC UAMUTY AND PROPERTY DAMAGE FOR THE DURATION O THE WOW. F. THE CONTRACTOR SHALL GUARANTEE ALL MATERIALS AND MO KMANSW FREE FROM DEFECTS FOR A PERIOD NOT LESS THAN 1 YEAR FROM THE DATE O ACWTANCF, UNLESS OTHERWISE NOTED. G. CONTRACTOR WILL PAY FOR ALL PERMITS, FEES, INSPECTIONS AND TESTS H. TIE CONTRACTOR SHALL VISIT THE JOB SITE AND THOROUGHLY FAMEAiRE NTH EXISTING CONDITIONS L PRIOR TO INSTALLING EQUIPMENT AND / OR FABRICATING DUCTWORK, HVAC CONTRACTOR SHALL OEM( THAT THERE IS SUFFICIENT CLEARANCES FOR EQUIPMENT. OECTWORK, ETC. AND ALSO TO AVOID ANY INTERFERENCE NTH THE PROCESS O CONSTRUCTION. DUCTWORK TRUNK UNN MO DROP LOCATIONS MAY VARY FROM PUN WE TO TRUSS COiIODATION. J AS BOLT DRAW = SEAL BE !ABUTTED TO ONFR AT THE COMPLETION OF PRMCT. 2 CONTRACTOR SHALL SUBMIT SHOP DRAMHGS ON ALL EQUIPMENT, FOR RENEW PRIOR TO PURCHASING 3. DESIGN PMAYETER3 A OUTDOOR DESIGN TEMPERATURE (SOWER} 91T W AND 77T 0 B. OUTDOOR DESIGN TEMPERATURE (WNTERk 46T C INDOOR DESIGN TEYPEAATURE (SMER}. 75T W D. INDOOR DESIGN TEMPERATURE (INIER). 70T OR 4. ALL THERMOSTATS SHALL HAVE HEATING MODE MAXIMUM SETTING O 75 F, AND COOLED MODE MNMUY SETING OF 70 E THE DCWMTAT SHALL BE ARRANGED TO PREVENT THE SIMULTANEOUS OPERATION O HEATING AND COOING 5 ELECTRICAL CONTROLS AMID POWER MINING, UNDER ELECTRICAL CONTRACT. 6. EQUIPMENT SPECIFIED BY MANUFACTURER'S NUMBER SHALL INCLUDE ALL ACCESSORIES, CONTROLS. ETC., LISTED N TIE CATALOG AS STANDARD MIDI THE EQUIPMENT. OPTIONAL OR ADDITIONAL ACCESSORIES SHALL CE FURNISHED AS SPECIFIED. 7, MATERIALS: A REFRIGERANT PPNG: SHALL BE TYPE L SOFT DRAWN, COPPER TUBING, DEHYDRATED FOR REDNERMT USE S M AS SOW ON DRAWINGS OR AS PER AR CONDITIONING EQUIPMENT MAMRACIWRER'S RECOMMENDATIONS B. NSAATION: REFRIGERANT SUCTION PIPING SMALL BE INSULATED WTH 1/2' THICK FOAMED PLASTIC INSULATION, FIRE RETARDANT TYPE INSULATION SHALL RE INSTMIED N PIPING BEFORE ASSEMBLY. NO SPLIT INSULATION WILL BE ACCEPTABLE. SEAL JOINTS WTH MANUFACTURER'S APPROVED ADHESIVE AND (BEY TAPE C DICTNXIL A ALL HVAC DUCTWORK SHALL CONFORM 70 SMACNA STANDARDS. ALL EXTERIOR DUCTWORK SHALL BE GALVANIZED SNEFIIETN.. ALL NTERIOR DUCTWORK SHALL BE FIBERGLASS BOARD UNLESS OTHERWISE NOTED AND CONFORM WTH LOCAL CODES. FIBERGLASS DUCT BOARD SHALL RE RESISTANT TO CONDENSATION, MOLD. BACTERIAL GROWTH AND SHALL BE TREATED III AND EPA -REGISTERED AND MCOMAL AGENT. OOTWORK SHALL BE 1-1/27 DIM( (R-6.0) OPERATING STATIC PRESSURE t2 N. WG (50D PA) B. EXHAUST AR - MINIMUM 30 GAGE, GALVANIZED METAL OR MNMU 26 GAGE AUkt". RANGE HOW TO RE 400 CFM MAXIMUM. IF MORE THAN 400 CFM MAKE LP AIR MUST EE SHOWN AS PER FBC MEC1 505.2. PECK CONTRACTOR SHALL FIELD COORDINATE WITH EQUIPMENT MANUFACTURER PRIOR TO EQUIPMENT INSTALLATION. C. ALL OWT ONDNSKIRS ARE CLEM INSIDE DIMENSIONS. D. FLOME INSULATED DUCTWORK WTH Y FIBERGLASS INSULATION WIN FN( VAPOR DARNER CUSS I AIR DUCT. U.L R-&0 MIL E. DRYER DLCTMORK: 26 GA UK GALMWZED STEEL, HAVING A SMOOTH INTERIOR SURFACE WIN JUTS RUNNING IN THE DIRECTION OF AIRFLOW AND W1NAT SHEET METAL SUM OR OTHER FAST ERS N THE AR STREAM. MAIOMUM LENGTH SHALL NOT EXCEED 25 FEET. WALL CAPS SHALL BE PROVIDED 07H BACKORAET DAMPER. & AR DISTRIBUTION DEICES AND ACCESSORIES SHALL BE TTUS OR APPROVED EQUAL 9. ALL HVAC DUCT E7ffiWFS MUST BE FURNISHED WITH APPROVED TUN" VALES 10. CONNECTION O MY DEFECTS SMALL BE COMPLETED WITHOUT ADDITIONAL CHARGE AD SHALL NQUOE PEPLACEQNTS ON REPAIRS OF MY OTHER PHASE OF THE INSTALLATION W ICH MAY HAVE BEEN DAMAGED OR IS NOT OPERATING PROPERLY. 11. PROVIDE METAL ROUND FITTINGS 97H SCOOP AT ALL FLEW DUCT CONNECTION TO SUPPLY DUCT. 12 PROVIDE ACCESS DOORS AS REQUIRED FOR ALL MECHANICAL EQUIPMENT TO SERVICE AND VISUALLY CHECK ROTATION OF FANS AND MORNS, ADJUST OR REPLACE CONTROLS, ETC 11 TEST AND BALANCE: M INDEPENDENT CONTRACTOR SEAL TEST AND B&MICf ALL VENTILATION AND AR CONDITIONING SYSTEMS SUBMIT FOUR COPES O TEST AND BALANCE REPORT TO DINER FOR APPROVAL it ARCHITECTURAL AND / OR ENGINEERING EXPENSES THAT ARE INCURRED DE TO REVISIONS FOR STBSTITUMNIS BY THE CONTRACTOR SHALL EE PAD FOR BY IRE CONTRACTOR. 15, ALL MATERIALS SMALL BE NEW AND SHALL BEAR UNDERWRITER'S LABEL WEN APPLICABLE. 16. CONTROLS: AIR CONDITIONING UNITS SHALL BE STARTED AND STOPPED TIM INDIVIDUAL THERMOSTAT. NDIAMIAL THERMOSTATS SHALL START/STOP SUPPLY FANS AND ACTIVATE COWNG/HEATNG SYSTEMS AS SELECTED. 17. F GREW ARE MY CRUM N EN(LNDt'S DRAWINGS. N DESIGN OR N EO~, WITHOUT ERGNEENS CONSENT, THE AC. CONTRACTOR SHALL ASSUME ALL RESPONSIBILITIES FOR THE MEET. 18. NO SUBSTITUTION MILL BE CONSIDERED PRO TO 80 UNLESS WRITTEN REQUEST FOR APPROVAL HAS BEEN RECEIVED BY THE ARCHITECT OR ENGINEER AT LEAST 10 DAYS PRIOR TO THE DATE O BD. SIGH REQUEST SHALL NODOE THE NNE O EQUIPMENT OR MAIEXIAL FOR WHICH IT IS TO BE RWTTUTED, HVAC SYMBOL LEGEND SYMBOL DESCRIPTION ® SUPPLY DUCT RETURN/EXHAUST DUCT i44444W FLEXIBLE DUCT ELBOW W/ TURNING VALVES EEF CEILING EXHAUST FAH II CFM 4.- EXHAUST REGISTER T a-®- CEILING DIFFUSERS rryyy HIE' OUTDOOR AIR LOUVER / RETURN AIR GRILLE AT WALL SUPPLY AR GRILLE AT WALL O PROGRAMMABLE THERMOSTAT WITH BUILT-IN HUMIDISTAT O A X B X: AR DEVICE TYPE AXB: NECK SIZE CFM CONDENSATE DRAIN LINE REFRIGERANT LINES SET AHU AIR HANDUNG UNIT CFM CUBIC FEET PER MINUTE CU CONDENSING UNIT EF- EXHAUST FAN UNIT RA RETURN AIR REF. G&L REFRIGERANT GAS & REG. LIQUID LINES SA SUPPLY AIR OBD OPPOSED BLADE DAMPER UD W- UNDERCUT DOOR FAN SCHEDULE UNIT DESIGNATION EF-1 AREA SERVED BATHROOM OPERATING WEIGHT, LEIS 8.82 LOCATION CEI NG FAN TYPE OC. SOWER TOTAL AR, OM 50-80-100 DRIVE TYPE SIROCCO FAN WHEEL TYPE CEITRIFUC POWER CONS, W. 4.4-71-11.1 FAN SPEED. RPM TOTAL STATC PRESSURE, IN OF W.C. 0.25" FAN MOTOR (AMPS) 0.09-0.13-0.20 AN MOTOR STARTER TYPE WALL SNTCH STARTER FURNISHED BY MC ELECTRICAL SERVICE 12D-1-60 UNIT DIMENSIONS HXWXD (IN) 7 X 15 X 16 SORES 0.1 DESIGN MANUFACTURER PANASONIC MODEL NUMBER FV-0510VS1 SERVICE SWITCH YES SMOG DETECTOR (U.L APPROVED) NO DUCT DAM, NCH 4 CONSTRUCTION ALUMM.ASTC g BACKORAFT DAMPER YES w' REEN NO THERMAL FUSE PR01ECTION YES THERMOSTAT CONTROL NO MOUNTING OPENING tO.S SQ FILTER AND FILTER FRAME NO NOTES: T- UL LISTED FOR TUB/$HOMER ETCLOWRE. 2- MFG N ISO 90131 CERTIFIED FACILITY. 3- ENERGY STAR QUALIFIED. R - VALUES -ROOF R-30 -EIPOED FLOOR R-12 -ELT WALLS R-4.1 -GLASS IMPACT, U-0.94 SHGC-0.33 E EXISTING N NEW I REPLACE RM REMOVE SPLIT A/C UNIT SCHEDULE UNIT DESIGNATION µU-1 (EXIST. TO REMAIN) AHU-2 AREA SERVED LIVING RM. FAMILY RM., BEDROOM'S AREA LOCATION UPFLOW UPFLOW DESIGN MANUFACTURER RHEEM RHEEM MODEL NO. RHLL-HM4821JA RHLL-HM3821JA SEER 16.0 16.0 TOTAL AR, CFM 1 400 975 t EXT. STATIC PRESS., INCHES OF H2O 0.5 0.5 FAN MOTOR H.P-FLA 3/4-3.8 3 4-3.8 TOTAL CAPACITY, MBH 46.0 29.6 TOTAL SENSIBLE CAPACITY, MBH 31.4 21.65 ENTERING AIR TEMP. °F OB/WB 80/67 80/67 a COIL MODEL NO. / AREA (SQ.FT)-- ELECTRIC HEAT, KW 10.0 5.0 MCA/MOCP (W/ELECTRIC HEAT) 49 / 60 31.2 / 35 ELECTRICAL SERVICE 240/1/60 240/1/60 OPERATING WEIGHT, CBS. 150 150 UNIT DIMENSIONS H X W X D (IN) 50.5 X 21 X 22 50.5 X 21 X 22 UNIT DESIGNATION (EXIST. TO REMAIN) - DESIGN MANUFACTURER RHEEM RHEEM MODEL NO. 144JM49AO1 14AJM30AO1 NOMINAL CAPACITY (TONS) 3.5 2.5 z TYPE OF FAN PROPELLER PROPELLER � N0. OF FANS AND FLA 1-19 1-14 i ON NSING TEMP., F OB 95' 95' z 1/SCROLL 1/SCROLL Q COMPRESSORS R.LA. LRA. 19.9 / 109.0 12.8 / 64.0 CAPACITY REDUCTION W M M 27.0/45 18.0 /30 ELECTRICAL SERVICE 240/1/60 240/1/60 OPERATING WUGHT.LBS. 249 157 a UNIT DIMENSIONS H X W X D (IN) 36 X 32 X 32 28 X 32 X 32 REF.PIPES SIZE; GAS I LI0. 3 8' 7 8" 3 8' 7 8' REF.TYPE; CHARGE (lb-oz) R-410A; -- R-410A; -- NOTES: 1. PROVIDE FACTORY INSTALLED ECM BLOWER MOTOR. 2. PROVIDE FACTORY INSTATED NONCORROSIVE VERTICAL AND HORIZONTAL DRAIN PANS. 3. AIR AMU SHALL BE PROVIDE WITH FLOAT SWITCH TO PREVENT CONDENSATE OVERFLOW. CU NOTES: 1. PROVIDE FACTORY INSTATED COMPOSITE BASE FOR OUTDOOR UNIT. 2. PROVIDE FACTORY INSTALLED ALUMINUM CONDENSER COIL. 3. PROVIDE FIELD INSTALLED OEM PROGRAMMABLE THERMOSTAT. 4. ALL CU SHALL BE PROVIDE WITH PROTECTION FROM MARINE ENVIRONMENT. MEC,Al�llCAL APPROVED W DIAMETER CONCRETE PIDRAINTHOUT AL E OPERFORATEDCLAY o 0 DR CLAY PPE 01 FILLEE WITH - 3/4 CAUSED ROCK tY a o I V ff, III ATTACH TO CAP DRY WELL DETAIL N.T.S. FLASHING AIR DISTRIBUTION SCHEDULE SYMBOL USE TYPE ACCESORWS DESIGN MANUFACTURER & MODEL Mo. A SUPPLY AIR LINEAR SLOT DIFFUSER INSULATED PLENUM TITUS ML-39 B RETURN AR UNEAR SLOT DIFFUSER INSULATED PLENUM TUTUS MLR-39 C SUPPLY AR CEILING DIFFUSER O.B.D. TITUS 250-AA D TRANSFER SQUARE O.B.D. TITUS 350 FL RET NOTE: 1. PROVIDE SPIN -IN COLLAR WITH VOLUME DAMPER AT TRUNK TO BRANCH CONNECTION. 2. PROVIDE 4 WAY DIFFUSION UNLESS NOTE ON PLAN. 3. REFER TO ARCHITECT PLANS FOR CEILING TYPE. 4. FINAL COLOR SELECTION SUBJECT TO ARCHITECT APPROVAL. 5. PROVIDE INSULATION ON THE BACK OF DIFFUSER IF IN UNCONDITIONED SPACE. 6. MAXIMUM NC 19. HVAC DESIGN REQUIRES: YES NO DUCT SMOKE DETECTOR - x FIRE DAMPER(S) - X SMOKE DAMPER(S) - X FIRE RATED ENCLOSURE - x FIRE RATED ROOFALDOR CEILING ASSEMBLY _ X FIRE STOPPING - X SMOKE CONTROL - X PERFORATED GAP - CLEAN OUT ORIJI PAN 13' MN PITH DOME TRAP PIPET A/C CAPACITY DIAMETER TOWARD DRAW 3/4"0 UP TO 2 TONS 1"0 UP TO 5 TONS CLECLEANLOUT 1-1/4'0 MORE THAN 5 TONS 2" MIN WAN LNE SHALL BE AT LEAST THE SAME SS AS THE NIPPLE GN THE DRAIN PAN 3' MN TYPICAL CONDENSATE DRAIN TRAP RESIDENCE FOR ULVERT - ANDRADE 29 NE 1102nd St -at Miami Shores, FI 33138 786 _ 762.4990 Architecture CAMILO ROSALES, AIA nm sw IaH sT ."" TEuLCM1305.fifi2.p470' LK;t Ai�IRJ�..� • • sees. •• • •e• • • • *so Go •• • sees** 0••• 0 • •Less• sees•• No. DATE: p ATTACH TO SLAB, " STEEL OR W000 DVDUCT AN APPROVED Y CONDENSATE DRAIN METHOD LIE FROM BUWDNG SEE PLAN HANGERSPRING TYPE "THERMORN) W�TIOR EHE 3/8' THREADED RODS PROJECT No. ROOF CAP DETAIL N.T.S. • sees sees sees•• • • sees sees REVISION: O CAMILO ROSALES, AIA WHITE LIC # AR-0014360 COOING GRILLE NOTES, 1.- PROVIDE BACKDRAFT DAMPER W/ NRDSOREBR 2- FLASH k SEAL WALL AND ROOF CM 3.- PROVIDE INTERNAL MATION AND SOUND INSULATION 4.- SUPPORT FAN FROM STRUCTURE INSECT SCREEN CABINET EXHAUST FAN DETAIL N.T.S. i JOB* / 19-0816 AI;4 Us Rodri9Maz, P.E. U seN l60131 m�engineenng inc Gables Intam fi-I PIHv9 "� 2655 Le Jis- Road, SWe 1109 Coral Gebies, Fbride 33134 SIG.. P - 305 444 9809 Fax >3054449827 ­r ng. com Dale DATE: 10.04.2019 DRAWING: MECHANICAL SCHEDULES AND DETAILS M-2 ULVERT-ANDRADE A/C UNITHOUSING 2" X 2" X 3/42 INSULATED PAD 08 MOUNTING DETAIL • BASE 13)#14 SHEET METAL SCREWS TO CU. 1/2' HILTI SHEEVE ANCHORS (3)PER SIDE 1-1/4" X 12", 18 GAUGE GALVN. METAL STRAP. ONE ON EVERY CORNER OF PROVIDE ANTI -THEFT (1) 500 LDS. BOLT WITHIN UNIT CASING TO SLAB. AND CONTROL UNI l 6" MIN, 6' 6" MIN. i :�-4" MIN. CONCRETE BASE LINE WITH 3/4" W/ 6" X ti"- __—SUCTION ANDAVAPORNBARRIERN 10/10 W.W.F. : d - 2" X 2" X 3/4" INSULATED PAD NOIE: CONDENSER SHALL BE INSTALLED ABOVE FLOW LEVEL 6" MIN -- WE. CONCRETE (STEWS SHALL BE RATED FOR 500 LBS, MIN. PULL-OUT CAPACITY. CONDENSING UNIT MOUNTING DETAIL TIE DOWN AS PER MAIMI-DADE APPROVED METHOD. N.T.S. TRANSITION AS CEILING UNIT WALL REFRIGERANT PIPES - FROM COND. UNIT DRAIN NEOPRENE PADS METAL SHELVE TYPICAL OF 2 GALVANIZED AUXIUARY DRAIN PAN WITH FLOAT SWITCH (WATER LEVEL DETECTION DEVICE) HARED TO SHUT DOWN AHU. PAN SHALL BE MIN. 1.5" DEEP AND BE AT LEAST 3' LARGER THAN THE UNIT ON ALL DIRECTIONS F/C UNIT 6' 1 f � ALL 1. PROVIDE MINIMUM 4" SERMCE/ MAINTENANCE AREA AROUND AIR HANDLING UNIT. 2. PROVIDE FLOAT SWITCH IN DRAINPAN W9RED TO SHUT DOWN AC UNIT IN CASE OF CONDENSATE STOPPAGE. AS PER FBC 307.2.3. NOTE: NO COMBUSTIBLES ALLOWED IN A/C CLOSET. FAN COIL UNIT MOUNTING DETAIL N.T.S. STRUCTURE OF ROOF SUPPLY AIR DUCT AHU CONNECTION TO S/A PLENUM PER SMACNA F.G.PAGP-14"DETAIL'. $10"X1 1/4-SHEET METAL SCREWS 12" MAX O.C. MIN, 2 PER SIDE. MECHANICAL FASTENING AT DUCT CONNECRON TO AHU. DISCONNECTED SWITCH FAN SECTION COIL SECTION AUX. FLOAT SWATCH. FLOAT SWITCH SHALL STOP FAN COIL UNIT IF INDICATED. RETURN AIR PLENUM STRUCTURE —DUCT HANGER RETURN AW 2 I RETWW AMR TRANSFER TRANSFER j GRILLE GRILLE STRUCTURE TRANSFER AIR DUCT DETAIL N.T.S. MIN. 1-1/2' WIDE 26 GAUGE SUPPORT FROM GALV. STEEL STRAP HANGER AS UNDERSIDE OF PER SMACNA FIG. 3-10 (5'-0" STRUCTURE. O.C.) AIR DUCT (SEE PLAN VIEW) LOW FRICTION LOSS BRANCH TAKE -OFF FITTING METAL ROUND FITTING QUADRANT OPERATOR TO BE OUTSIDE INSULATION PROVIDE INSULATION GUARD WHERE NECESSARY AIR FLOW SEAL JOINT Wj SPIN TAP FITTING DUCT SEALER AND TAPE AIR FLOW INSULATE TOP METAL ROUND SCOOP FITTING F DIFFUSER. IVY BAND OF SAME SIZE AS HANGER STRAP INSULATED FLEX. DUCT SEAL JOINT WITH DUCT TAPE DIFFUSER W/ OPPOSED BLADE DAMPER ADAPTOR ROUND TO SQUARE IF REQUIRED NOTE: 1. FLEXIBLE DUCT INSTALLATION SHALL MEET FBC. MECH. 603.5.6.6 FLEXIBLE DUCT CONNECTION DETAIL N.T.S. CLINCH BRANCH DAMPER �\ JDIRFLOW OF �AIRFIOW SPACER REQ'D ON INSULATED DUCT SET SCREW GALV. STEEL ROD N.T.S. TYPICAL DUCT TAP —OFF N.T.S. SUPPORT STRAP (SUPPORT FROM STRUCTURE) SUPPORT BRACE (16" ON CENTER) DUCT IIL.� CLAMP �t SPIN -IN TAP V CEILING NOTES: 1. REFER TO ARCH. FOR FRAMING 2 SIDE DISCHARGE UNFAIR DIFFUSER MOUNTING PROCEDURE IS THE SAME BUT VAIN AIR OUTLET FACING VERTICAL FACE OF SOFIT. SECTION AT LINEAR SUPPLY N.T.S. CHANNEL SPUTTER DAMPER BLADE CSPIJ ER DAMPER CONTROL ROD W/ LOCK HVAC DUCT DETAILS N.T.S. ELBOW CORNER ANG TURNING VAN SECURE WIRE I � —0) CHANNEL STRAP & SADDLE HAG ALLN DUCT PER SMA ASTANDARDS 0"0 MAX. HV xAC DUCT DETAILS N.T.S. SWAP DTA BOIL RODS OR BAND OF SAME S HANGER STRAP MINIMUM HANGER SIZES FOR ROUND DUCT DUCT MAXIMUM WIRE ROD STRAP DIAMETER SPACING WAN I SIZE WAN SIZE OUAN SIZE 10" OR LESS 12'-0' 1 12 GAUGE 1 1/4' 1 1'x22 GAUGE W-18" 12'-0" 2 12 GAUGE 1 1f4' 1 1'x22 GAUGE 1 8 GAUGE --- --- --- --- IT-24' 12'-0' 2 10 GAUGE 1 1/4" 1 Yx22 GAUGE 25"-36" 12'-0" 2 8 GAUGE 1 3/8' 1 1"x2O GAUGE 37'-W 12'-0' --- --- 2 3/8" 2 1'x20 GAUGE 51"-60' 12'-D' --- --- 1 3/8' 2 1'.IB GAUGE 61"-W I If -If I --- I --- 1 2 1 3/8-1 2 1 1'x/8 GAUGE WIRES.:. 1. SIRAPS ARE GALVANIZED SM ; RODS ARE UNDATED OR GALVANIZED STEEL WIRE IS BLACK ANNEALED, BRIGHT BASIC OR GALVA M STEEL AL ARE ALTBWARWS 2 TOE ALLOWS FOR CONVOTIONAL WALL THIGINESI AND JOINTS SYSTEMS PLUS ONE U1/SF OF INSULATION WEIGHT. IF HEAVIER OUCTS ARE TO BE INSTAID), ADJUST HANGER SIZES TO BE WITHIN THEIR LOAD LIMITS ROUND DUCT HANGERS NO SCALE OB M 19-0816 Amanlie Rodriguez, P.E. License Number 60236 wiiiiiiiiiiiiiiiiiiengineering Inc `A Gable. InlemaI Para 2655 Le Je Rwd, SuDe 1109 ,,,a,,,g SynaWre CmI Gables, Flonda 33134 a and /D Phone>3054449809 'Pn "nomm, Dele I� Fax >305444982] ,o-�pe-arg.cvn RESIDENCE FOR ULVERT - ANDRADE 29 NE 102nd Street Miami Shores. FI 33138 78 ES _ 762 _ 4990 Architecture ` CAMILO ROSALES, AIA:�'i" BW 81THST v�' MIA IEL 391 FL 03 T��305662.6x]e' UCA �,fR> • •••••• •• • • • • •••••• • • • • f • • • i No. DATE: REVISION: PROJECT No. CAMILO ROSALES, AIA LIC # AR-0014360 DATE: 10.04.2019 DRAWING: MECHANICAL DETAILS M-3 ULVERT-ANDRADE WATER METER — 1/2"CW FOR •,1-1/4"CW _ GROUNDING: r--_- POC EX. 3/4-CW t NIC 11-1/4"CW IN PVC SLEEVES EX. I 3"-4FU IXamaq SE911t i4+K N M MWpplm AS PER 0.1E-0.0tf FLaeIN. MIe11LRiR.11AE 7 TCOiH°Ecwurr eE PN6f0 our m uc[mm sp+fA4E HNxER ww Posr • cavr of ....IFX, ifE REQPf u TIE TOE Q H3PFL110lL TAwc WSf L£ GIOED OR cawPefD H 1 wxrEn lwT 'aRi PRedT M 1ESSE ma N01aHa WTFR FLL swo aR anER suoaE wTLT4Y ro PREYENr A sMEn wvHae nErimw POC ___ 3' 4FU 3/4rHe yI W/C`J SDV y t 3"-2N asEFER TO FLOOR PLAN ' P-i FOR CONTINUATION. FL 3'-6FU EXISTING- "- KITCHEN SINK REFER TO FLOOR PLAN = P-1 FOR CONTINUATION. FFE 13.38'NGVD,., FROM EXISTING EXISTING BATH#2. .. REFER TO FLOOR PLAN P-1 FOR CONTINUATION. 3'-12FU END OF SOiI REFER TO FLOOR PLAN 5-0 P-1 FOR CONTINUATION. N " 4 „ 3'-19FU SIB" iSSF 15SF I 15SF I 15SF Ty 15SF 15SF Is 15SF 15SFJ 15SF 3 12FL' 1 4"-31 1 4 15SF 15SF 155E 1 15SF I 15SF 1SSF I 1SSF4 ISSF"I 15SF ELEV. 11.38'NGVD J - SEPTIC TANK 155E I 15SF S I 15SF I 15S 15SF I 15SF I 155E ' 1050 GALLONS 15SF I 15SF 15 15SF 5SF 15SF I 15SF 15SF 4 I 44 I i, START OF SOIL SOIL PROFILE qq_g• LOCATION. L SYSTEM-1 TYPICAL 34 ARC 24" CHAMBER SET FOR TRENCH DRAIN FIELD SYSTEM. - 500SF/15-33.4 34-15-510SF PROVIDED 51 OSF REQUIRED 500SF UNOBSTRUCTED AREA - - PROVIDED 750SF REQUIRED 750SF PLUMBING SITE PLAN L SCALE SEPTIC TANK CALCULATION NUMBER OF SYSTEMS 1 TOTAL LIVING AREA 2,832 TOTAL OF BEDROOMS 4 FLOW ALLOWANCE 400 GPD TOTAL LOT AREA 0.2608 ACRES TOTAL FLOW PER DAY PER ACRE ALLOW 652 GPD PROPOSED TANK CAPACITY 1050 GPD PROPOSED DRAIN FIELD TRENCH SYSTEM 5DO SF PROPOSED GREEN AREA 250 SF PROPOSED TOTAL UNOBSTRUCTED AREA 750 SF REINFORCEMENT }, Q W ,,}} FL4N VEIN L—� _TT H 78' J O FILTER T T SECTION A —A' T 4W GAL. 900 1050 1200 /350 /500 1650 320 NOTE: INFLUENT INVERT SHALL BE i' MIN / 3" M4x. ABOVE EFFLUENT INVERT ELEVATION. JFM TANG DEfAL 0 W 4'-0" 4'-0' 5'-0' S'-D' -0' L 10'-0" 12'-0" 12'-0" 12'-5 H 4'-10" '-10" 4'-10" 5'-6' 5'-6" 5'-6" 8'-Y T mVen. 3" 3' 3' 3" 4' 4' 4' D mYhn 4'-0" 4'-0" 4'-0" 4'-6" 4'-6' 4'-6" 4'-6' REINF. 6x6 1010 4 x 4 44 CONC. 4000 PSI, 28 DAY NOTE THERE ARE NO PERTINENT FEATURES ON ADJACENT PROPERTIES AND ACROSS THE STREET THAT MAY AFFECT THE SYSTEM INSTALLATION. haft kp FErru' 'qQ yFD O "OC tAA'k \ �u(O�OnINJi`y Iaat �Irvl '1 ,� 4 E49p a0n O �, '°ER;n F Rd,, AT(`M8 R OF AF• Y vgf:OD FER Th,y1,tT� "V_ TFEfyC�, ,� 1 bate r. PLUMING G PLANS aVs GFE �f gexdt 'eiYAARa Apyre 2o��trtKyQ+5h to , 0B A 19-0816 AmaN¢ Rodrguez, P.E. Licerae Number 60238 err��engineering Inc "aw Gables I lemalbnai Plaza 2655 Le Jeune Road, Sulle 1109 ar,yse.Rp.eyr. Si9:_'a Coral Gables, Florida 33134 Phone>3054449809 .Hi.,,u�P >Pre P.a Oate Fa. > 305 444 9827 - RESIDENCE FOR ULVERT-ANDRADE 29 NE 102nd Street Miami Shor®s, FI 33138 7843. 762, 4590 Architecture CAMILO ROSALES, AIA 571D SW 64TH ST MAN Fl. MI.' -- TTELcdn3�03�5ii.%�y2eebpt7�1) - lIC4�ATi�d017365� of • ••• s a •••••• .. • • • • • • • • • • • • • • • • • • • • • • • • • • • • eeo of •• • • • of• • • • • • •• • •••• •••• No. DATE_ REVISION: PROJECT No. CAMILO ROSALES, AIA LIC !# AR-0014360 DATE: 10.04,2019 DRAWING: PLUMBING SITE PLAN PS-1 ULVERT-ANDRADE RESIDENCE FOR ULVERT-ANDRADE REFER TO SITE PLAN PS-1 FOR CONTINUATION. 29 NE 'Io2nd Sireat Miami Shores, FI 33138 786 _ 762 _4990 I i 1-1/4"CWI .,. Architecture CAMILO ROSALES, AIA 511e fi IUTU ST . 3W5, /4"HB W/GV I MIAMI. FL. 33143 TELW5652.67J9 @en M .. . u •1-IbA3A s0 : • REFER TO SITE PLAN 1 2VTRo- 2V •• • •••• :. • • • • • • • • • PS-1 FOR CONTINUATION. 1-7/4"CW I 3" • 3'-2FU r ,� POC 1 ,. -, WC • • • • • • • Ex. ¢ram • • • • 2V F7 - — - — - SK DW -----__ SH 1/2`CW(1WSFU) oll 7/2"HW(1 WSFU) 3/4"CW(3 7WSFU) r. • • • • • • • • • • • • • • • • • `t I,1/2"HW(1.SWSFl1) • • • • • • 1 EWHI • • • • • • • NIC 7EMPRA 72i1 _ 3'-6FU • • • • • • • • • REFER TO SITE PLAN PS-1 FOR CONTINUATION. 1 1 • • • • • • 3"-2FU 2VTR I •• • •••••• • REFER TO SITE PLAN PS-1 FOR CONTINUATION. CO 3'-6FU 3^ 1 1-7/4"CWI 3/4"DW(3. 1 • • • • 1/2"HW(1.SW 5WSF) 3--2FU CO 3' DN. 2 VTR DNU WC L ,. 1 } 2• 1 NIC I EWH 3" 3"-6FU 3.. EX EX. 3/4"HW FOR TEMPRA 12-' T 1 No. DATE: REVISION: r 3/4"CW BATH 2 AND KITCHEN. t 1 W_ 1 '( 2"-2FU I Si I EX. EWH 1 CW --_----------------�y--_—I ECO SMART _ } TTTT" POC EX. 1"CW 1"CW 3/4'HB 1 W 4 ---------- --� 1/2"cw 3/4"HB I 3"-12FU W/GV 1 EWH 3"-8FU TEMPRA 12 3/4"CW(3.2WSFU) WSFU) D N2"HW(1 T�2- 3" WC I l ijIi SH I /I 1 I NO I (1 !IL L I !I PROJECT No - 2V 3 ON. 1/2"CW(1WSFU) 1/2"HW(1WSFU) CAMILO ROSALES, AIA 3'-19FU LIC # AR-0014360 3"-19FU • 3" 13FU PLUMING PLANS DATE: 10.04.2019 a"-27Fu DRAWING: PLUMBING FLOOR PLAN TO SEPTIC TANK REFER TO SITE U PN PS-1 FOR CONTINUATION. --�\ t a ��17 i �p�p {��('� }'finr� PLAN f L�JiVkLJING FLOOR d`..AN PLUMBING _ JOB# IM816 r Am 11.Redng-Z,P.E. License Number 60236 p 4.. 1 ■engineer119 ing Inc CA_m Gables Infi, a6 1 Plate 2655 Le Jeune Road, Suite 1109 Co I Gables, Fonda 33134 SgnaWm Phone > 3054.9809 ' "°^` .. n R«quo-. Date Fa. > 3054" 9827 ULVERT - ANDRADE 2"JIRJ�L RESIDENCE FOR ULVERT - ANDRADE I V1 I 24 NE 102nd Street Miami Shores, FI 33138 786.762.4990 W� 3 3" 3' SU to E1(150�0 2-AIL �NNEc10 N Architecture CAMILOROSALES AIA c O I C\\ I 5710 84TH ST S 4Wll FL 33IQ a55l90 . TferariC0ft— J1L I 1 • • 4N 3" JIL I I I 12N 3` I I I � 3 3 • •• • ••• • • • I I Ow I ' I I N 2N 3 2 50 •••�•• •• • •••••• • 1 �� SnpO ICJ l� p 2 2 1f1 14G0 3 •••s •••• • N� J��2 01GO 21fU 3 •••••• • • • 2 lx �00 I I. I OC 3" 2 .2 t9N 3" • • •••••• • • • • • • N 00 • • • v • • • 3 3" A N 6N 3 5� j9N • • • • • • •• • •••• • 3"�6N 00 " 3tN ,� 5j1f P�U r1 L 4 O'�(3t11� U) No. DATE: REVISION: ��R 3" j2N 4 p0 RE ^l /�Qj� 31/2Y'Hw? 1O SEP t/2�1t/2+ /� `VJ0-;1� t/2 .0V!(3595N . W(50) �\ PO t 2N e0l 3 1 y� I' 3/(1.5# PU�� 1 .4.ArgTARY 130NIETRIC NOT TO SCALE 20N(t ySN) I1/2/jt/2 11/� fU) /2N�/ f0R/4)\`\ l2'FO�'o 0 (errs ,\ ,0V!(�pl�f ) 3/4Md 1, 01 . , r ) (62 112, "of(12 PROJECT No. G#IP 12t- .\`\ N)/I1 YY 15 }PON)J /�, .� .�1,1/k 1j8g5 t/2��( �,yR s 3/ (2 1 2" rl I 1 / 1/ I�/' V� I �WIR "t `\ 'nt/2" l��v n�2/Z CAMILO ROSALES, AIA LIC#AR-0014360 v50V It/2r I I 1 i �� J V ,! i 5FU) t25U) '' .0#(32 V I N) 3/4(15 WF $ i DATE: 10.04.2019 DRAWING: SANITARY AND WATER ISOMETRICS E off( 2 ) �N) �U�p(31,6 j:) /J / SK n 0 I 0 %. 3/41" $ 16',6N (9 g5 ` 0 t 5�5 ✓I /.' n q PO E R �' Ems( .�"0 3/2'11#( �V'/ � / 1/ M t/2 t�g't/2 K Eyl1 fU) - WATER 1 3 9 E00 2 /_. /- E3/kM#M E� 25'N `, �'(�� (2- r No NOT TO SCALE oe# 19-oals s Rodriguez, P.E. '© Number 60236.P-2 !UceZ ■engineering IncA36�Gables hie n. Roal PlaceEry�wcinone t-26551a Jerha Road,Sake 1109Coral Gables Floride 3313 OPHane>3054 98M ""°la 1 Fax >30544d9827 _ ULVERT- ANDRADE PLUMBING GENERAL NOTES AND SPECIFICATIONS: 1, A. SCOPE OF WORK: THE WORK SHALL INCLUDE ALL PLUMBING NECESSARY SHOWN ON THE DRAWINGS, SPECIFIED HEREIN AND/OR AS NEEDED FOR A COMPLETE SYSTEM, INCLUDING BUT NOT NECESSARILY JMIM, TO: 1. DOMESTIC COLD AND HOT WATER PIPING SYSTEMS 2. SANITARY DRAIN AND VENT SYSTEMS 3. PLUMBING FIXTURES AND TRIM 4. PRESSURE & TEMPERATURE RELIEF AND PAN DRAIN FROM WATER HEATER. 5. PIPING INSULATION 6. SUPPORTS AND HANGERS B. ALL PLUMBING WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF THE "FLORIDA BUILDING CODE' AND LOCAL ORDINANCES AND IN COMPLIANCE WITH THE "FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION", AND "MRS" REGULATIONS. IN THE EVENT OF CONFLICT BETWEEN ANY CODE OR REGULATIONS, THE MORE STRINGENT REQUIREMENTS HALL GOVERN. 2. CONTRACTOR TO VERIFY AT SITE THE LOCATION, ELEVATION AND SIZE OF ALL EXISTING LINES FOR CONNECTION BEFORE INSTALLATION OF ANY PIPING. 3. UNDERGROUND METAL PIPING SHALL BE PROTECTED WITH A COAT OF BITUMINOUS COMPOUND BEFORE COVERING 4. WATER -HAMMER ARRESTOR SHALL BE INSTALLED WHERE QUICK -CLOSING VALVES ARE UTILIZED, UNLESS OTHERWISE APPROVED. WATER -HAMMER ARRESTORS SHALL CONFORM TO ASSE 1010. ACCESS SHALL BE PROVIDED TO WATER -HAMMER ARRESTORS. 5. ALL FLOOR DRAINS TO HAVE TRAP PRIMERS 1/2" LINE FROM THE NEAREST PLUMBING FIXTURE. 6. PLUMBING FIXTURES SHALL BE CONSTRUCTED 'NTH THE APPROVED MATERIALS, SHALL HAVE SMOOTH IMPERVIOUS SURFACES AND SHALL BE FREE FROM DEFECTS AND CONCEALED FOULING SURFACES. ALL FIXTURE TRIM TO BE CHROME PLATED. FIXTURES SHALL BE PROVIDED WITH SUPPORTS, HANGERS, ETC. 7. WASTE LINES 3" OR MORE, SLOPE • 1/8"/ FT. AND 2" AND 'UNDER, SLOPE 0 1/4-/FT. S. PROVIDE FULLY ACCESSIBLE CLEAN OUTS ON SANITARY AND ANY WASTE PIPING AT EVERY CHANGE OF DIRECTION, AND AT BOTTOM OF STACKS. CLEAN OUT LOCATIONS AND SIZES ON HORIZONTAL LINES SHALL BE ACCORDING TO CODE. WALL CLEAN OUT SHAH NOT BE SEEN FROM ANY LIVING SPACE ROOMS, THEY MUST BE LOCATED UNDER SINKS. LAVATORIES & CABINETS. LOCATIONS MUST BE APPROVED BY ARCHITECT. B. VENT LINES TO EXTEND 9" MIN. ABOVE ROOF AND FLASH WITH LEAD. 10. THE MAXIMUM WATER CONSUMPTION FLOW RATES AND QUANTITIES FOR ALL PLUMBING FIXTURES FITTINGS SHALL BE IN ACCORDANCE WITH TABLE 604.4 F.B.C. 11. CONTRACTOR SHALL COORDINATE WITH OWNER AMOUNT & LOCATION OF HOSE SIBBS PRIOR TO INSTALLATION. 12. PIPING A. SUPPORT ALL PIPE FROM SOUND PORTIONS OF STRUCTURE AND AT PROPER INTERVALS ACCORDING WITH CODE. B. PROVIDE SLEEVES FOR ALL PIPING PASSING THROUGH FOUNDATION SLABS OR MASONRY WALLS, CAULK OPENINGS BETWEEN PIPE AND SLEEVES. C. WHERE EXPOSED PIPES PASS THROUGH FLOORS, WALLS, OR CEILINGS, PROVIDE ESCUTCHEONS FIRMLY SECURED TO THE PIPES AND OF SUFFICIENT OUTSIDE DIAMETER TO COVER THE SLEEVED OPENINGS FOR THE PIPES, PROVIDE CHROMIUM PLATED ESCUTCHEONS IN BATHROOMS. D. LOCATION OF FULL -OPEN VALVES. AS PER FPC 606.1 F. LOCATION OF SHUTOFF VALVES. AS PER FPC 606.2 G. SANITARY WASTE, VENTS & STORM DRAIN SHALL BE STANDARD WEIGHT CAST IRON NO -HUB PER CISPI STANDARDS 301 , WITH STAINLESS STEEL ONE-PIECE NEOPRENE GASKETS. UNDER SLAB PIPING SHALL BE CAST IRON BELL AND SPIGOT PIPING 'NTH NEOPRENE GASKETS, OR A.B.I. 'BEST" COUPLING. WHERE PERMITTED BY LOCAL AUTHORITY, APPROVED PVC OR ASS PLASTIC PIPE AND FITTINGS, PER ASTM 02661-89 OR D2665-89, MAY BE USED. H. CONDENSATE DRAINS FROM AIR CONDITIONING UNITS: "PVC' SCHEDULE 40 PIPE & FITTINGS. DOMESTIC WATER ABOVE GROUND: COPPER OR COPPER -ALLOY PIPE AS PER ASTM B75; ASTM B88; ASTM 8251; ASTM B447. TYPE COPPER PIPE ABOVE GROUND AND TYPE K COPPER BELOW GROUND PIPE (IN PVC SLEEVES). J. ALL CONTROL VALVES FOR DOMESTIC WATER SHALL BE CAST BRASS OR B-88 BRONZE GATE VALVES. K. PROVIDE DIELECTRIC FITTINGS FOR JOINING DISSIMILAR METALS. 13ANSPECTIONS AND TESTS A. CONTRACTOR SHALL BE RESPONSIBLE TO ASK FOR INSPECTIONS TO THE AUTHORITIES HAVING JURISDICTION, AS THE WORK PROGRESSES. ALL SYSTEMS SHALL BE TESTED BY CODE AND/OR LOCAL REGULATIONS B. DRAINAGE PIPING: BEFORE INSTALLATION OF ANY DRAINS, THE ENDS OF SYSTEMS SHALL BE CAPPED AND ALL LINES FILLED WITH THE WATER TO THE HIGHEST POINT AND ALLOWED TO STAND UNTIL INSPECTION IS MADE BY AN OWNER REPRESENTATIVE. )) C. STELIME RILIZE ALL T EACH 1.000 GATER INES ALLONSITH A OF WATERURE OF TWO (50 RPM OF (AVAILOUNDS OF ABLE CHLORINE),INATED RETAIN MIXTURE IN PIPES 48 HOURS AND FLUSH OF WITH POTABLE WATER BEFORE PLACING IN SERVICE. D. COMPLETE SYSTEM, FIXTURES AND EQUIPMENT SHALL BE OVEN AN IN-SERVICE TEST AFTER COMPLETION OF THE INSTALLATION. PLUMBING FIXTURE SCHEDULE MARK DESCRIPTION FIXTURE UNITS HOT WATER COLD WATER TRAP I REMARKS WC WATER CLOSET 3 --- 1/2" 3'DRAIN L LAVATORY 1 1/2' 1/2" 1 1/4" SH SHOWER 2 1/2" 1/2" 1-1/2" W/ANTI-SCALD VALVE ' BATHTUB 2 1/2" 1/2" 1-1/2" W/ANTI-SCALD VALVE SK KITCHEN SINK 2 1/2" 1/2" 1 1/2' WM WASHER MACHINE 2 I 1/2' 1/2' 3• PROVIDE AMBOX W/(2) 1/2" HB & 2" DRAIN REF REFRIGERATOR 1/2" PROVIDE BACKELOW DEVIL & FILTER IN LINE HB HOSE BIBS 1/2" PROVIDE SOV & VAC. BREAKER OW DISHWASHER 2 1/2" 1 1/2" PR ANEDBREAK AIRWASTE NOTE: ALL FIXTURE SHA! L BE TO COMPLY WITH MIAMI DADE COUNTY CODE SECTION 8-31 PLUMBING LEGEND SYMBOLS AND ABBREVIATIONS TRAP ------ v VENT x HOSE HIBB ISO. G GAS GIN RESEAL ISO. SD STORM DRAIN - - - CW COLD WATER ROUND III ISO. S WASTE SQUARE FD ISO. ---- HW HOT WATER ♦ TOILET ISO. HAIR HOT WATER RECIRCULATION foal SHUT-OFF VALVE J VTR ISO. CO CLEANOUT PLUG �I CAP WCO WALL CLEANOUT .j' M4 �I CLEANOUT ,I WHA WATER HAMMER ARRESTOR FLOOR CLEANOUT y--yfi CV CHECK VALVE GATE VALVE ISO. j� BV BALANCING VALVE PRV PRESSURE REDUCING VALVE CHECK VALVE ISO. VN VALVE IN VERTICAL ]� \ GAS COCK ISO. N BWV IIH BACKWATER VALVE \\y CAP ISO. SV SOLENOID VALVE ARROW INDICATES DIRECTION OF FLOW �n I WATER FIXTURE SUPPLY t + HE HOSE 8188 AND TYPE �4H�Hvtflo-X RPBP BACKFLOW PREVENTOR • U*"� WATER METER GM GAS METER GR GAS REGULATOR 0 FD FLOOR DRAIN ® FSK FLOOR SINK ® TO TRENCH DRAIN T & P TEMPERATURE AND PRESSURE RELIEF VALVE t--A-0 ON PIPE DOWN UP PIPE UP OR PIPE DROP RWL RAN WATER LEADER WATER HAMMER ARRESTOR MANUFACTURER: WATTS FOR RESIDENTIAL/DOMESTIC WATER SYSTEM ONLY MODEL:150A OR SIMILAR SIZE-1/2" MAXIMUM WORKING PRESSUR-150 PSI MAXIMUM TEMPERATURE-180 F MAXIMUM VELOCITY_t OFT/SEC MAXIMUM SHOCK PRESSURE-2DO PSI RECIRCULATION PUMP SCHEDULE MODEL: GRUNFOS UP-15-4285/T RECIRCULATOR PUMP 1/25 HP RECIRCULATOR PUMP FLOW RANGE:0-17 U.S.GPM HEAD RANGE:0-15.5 FEET MOTOR 2 POLE, SINGLE PHASE, 115 VOLT MAX. FLUID TEMPERATURE-220-F MIN. FLUID TEMPERATURE-36OF MAX. WORKING PRESSURE-145 PSI 2 GASKET INCLUDED OPTIONAL GRUNDFOS 599388 24 MR PROGAMMABLE 11MER CLOCK, INDOOR WORK 1) FIXTURES TO COMPLY WITH REFERENCE STANDARDS AS PER FBC 2017 PLUMBING SEC. 406 THROUGH 421. 2) RESIDENCIAL FIXTURES SHALL COMPLY NTH 2O17 FBC Sectlon P2701. 3) ANTI -SCALD VALVE:ALL SHOWERS & BATH/SHOWER COMBINATIONS SHALL BE PROTECTED WITH A CONTROL VALVE OF THE PRESSURE SALANCE,THERMOSTSTIC MIXING OR COMBINATION TYPE SET. HANDLE POSITION STOPS PER MANUFACTURERS HOT WATER OUT HEAT R WATER IN ELECTRICAL TANKLESS WATER HEATER KITS WATER,HEATER SCHEDULE TEMPRA 12 3 MANUFACTURE-STIEBEL ELTRON MODEL-TEMPRA 12: 24OV, 10, 12KW 2-50A,y6AWG SIZE-17'X15"X5' WATER CONNECTIONS-3/4" 99% EFFICIENCY COLUMN OR PARTFDON PROVIDE TEST TEE AS SHOWN ON FLOOR PLAN WITH SCREWED COUNTER- C'_EANHINOUT FACE SHALL SUNK ASS PLASTIC PLUG: RE WITHIN 4' OF WALL TAPERED -THREAD WITH SURFACE. PROVIDE TFE JOINT COMPOUND. PIPE EXTENSION i. REQUIRED. WHERE CLEANOUT TEE IS CONCEALED IN A CHASE OR PARTITION, PROVIDE A ROUND 18 GAUGE STAINLESS STEEL COVER WITH BEVELED EDGES AND FLATHEAD MACHINE SCREW. • ' CONCRETE FLOOR SLAB 1m PROVIDE WCO WHERE SHOWN ON PLAN, AND ON SANITARY WASTE BRANCHES NOT SERVED WITH A FLOOR CLEANOUT: LOCATE ABOVE FIXTURE FLOOD RIM WITHIN 4' OF FLOOR. CONSULT LOCAL CODES FOR OTHER WCO REQUIREMENTS. WALL CLEANWT DETAIL N.T.S. WOOD DECK., TOP BEAM ALL-THREADI C-CLAMP LENGTH AS REDID IF STEEL FOR PIPE SLBAR JOIST.PRODE COORNON-MEADJUSTABLE COATING WINNGER FOR BAND HANGE MANGERS CFOUR INCH. FOR PIPINGBARE COPPFOUR INCH MAFLEX INSULATION OR LESS. 3.3, 1/2" DO NOT HANG PIPE PROVIDE GALVANIZED STEEL SADDLE FOR ALL LARGER THAN 3" FROM INSULATED PIPE LARGER THAN 3/4". VERIFY BOTTOM OF JOISTS. INSULATION THICKNESS WHEN SIZING HANGERS. PROVIDE UPPER ATTACHMENT AS REQUIRED FOR CASES NOT SHOWN HERE. DO NOT INSTALL HANGER INSIDE INSULATION OR OTHERWISE PENETRATE VAPOR BARRIER. D0 NOT HANG ONE PIPE FROM ANOTHER EXCEPT IN CHASES. TRAPEZE HANGERS MAY BE USED FOR MULTIPLE PARALLEL PIPES. HANGER SPACING FOR PIPE SIZE: COPPER; 4"=12'; 3"=1f- 2-1/2"=10'; 2"=9'; 1-1/2"=8'; 1-1/4"-7'; 1"-6; 3`4"=6'; 1/2"-V CAST IRON: t6 & ONE NEAR ALL JOINTS. STEEL 4 =14; 3 =12; 2-1/2"=11'; 2"=10'; 1-1/2"=9'; 1"=7'; 3/4"=6'; 1/2"=5'. LOCATE HANGFRS AS CLOSE AS POSSIBLE TO TURNS & TEES OF PIPE. PROVIDE SUPPLEMENTARY STEEL STRUTS BETWEEN JOISTS IF REQ'D. LOCATE HANGERS TO TAKE LOAD OFF OF EOUIPMEN CONNECTIONS. ANCHOR WATER PIPE .AGAINST SWAYING DUE TO CHANGES IN WATER VELOCITY, PROVIDE SEISMIC BRACING IF/AS REWIRED BY LOCAL AUTHORITIES. CHAINS OR PERFORATED STRAP IRON OR STEEL IS NOT ACCEPTABLE. REFER TO CODES FOR FURTHER INFORMATION, PIPE HANGERS DETAIL N.T.S. INSTRUCTIONS AT TIME OF INSTALLATION TO A MAXIMUM MIXED WATER OUTLET TEMPERATURE OF 110- F. 4) ALL DRAINS 3'0 OR ABOVE SHOULD HAVE 1/8" SLOPE & BELOW 3'0 SHOULD HAVE 1/4" SLOPE- S) ICE MAKERS. REFRIGERATORS & DRINKING FOUNTAINS TO BE IN LINE BACKFLOW DEVICE & FILTER. 6) DISHWASHING MACHINES SHALL CONFORM TO ASSE 1G04 AND NSF3. WATER SUPPLY SHALL BE PROTECTED WITH AN BACKFLOW DEVICE AND PROVIDE INDIRECT WASTE W/AN AIR BREAK. NOTE IN BIDET, BATHTUB AND WHIRLPOOL, HOT WATER TEMPERATURE SHALL BE DELIVERED THROUGH AND APPROVED WATER TEMPERATURE LIMITING DEVICE THAT CONFORMS TO ASSE 1070 OR CSA 8125.3. MAXIMUM TEMPERATURE -A VALVE WILL BE REJECT, IF AT ANY TIME DURING TEMPERATURE VARIATION TIME EXCEEDS 120 F. EACH VALVE MUST HAVE AND ADJUSTABLE AND LOCKABLE MEANS TO LIMIT THE SETTING OF THE DEVICE TO THE HOT POSITION. ALL HW WATER PIPES(HW & HWR) SHALL BE INSULATED ACCORDING SECTION 607.5. ALL HOT WATER SUPPLY PIPES SHALL BE IN COMPLIANCE WITH SECTION 607, MAXIMUM TEMPERATURE SUPPLY 120F TEMPERED WATER LINE (TEMP NOT TO EXCEED 110-) �---THREADED HANGS ROD (TYP.) SECURE SUPPORTS TO ABOVE STRUCTURE GLENS HANGER I (II Ll) 1HERMOSTARD " M�IXING VAVE - ,AoDEI 6fi50 (XAD WATER SUPPLY "1 7 HOT WATER SUPPLY UNE MIXING VALVE DETAIL NOT TO sc.4LE JOB 71 19-081 Amadh. Rodriguez. P.1 License Im Number 60236 ■�Ilengineering inc ' G,bIaaetanei Plan 2655 Le Ja-e Road, SWRe 1109 Bnpircen g„p,,.. 5 gna ur Coral Gables, Fbdtla 33I30 " Phone>3a54449RW9 W Fax > 305 d44 9027 DNe'. RESIDENCE FOR ULVERT - ANDRADE 29 NE 1021T,0 Street Miami Shores, FI 33138 �8s_"762_4990 Architecture CAMILO ROSALES, AIA 5710 SW1-H ST . MMMI, R. TEL M5.662.6A]0 d@.- - LICt A441bfbs •• • ••• • •••••• •• • •••• •••• • f • • •••• •••• •••••f • • •• •• !••!•• • • i • No. DATE: REVISION: PROJECT No. CAMILO ROSALES, AIA LIC # AR-0014360 DATE: 10.04.2019 DRAWING: PLUMBING SCHEDULES P-3 >< f 4 IN ' '111 VERT - A%IDRADEe"% APPROVED �2�44 6 th�k,_ :sees: • •• • • • • • • ': • • • . • • Tom-.-'%'�IED else• sees•• •• •• • • -' ..... Y: sees• 0••• 0*06 ss••.• (••• •••• • ` • sees•• _ • • • • • • • • • "LIL.AGE t sees•• ••h• • • • S 0*00 RC- 10-►9-23v, :w•rE PnoNe - /� Nwn. rrm�m•rW�+s e.,n,rlr aurr m�:r,m>or,ar.N+ns J , reaFbn RMSMfN15llfyou are sudrJningnrmmiripalpbn,pka:trroeide shemniripaiprueess nurrrbeeln and mane she rrwrvclpal ppf 1. m mn oKne sn rrF pkre.l Please indirafe if glare qualify fnr the ! !lowing expedited plan na-iew.n: i GREEN BLDC vnrei., onlyi `. PAGE W01EC.P GOV'i FROIEQ•DLnI_.-. _._ ___.. _-- ❑AFIORDMLEAtMFORCEHOL$NC' t(JA(x1KS AIHCA 'CF' C I . f`flrrnwns fo Ordirunre 9V-1011; Onb rarrte 115-f t5; and ONw,an['e IW 3 IYOI n nW' � da fmwl regrrrn•meMs.; ��� , RE(N/ESTED PLAN REVIEWS / h k llthat appl f rework only) �, �'._ aU LBLDGiT1UP �Elki: // �.ENRG ❑FIRE -. OF I {/_�) LA'.D$UPING GASFCH ❑PIL:M ''PVKS `1!AYCi. 1hILN I +� .SiRU ry�(��¢ ❑2NPR �44'A5 NI ` �L'1�F '�I1-.+L�,k SHOP DRAWING l�..E1ER-M CORk ❑D(RM AIR rIDERM RI '''GERM 'UFRM C0.45T.41. 'OERh1 iLO0D -DERM GREASE Gr DERM I-N{H,ST.RIAL �DEIth19AVING SDRAFYACk CD i'OLLI TiON ❑UERn1 PRk'-INkATMEsd'- �..1UERM Ih000VEVEN' ECXC!OERM TANKS DERM TREE E-UERM WATER TRG\iMENT DERM LVETLhuDS I'ENMIT FY AiiiLl{bii' �ItiHONI TERh1 CFRCK AFFIDA\'IT CFIECrc OPTIONAL PLAN REVIEWS ( that apply) _' RIDG -Fl Ii N . STRU I Iql R 1 S t heck it that pply) _DERMCORE RMS (IALOPR DERM RrOPR for specialty only avallaWe aF PIG` -GR1ASE 7ASIIET(rS IOASIAL 'u IPAI'INGB DRAINAGE=1uUt 52kLa! !R(4'NENI 0r GI)RF -FLOOD FOR OFFICE USE ONLY NUtWK MtOR55 Nurn G'RE-IS r'PIAN R[t'ISION RELtORk, .__._ _._._SHOP DNAIS'F_hG MUNiUnoF $. SaRir RtminBgand irapectbn ESMa�11N6 $44 RWh Siren, ASNm Flpri&3l1' 23:37'gbali•?5BB nria,rvA+M.gw Re ib® !f@►��PCdYl1 M cz0000yy5 RM p RE W FINAL, AJ?PROVAL ]b ISIO 0EENVIRODlMFNTAL SOlRUIS 2vE AGiiid EiJ'f . s =f��-'' • • s • • s • • APPROVED ...... • • f • • i •rf • i • •• •s• we • • • • • ago*: •••• • • j • a ED •••• MT BY: i(F PERMIT #: MIAMI SHORES VILLAGE : - - -- APPROVED BY DATE ZONING { STRUCTURAL j I I ELECTRICAL PLUMBING I' MECHANICAL , BLDG. SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS"0. i 10-0 '�0l0li1I�I�5I7�II�I�I����I�ii�liiii�il .. � �+ � n� y,;d �l. >cr. 6 a 9 e: � ew Sus a� «'a `+p y� � '�.:. T � i� 7 'Y._� � w3'jT ��L„ •�U� CJ.a w �.�i.✓ ..� � • f y • R • • • • • • • • • • • • • • • • • •! • •• • •,• • ! • • f • • • • • • • • • • • • • f • f • • • • • a • ••••• •• • •••• • • •••f• ••t • •�•••e • • f • • •f•!•f • •• •• •• t • f • i • • • • • • ••••f• • •• • • • • • • • f f • • • • • • • Application Details - EPS Page I of 2 Application: M2020000445 = Summary $ Fees ■ Holds Tracking Number: 0001465785 Submittal Type: Paper Permit Number: 2020066130 Application Type: ADDITION Application 10/8/2019 Permit Type: MBLD ATTACHED Date: Property Type: Residential Address(es): 29 NE 102 Permit MUNICIPAL SUB -GENERAL ST Category: BLDR Folio(s): 11-3206-013-1650 Square Footage: 2,000 Estimated $20,000 Value: Proposed Use SFR-CLUST. ADDITION Detail: Tasks/Reviews Current Current Disp. Task Task Status Est. Comp. Task Disposition Date Reviewed By Status Date Assigned To Date WASA A 8/12/2020 HEIDIDIAZ Checked 8/12/2020 LILIA M 8/13/2020 Out HURTADO IMPACT A 8/17/2020 INTERNET IMPACT Checked 8/17/2020 JANET 8/18/2020 FEES FEES SYSTEM )IFS) Out LORENZ DERM A 8/13/2020 JORGE PADRON Checked 8/13/2020 JORGE 8/17/2020 CORE Out PADRON HRS A 8/6/2020 LOANIS GONZALEZ Checked 8/6/2020 8/7/2020 Out https://www. miamidade. gov/Apps/RERIEP SPortal/PlanReview/Applications/Details/M20... 8/25/2020 Application Details - EPS Page 2 of 2 Current Current Disp. Task Task Status Est. Comp. Task Disposition Date Reviewed By Status Date Assigned To Date UPFRONT A 10/8/2019 ENRIC MARTINEZ Checked 10/8/2019 10/9/2019 FEES Out DERM A 10/16/2019 HILCIA DE LA CRUZ Checked 10/16/2019 HILCIA DE LA 10/16/2019 TREES Out CRUZ Miami -Dade Home Privacy Statement Disclaimer Contact © 2020 Miami -Dade County. All rights reserved. •••••• •••• • • • • • • • • • • • *see* ••••• ••• • •••••• •••••• • •• •• •• • •••••• • •• • • 00 • • • • • f �► in" O 20200819.1 https://www.miamidade.gov/Apps/RERIEPSPortal/PlanReview/Applications/Details/M20... 8/25/2020 EPL DISPLAY CARD ERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 90 The lower the Energy Performance Index, the more efficient the home. home or, addition 1. New (From Plans) 12. Ducts, location & insulation level a) Supply ducts 2. Single-family or multiple -family 2. Single-family b) Return ducts .. 'R" 8.0 c) AHU location " WHOM HQUSE 3. No. of units (if multiple -family) 3. 1 .o*:** •• 90000* 4. Number of bedrooms 4. 4 5. Is this a worst case? (yes/no) 5. No 6. Conditioned floor area (sq. ft.) 6. 2827 7. Windows, type and area a) U-factor:(weighted average) 7a. 1.090 b) Solar Heat Gain Coefficient (SHGC) 7b. 0.500 c) Area 7c. 538.1 8. Skylights a) U-factor:(weighted average) 8a. NA b) Solar Heat Gain Coefficient (SHGC) 8b. NA 9. Floor type, insulation level: a) Slab -on -grade (R-value) 9a. 0.0 b) Wood, raised (R-value) 9b. c) Concrete, raised (R-value) 9c. 10. Wall type and insulation: A. Exterior: 1. Wood frame (Insulation R-value) 10A1. 2. Masonry (Insulation R-value) 10A2. 5.0 B. Adjacent: 1. Wood frame (Insulation R-value) 1061. 2. Masonry (Insulation R-value) 10132. 13. Cooling system: • • • •' • .' CapVto . 075.6 a) Split system 0000 , SERR o t i 6.0 b) Single package, •: • %, SEER 9 c) Ground/water soerce•SEER/G10f - d) Room unit/PTA�CP •.� • EER • _ e) Other .. s-s 14. Heating system: Capgr4ty..051.2 a) Split system heat pump' b) Single package heat,pump HSPF c) Electric resistance' `' cop,1.0 d) Gas furnace, natural gas AFUE' e) Gas furnace, LPG AFUE f) Other 15. Water heating system a) Electric resistance EF 0.99 b) Gas fired, natural gas EF c) Gas fired, LPG EF d) Solar system with tank EF e) Dedicated heat pump with tank EF f) Heat recovery unit HeatRec% g) Other 16. HVAC credits claimed (Performance Method) 11. Ceiling type and insulation level a) Ceiling fans a) Under attic 11 a. 30.0 b) Cross ventilation No b) Single a embly 11b. c) Whole house fan No c) Knee Its/skylight walls 11 c. d) Multizone cooling credit d) Rad; nt barrier installed 11d. Yes e) Multizone heating credit j 1 f) Programmable thermostat Yes *Label fequired by Section R303.1.3 cp the Florida Building Code, Energy Conservation, if not DEFAULT. I certify at this home has ci saving fe res which will be display c r c plete nQ � 11kr Signature /19i )lie with the Florida Building Code, Energy Conservation, through the above energy to ed (or exceeded) in this home before final inspection. Otherwise, a new EPL I ed�n installed code compliant features. Date: Address of New Home: 21 NE 102ND ST City/FL Zip: MIAMI SHORES, FL 33138 10/3/2019 7:58:38 AM EnergyGauge® USA 6.0.03 (Rev. 1) - FlaRes2017 FBC Gth Edition (2017) Compliant Software Page 1 of 1 FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: 19-0816 RESIDENCE FOR ULVERT -ANDRADE Builder Name: Street: 21 NE 102ND ST Permit Office: City, State, Zip: MIAMI SHORES, FL, 33138 Permit Number: Owner: ULVERT - ANDRADE Jurisdiction: 232600 Design Location: FL, Miami County: Miami -Dade (Florida Climate Zone 1 ) 1. New construction or existing New (From Plans) 9. Wall Types (2440.0 sgft.) .' • InsulatV * * Area "' •; • 2. Single family or multiple family Single-family 9 Y P Y 9 Y a. Concrete Block - Int Insul, ExtbRor ' R=5.A".24a0.00 ft2 00 b. N/A •.•:•• R= •• ft2•00000 3. Number of units, if multiple family 1 c. N/A • • • • •.• R= • ft2.1 • 4. Number of Bedrooms 4 d. N/A • • •'• •••••. R= • • • • ft2• • 5. Is this a worst case? No 10. Ceiling Types (2827.0 sgfL) ' • . • •' insulaL" • * Area ..... a. Under Attic (Vented) ...... R=30.0 V27.00 tt; 0 6. Conditioned floor area above grade (ft2) 2827 b. N/A • • �' ` R= • • •`• • ft2 . • . •, Conditioned floor area below grade (ft2) 0 c. N/A •: R. � 0 is2 '. 7. Windows(538.1 sqft.) Description Area 11. Ducts a. Sup: Attic, Ret: Attic, AH: Wf'QLE kbUSE R ;' • •_, 8 235 • • • • •' a. U-Factor: Sgl, U=1.09 538.08 ft2 . . SHGC: SHGC=0.50 " ' 12. Cooling systems • • •' • • kBhbly...efficiency b. U-Factor: N/A ft2 a. Central Unit 755. SE�R:16.00` SHGC: c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/nr - .. Efficiency d. U-Factor: N/A ft2 a. Electric Strip Heat 51.2 COP:1.00 SHGC: Area Weighted Average Overhang Depth: 4.644 ft. Area Weighted Average SHGC: 0.500 14. Hot water systems a. Electric Tankless Cap: 1 gallons 8. Floor Types (2827.0 sgft.) Insulation Area EF: 0.990 a. Slab -On -Grade Edge Insulation R=0.0 2827.00 ft2 b. Conservation features b. N/A R. ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area 0.190 Tot I Proposed Modified Loads: 109.36 PASS Total Baseline Loads: 121.95 1 hereby certify(rathe plans and specifications covered by Review of the plans andthis calculation compliance with the Flori a Energy specifications covered by this Code. calculation indicates compliance / with the Florida Energy Code. +r++,.. �•, :',.,_' .�,r „ O ' PREPARED BY: ` Before construction is completed 41" C DATE: this building will be inspected for compliance with Section 553.908 0 I hereby certify that this building, s d signed, is in compliance Florida Statutes. lj, with the Florida Energy Code. CODWE'i�� OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handier enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 3.00 ACH50 (R402.4.1.2). 10/3/2019 7:58 AM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 4 i=nPU PAnF-qm7 INPUT SUMMARY t^HECKHAT REPORT PROJECT Title: 19-0816 RESIDENCE FOR U Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2827 Lot # Owner Name: ULVERT - ANDRADE Total Stories: 1 Block/Subdivision: # of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 21 NE 1 D2ND ST Permit Office: Cross Ventilation: No County: Miami -Dade Jurisdiction: 232600 Whole House Fan: No City, State, Zip: MIAMI SHORES, Family Type: Single-family FL, 33138 New/Existing: New (From Plans) Comment: • • • • CLIMATE .•.... ° .o. ...•.• DFesign Temp Int Design Temr, •'°•Rgating ° v Design Dap.%E� Design Location TMY Site 97.5 % 2.5 % Winter Summpl"DA�e Day **M0NLgre Range�o FL, Miami FL MIAMI INTL AP 51 90 70 75 .ssCoco .5 . �,56 • •° • • . .... 000000 BLOCKS ° ° ° VV V ° • ..SAM4 0000 0 0 MO 0 Number Name Area Volume V°y ° 0.0�° •O 1 Whole House 2827 28270 SAo000 •••• • o. ° ° ° 0 ° SPACES 000000 ° o ° ° ° 000000 Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished' ° o •cooled Heated 1 WHOLE HOUSE 2827 28270 Yes 12 4 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio WHOLE HOUSE 241 It 0 2827 ft2 1 0 0 ROOF Roof Gable Roof Rad Solar SA Emitt Emift Deck Pitch # Type Materials Area Area Color Barr Absor. Tested Tested Insul. (deg) 1 Hip Barrel file 3062 ft2 0 ft2 Medium Y D.65 No 0.9 No 0 22.6 ATTIC in) Area RBS IRCC V # Type Ventilation Vent Ratio (1 1 Full attic Vented 3D0 2827 ft2 Y N CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type i Under Attic (Vented) WHOLE HOUSE 30 Batt 2827 ft2 0,11 Wood 10/3/2019 7:58 AM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 2 of 4 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 1 N Exterior Concrete Block- Int InsWHOLE HOU 5 75 0 10 0 750.0 ft2 0 0 0.3 0 2 S Exterior Concrete Block - Int InsWHOLE HOU 5 75 0 10 0 750.0 ft2 0 0 0.3 0 3 E Exterior Concrete Block - Int InsWHOLE HOU 5 47 0 10 0 470.0 ft2 0 0 0.3 0 4 W Exterior Concrete Block - Int InsWHOLE HOU 5 47 0 10 0 470.0 ft2 0 0 0.3 0 DOORS # Ornt Door Type Space Storms U-Value •Wid% R a • V Ft In 1 N Insulated WHOLE HOU Metal .46 2.••,f 7° %; 17.4tr. , 2 E Insulated WHOLE HOU Metal .46 • td • • •Q 000000 70 • 1 &5�ftj ° (Po 3 W Insulated WHOLE HOU Metal 46 i i o iades�° Y •..•.s 115 Aso ° �AAe•Nn WINDOWS •egee�° :..:. •,•.. ° Orientation shown is the entered, Proposed orientation. ••°aa° • 0000 0*00000 J Wall OV9rha o Co 0 0 o e0 0 0• o # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth�Separ& 3pf6h;k $c'r&'n1nj 1 N f Metal Single (Tinted) Yes 1.09 0.5 Y 18.0 ft2 2 ft 2 In'A k ,ate ' '000000, 2 N 1 Metal Single (Tinted) Yes 1.09 0.5 Y 53.4 ft2 2 it 2 in °2 ft 0 iri, �:Nwm Nque °0 0 3 N 1 Metal Single (Tinted) Yes 1.09 0.5 Y 108.5 ft2 12 ft 0 In o2 ft 91% 000000 ° None bVg0e� a 4 N 1 Metal Single (Tinted) Yes 1.09 0.5 Y 63.0 112 12 ft 0 in 2 it 0 In oNon°e ° ° "None ° 0000 5 S 2 Meta[ Single (Tinted) Yes 1.09 0.5 Y 50.0 1`12 2 it 2 in 2 it 0 in None None 6 S 2 Metal Single (Tinted) Yes 1.09 0.5 Y 82.2 ft2 2 it 2 in 2 it 0 In None None 7 S 2 Metal Single (Tinted) Yes 1.09 0.5 Y 63.0 ft2 0 it 0 In 0 It 0 in None None 8 E 3 Metal Single (Tinted) Yes 1.09 0.5 Y 27.4 ft2 0 it 0 in 0 ft 0 in None None 9 E 3 Metal Single (Tinted) Yes 1.09 0.5 Y 30.9 f12 0 it 0 in 0 ft 0 in None None 10 E 3 Metal Single (Tinted) Yes 1.09 0.5 Y 25.0 ft2 0 it 0 in 0 it 0 in None None 11 E 3 Metal Single (Tinted) Yes 1.09 0.5 Y 16.7 ft2 0 it 0 in 0 it 0 in None None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000191 1413.5 77.6 145.94 .0846 3 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 A Electric Strip Heat/ None COPA 34.1 kBtulhr 1 sys#1 1 B Electric Strip Heat/ None COP:1 17.1 kBtu/hr 1 sys#1 1013/2019 7:58 AM EnergyGauge® USA 6.0.02 (Rev. 1) - FiaRes2017 FBC 61h Edition (2017) Compliant Software Page 3 of 4 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 A Central Unit/ Split SEER: 16 46 kBtu/hr 1400 cfm 0.76 1 sys#1 1 B Central Unit/ Split SEER:16 29.6 kBlu/hr 975 cfm 0.76 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric Tankless WHOLE HOUSE99 1 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM • • • • • • • • • • FSEC •Eelleeter Storage ...... Cart # Company Name System Model # Collector Model # • RAeee VFlume° ° ° Ff.S o o n., o o . oee o • o. None None • 2 . . ° "eft oo •eo.,o .eeeeoo DUCTS eeo • • • e •���•• .c... o 0e ••oeEo • o000 .0.0.0.0°0 . / ---- Supply ---- -- Return ---- Air CFMrtea•`iAr 25 oe o o 14=4P ° V # Location R-Value Area Location Area Leakage Type Handier TOE` ° ° o6b5 i1W °W H?aV%•A 0*60 1 Attic 8 235 ft2 Attic 125 f12 Default Leakage WHOLE H (DefauB)e 412i; ult} _*so* :t • • �; TEMPERATURES ° ° `•a0 ° r.00000 °°°°°° 0 0 0 0 0 Programable Thermostat: Y Ceiling Fans: ° ° 0000 0 0 ° ° 0Cooling ° ° Jan Feb �X Feb [)q Mar Mar A May € Jun Ju Aug [[XJ Sep lxJ Nov Dec €X Venting Jan X pr X Jun Jul [X] Aug l [ Sep IIXJ L OctOc Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 76 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 6B 68 68 6B 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MASS Mass Type Area Thickness Furniture Fraction Space Default(8 Ibs/s .ft. 0 ftp 0 it 0.3 WHOLE HOUSE 10/3/2019 7.58 AM EnergyGauge® USA 6.0.02 (Rev. 1) • FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 4 of 4 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: 21 NE 102ND ST Permit Number. MiAMI SHORES, FL, 33138 MANDATORY REQUIREMENTS See individual code sections for full details. SECTION R401 GENERAL R401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occopaht Florida law (Section 553.9D85, Florida Statutes) requires the EPL display card to be Included as an addendum to each lale.%4tract for bfl resold aAdf 0 0:. nonpresold residential buildings. The EPL display card contains information indicating the energy performancetevehand efflefeftfeMf component installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed blotke bW[der accu-atelyasflects gvkplanc and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display c9jd,_wjW found in°pgpe"rxfik RD, 0 0 0 0.0 0 • •DWO 0 • BOO 0 • 0• • • • o • u o a f3402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air IeakagE'fii'gb^.Crdanc9 iR1Cna requil9ffff po Sections R402.4.1 through R402.4.5. • a • o 065000 0 • • •••••• 00000a Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellingsA&Jk�r kmitted1U 6 0" o 00 0 0 comply with Section C402.5. i e o 0 ob o • • o 00 o • •ate p•o ° 0 0 • c• 00 O • 00 •o0 • owe 0 • 0000�00 R402.4.1 Building thermal enveldow building thermal envelope shall comply with Sections R402.4.1.19% 'd,-%2.4.3 2' • 0'0 o The sealing methods between dissimilar materials shall allow for differential expansion and contraction. 0 0 we o 0 0 0 000000 0 0 0 0 0 O D O 000000 R402.4.1.1 Installation.The components of the building thermal envelope as listed in Table R402.4.1.1 shall be0lnstalled onaco¢rdance 0 0 with the manufacturer's instructions and the criteria listed In Table R402.4.1.1, as applicable to the method of construction. W+iltere required by the code officiaf, an approved third party shall inspect all components and verify compliance. D R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 6. Testing shall be conducted in accordance with ANSVRESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(1), (g) or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures. 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures. 3. Interior doors, If installed at the time of the test, shall be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5. Heating and cooling systems, if installed at the time of the test, shall be turned off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. Nr R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907. R402.4.3 Fenestration air Ieakage.Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square toot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Uslm2), when tested according to NFRC 400 or AAMA/ WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. 10/3/2019 7:58 AM EnergyGauge® USA 6.0.02 (Rev. 1) - F1aRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 5 Y MANDATORY REQUIREMENTS - (Continued) ®R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and Insulated in accordance with the envelope requirements of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be Insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, 5*WbHtial. ® R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed't rRit r leaka • • • • • 9 g• n9 P 44 � ��. . . between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate Note more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differliRtiat M recessed 08 "" • • luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering.. J' .. a o °? 0 0 0 • ° • • pirpp . pa, 0 ••aaap • ° SECTION R403 SYSTEMS oaaa°° aaaa°° owtV00 R403.1 Controls. .... %' • • ... °p0 . ...a. +s ° R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each SP,.rf# to heatimg t0„9oling syiF&R.Ppe R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric-risTAAn2Z heat shallq&TVcontrol� ° oap ° that, except during defrost, prevent supplemental heat operation when the heat pump compressor can &315thalioatinglft.0 p aa$aa° 00 o 0 0 R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the ptiq�1'ry a¢ contalnrVg"rjt#9ssagsw0* Fop ° for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and seCOI- g 2Ccordance w r►Section ° C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria=below. o 0 • • 0 000000 000000 0 0 0 0 0 Duct tightness shall be verified by testing in accordance with ANSVRESNET/ICC 380 by either individuaN.Wdeoned in 5ecQ98 553.993M V 110 (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (I), Florida Statutes, to be "subst&hSBI�JQk free" in accordance with Section R403.3.3. x R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: 1. Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the manufacturer's air handier enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. 2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise seated during the test Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. ®R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. ®R403.4 Mechanical system piping Insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C) or below 55"F (1310) shall be insulated to a minimum of R-3. 177.1 R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. X R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory). Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return Q pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature In the piping in accordance with the times when heated water is used in the occupancy. 10/3/2019 7:58 AM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) aR403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps Installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3''A inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.5.6 Water heater efficiencies (Mandatory). ® R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 1400F (38°C to 6000). 0 R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the MjkIh%bftVr(s) of combustion types of service water -heating systems to be turned off. • • + 60 ° 0 ° *0** .. + a • o ° + +p o o ••+ o00000 R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall ao t thom€nlmunb 'glancies of • o MX Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions;iosSJype of 8 meant €n�WLACI`"° Equipment used to provide heating functions as part of a combination system shall satisfy all stated4 rpents for tl ap°p°ropri ft; G;; o o water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1. • • • • o • o • ° .00.09.. o • S 80 000000 •++• o • 3fi ••000 0 Q R403.5.5.2.1 Solar water -heating systems. Solar systems for domestic hot water productpp #VrJted by Lhe angtues solar ppIrgiv + factor of the system. The solar energy factor of a system shall be determined from the Florida 9cicr{n3rgy C*K9 0Lectcry of o ° ° ° Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9a;0%., to tgethoas fb► 5olarColl9cio'rs� o"' and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protoc('(y&4Ao1,s in installed solar o 10o o water -heating systems should meet the following criteria: • o a o 0 • • p • • • • •a J o 0 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; anj o 0000 ' o o o•0 0 0 0 ; • � , °; o 2. Be installed at an orientation within 45 degrees of true south. 'D 0 o °• ° "' • ' ° • o 9 0 •e+ 1 0000000 �x R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements ott e ° Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation including: Natural. Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. a R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. M R403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawispaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3, if ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10 otherwise. R403.7 Heating and cooling equipment (Mandatory). R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is Installed. TABLE R403.6.1 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM (CFM) MINIMUM EFFICACY a (CFWWATT) AIRFLOW RATE MAXIMU (CFM) Range hoods Any 2.8 cfm/watt Any In -fine fan Any 2.8 cfm/watt Any Bathroom, utility room 10 1.4 cim/watt <90 Bathroom, utility room 90 2.8 cfm/watt Any For Sk 1 cfm - 28.3 Umin. a. When tested in accordance with HVI Standard 916 10/3/2019 7:58 AM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) aR403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that Its total capacity Is not less than the calculated total bad but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's expanded performance data shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry-bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower CFM provided by the expanded performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature. Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains If the return duct(s) is installed In an unconditioned space. • • • • Exceptions: : a. 0 • ° ee6000 •P • ° ••• • 1. Attached single- and multiple -family residential equipment sizing may be selected so that r��o��l�q capacity ist+.� khan 000000 the * o calculated total sensible load but not less than 80 percent of that load. a ° ; 000 •••••• 8000 2. • 000•oo When signed and sealed by a Florida -registered engineer, in attached single- and multiple-$iNiunit$, the r 8jity of :0 o"; equipment may be sized in accordance with good design practice. • 00 0000 a • •e i d o ° � ° ° ° o R403.7.1.2 Heating equipment capacity. . •...:° • ` 0 ° 0 0o .016000 0 •a s•o 0 D R403.7.1.2.1 Heat pumps, heat pump sizing shall be based on the cooling requirements ascebcaiated3ccoichcVfoAlgtion a • wwomo ° R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than.thibla gn cooling IC44d mven if 0 vo o o a the design heating load is 1.15 times greater than the design cooling load. ; o °'° w o iai 00 4o a ° i 0 0 • • • o • �bO0 a • oaoaoo •••••• 0 w a o •••• • a • o MR R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of`)he 8esigr? e• dpb a o 00000 requirements calculated according to the procedure selected in Section R403.7.1. 0000 El R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. a R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an Intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system Is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods Is utilized. R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections NA❑ C403 and 0404 of the IECC—Commercial Provisions in lieu of Section R403. WA ❑ R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F (I VC), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 400F (4.8°C). e,,bL ❑ R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. F)dst ❑ R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation of such switch shall not change the setting of the heater thermostat Such switches shall be In addition to a circuit breaker for the power to the heater. Gas -Bred heaters shall not be equipped with continuously burning ignition pilots. E.Ist ❑ R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. Ust R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at ❑ the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required. R403.10.4 Gas- and oil -fired pool and spa heaters. Ail gas- and oil -fired pool and spa heaters shall have a minimum thermal WA ❑ efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. 101312019 7:58 AM EnergyGauge® USA 6.0.02 (Rev. 1) - F1aRes2017 FBC 6th Edition (2017) Compliant Software Page 4 of 5 DOM. R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. R403.11 Portable spas (Mandator0he energy consumption of electric -powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS Q R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed fighting fixtures shall be ° high -efficacy lamps or not less than 75 percent of the permanently installed fighting fixtures shall contain on hi 9 Y P P Pe Y g n9 IY 9fL-effica0�lamps.° u 0 0000 Exception: Low -voltage lighting. 00 ° 0000 g g(Mandatory). fa 9 9 Y Y rJP 9 °OpO R404.1.1 Lighting equipment andato Fuel as lighting systems shall not have continuous) burnin° °riot if hts. 0 00000o 0 0000 ° 0 0000 0000 O 0 0000 000000 ° ° 00 O 00 00 0 000 00 O 000000 O O O 0 ° 0 0 0 0 O 0000a0 0 00 0 0 00 0 0 0 0000 00000( 00 0 000000 0 0 000000 O 0 00000 0 O 00000 000000 0 O 0 000000 0 0 000000 0 0 10/3/2019 7:58 AM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 5 of 5 2017 - AiR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: 19-0816 RESIDENCE FOR ULVERT - ANDRADE Builder Name: Street: 21 NE 102ND ST Permit Office: City, State, Zip: MIAMI SHORES, FL, 33138 Permit Number: U Owner: ULVERT-ANDRADE Jurisdiction: 232600 z Design Location: FL, Miami COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. 9 P V u U 0 ° ° Air -permeable insu!atiorbsitall ° 0000, The exterior thermal envelope contains a continuous air barrier. not be used as a sealifi j m2tedal. ° o 0 0 x requirements Breaks or joints In the air barrier shall be sealed. 000000 ° 0 ° c CeiQn /attic g The air barrier in an dropped ceiling/soffit soffit shall be aligned with Y PP 9/ 9 0 0 0 0 0 0 The insulation in an dro pad ceiling/soffit 0 ° 0 ` , o the insulation and any gaps in the air barrier shall be sealed. shall be aligned wi'h the ais barrier° ° ° ° ° 0 „ ° x Access openings, drop down stairs or knee wall doors to 0000 0000 ° unconditioned attics aces shall be sealed. 0 000000 000 0 Walls The junction of the foundation and sill plate shall be sealed. Cavities within cornerscaA header^44 Ri me wails-' '' 0 The junction of the top plate and the top of exterior walls shall be shall be InsulatedcbJct?rngletely filling the cavity 0' 00'° , sealed. with a material hQIng 2 tljermal rssista°nce of R-3 00 Knee walls shall be sealed. per inch minimum 000000 ° ° 0 4C0 Exterior thermal envelop%insulatlon for framed o walls shall be installed in Substantial cortact and continuous alignment with the air`Damr, ° Windows, skylights The space between window/door jambs and framing, and x and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. x Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to (including insulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be In contact with the top side x floors) of sheathing, or continuous insulation Installed on the underside of floor framing apd Il 9hils from the bottom to the t4D of aR perimeter118dr1raming • • • ; • members. • • • 000 • Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provideLTl1h1 AtTof floor insulalfdn, int*X a Class I vapor retarder with overlapping joints taped. shall be permariAf tlttachad to the*crawlspShafts, penetrations Duct shafts, utility penetrations, and flue shafts opening toexterior or unconditioned s ace shall be sealed.Batts in narrowM116 .5ahall be %4 Jp% or nNarrow cavities cavities shall be fNledby Insulation that on installation readily4enterms to the available cavity spaces. 0 . ... .. Garage separation Air sealing shall be provided between the garage and conditioned spac as. • • • • • • • NIA* Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed'ig 1hapbliding x shall be sealed to the drywall. thermal envelope shelf be air tight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on x installation readily conforms to available space shall extend behind Wp'ng and wiriag. Showerltub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall wA on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication x exterior walls boxes or air -sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall x be sealed to the sub -floor or drywall. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. WA Caulking or other adhesive sealants shall not be used to fill voids between fire snrinklar cover n1atiat and walls or reifinos. a. In addition, neon, speatien of log walls shall be In accordance with the provisions of ]CC-400. 10/3/2019 7:58 AM EnergyGauge® USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 Air System Sizing Summary for AC-1 Living / Dining Rm. Project Name: 19-0816 Residence for Ulvert - Andrade 10/03/201£ Prepared by: ARPE Engineering, Inc- 08:18AI Air System Information Air System Name: AC-1 Living / Dining Rm, Air System Type:.. ................................ Single Zone CAV Sizing Calculation Information Calculation Months: ....... ................................. Aug to Aug Central Cooling Coil Sizing Data Total coil load:.... -....................................................._...........3.5 Tons Total coil load:........ - ------------------------------- ---------. _-- .41.7 MBH Sensible coil load: ..................... ........................................... 34.1 MBH Coil airflow:....._...__ ................. ......._..................... ................ 400 CFM Sensible heat ratio:.-.. .............. — ............................ ...... __0.819 Area per unit load: .................. _ .................. 455.4 sgft/Ton Load per unit area:. ............................................................ _26.3 BTU/(hr-sgft) Central Heating Coil Sizing Data Maxcoil load:.... ................. _ ------------ ................................ 20.2 MBH Coil airflow: ...................... ............ ........ _ ...... _..................... 400 CFM Load per unit area:... ....... ................ .................................... 12.8 BTU/(hr-sgft) Supply Fan Sizing Data Actual max airflow: ..................................... _ ....................... 1400 CFM Standard airflow: .................................................................. 1399 CFM Actual max airflow per unit area: ................................. —.0.89 CFM/sqft Outdoor Ventilation Air Data Designairflow:..........._ ................... ........................... ................... 0 CFM Airflow per unit floor area: ........... _ ............ 0.00 CFM/sqft Space Sizing Data Numberof zones: .............. ...................................__......_.._._...1 FloorArea: ....................... ............................ .......... .......... 1581.0 sqft Location:...._.......,._.........................................Miami, Florida Calculation method: ........ . Transfer Function Method Load occurs at: .................. _ ...................... Aug 1600 OA DB / WB:.._-..._...................................................90.7170.3 Entering DB / WB:................................_............__. 75.4/62.3 F Leaving DB / WB:......................................... ......_.__52.8/51.3 F Coil ADP:.. _ ............................... ....... ......... 50-3 F Bypass Factor: .......... _ _ ...... __ ._.._._. 0.100 Resulting RH:........ .................................... ..........48 % Design supply temp:...-,. ..................--.... _ .... _......_---E2.7 F Load occurs at... _ ................................................ .._Des WE! Ent DB / Lvg DB:... ................... .............. . _ ._. 71.7/85.0 F Fan motor BHP:..-.-..-,. _ ............. ........ .................... _124 3HP Fan motor kW: ------------------------------ ...____ ............................ 0 19 kW Fan static:... ........................... - --------_-------.......................0.60 in wg Airflow per person:...................._..................._..................._0.00 CFM/person Space Name Maximum Design Time of Peak Maximum Space Space Cooling Airflow Load Heating Floor CFM/sqft Sensible CFM Load MBH Area MBH • Living / Dining Rm. Area 33.7 1400 Aug1600 21.5 1581. • • 89 • Y • • • Block Load 4.15 Page 1 of 4 System Design Load Summary for AC-1 Living / Dining Rm. Project Name: 19-0816 Residence for Ulvert - Andrade 10103/201� 'DESIGN COOLIN0,; Z. �DESIGN HEATING, ails' 7 di ansible !It ��,Sansible Window and Skylight Solar Loads 333 sqft 4900 - 333 sqft We egatve qS are ° " =°° °°°°°° ° °° ° °° ° °°° ° ° °° ° °°°°°° °° °°°°°° ° °° " ° °~°° °"= �=~"° ~� ° ° ° °°°° "=°° ° °°~°° ° ° °°%°°° ° ^ ° °°~° °°°°°° °° ° °°°°°° ° ° ° ° °° ° ° ° " °°°"=° of ° ~ °° ° ° ° ° °°°° Block Load 4.15 Page 2 of 4 System input Data Project Name: 19-0816 Residence for Ulvert -Andrade 101031201E Prepared by: ARPE Engineering, Inc. 08:18AN General Details: Air System Name: ..................... AC-1 Living / Dining Rm. Air System Type: .................. ............... Single Zone CAV Number of zones:................................................................_......1 SystemStartup: ............................................... ........................... 6 Duration of Operation:............................................................24 Central Cooling Coil Data: Used?: ...................... . ..... . ....................................................... YES Supply Air Temperature:...............................................1400.0 F Coil Bypass Factor :.................. ............0.100 ............................. o 0 0 000000 Central Heating Coil Data: ° 0 0 000 ° 0000 000000 Used?: ............... ................. .................................................... YES 000000 ° ° °O0O 00 o Supply Temperature: ......................_.-..............................110.0 F o 000000 0 o00000 Supply Fan Data: 0 0000 0000 o ° 0000000 Configuration :...................-..._....._. .. Draw-thru 0000 0 ° 0 0 0° Fan Performance: ....................... ........................................... in wg 000000 00 ° 0 0° 0 0 O 0 ° 0 0 00000 Ceiling Return Air Plenum Data: 000000 00 O 000000 Return Air Via: ................................................. Ducted Return 0 0 0 0000 ° ° 00 Zones Included: 0 ° 0 ° 0 ° 0 0 000000 0 0 0 0 0 0 00 0 00 0 0 00 0 000000 ° 0 0 o Living / Dining Rm. Area o 000 Thermostats Data: Cooling T-stat: Occ-............................................................. 75.0 F Cooling T-stat: Unocc:........................................................D5.0 F Heating T-stat: Occ:............................................. ...............72.0 F Heating T-stat Unocc:..... _... _........ ...................................60.0 F Safety Factors: . . '....' Cooling Sensible Safety Factor: ...... _... __............... _............ 0 % ' ' • , • • Cooling Latent Safety Factor:.................................................0 % Heating Safety Factor------------------------------- ° ...... •. .•...• •••• •••• • • •••• •••• ••••• • • • • • • • • • • • • • • •• •• • •••••• • • • •• • •••••• • • • ••9000 • • 00 0 • Block Load 4.15 Page 1 of 2 Air System Sizing Summary for AC-2 Bedroom Areas Project Name: e*a10Residence for ummrt Andrade 10103/20 Air System Information Air System Name: -....................... Ac-2Bedroom Areas Air System Type:. Single Zone CAV Sizing Calculation Information Central Total coil load: ---'--- -2.4 Tons Total coil |vau:..... ........... ................... -'.............. '2n.4 m8* Sensible coil mad:-- ...... ...... _-_-----'-2u.4 MB* Coil airflow: ...-__ 141 CFM Sensible heat ratio:... ........ 0.825 Area per unit loau:.-_-_--__---__-526.V apfVron Central Heating Coil Sizing Data Max coil load: ...--............ w0n Coil airflow: ............ ----_........... --_--J141 CFM Load per unit area: ......... ......... ............. ---_]0u BTV/(hpsoft) Supply Fan Sizing Data Actual max airflow; ........._-11*U CFm Standard airflow: ....... -__'-'---............. --11*0 CrM Actual max airflow per unit area: ............................--V.92 Cpm/sqft Outdoor Ventilation Air Data Design airflow:. .......... .......... --'_-_'-'--........ -V CFM Airflow per unit floor areo:,------ _---........... ............ n.0u CFM/sqft Space Sizing Data Number of Floor 1246.0 sqft Calculation method:.. Transfer Function Method Load occurs 1500 s p um.om5.4F Coil ADP: ................ ------'-_--.... ........ _...... w*.4 p Bypass Factor: 00 % Load occurs -oom Pto Ent D8/LvgDB: ......................... -........ _^_J17182.5 . � F ' ~ , Fan motor ^~ ~ 0,20 3HP Fan motor n.km Airflow per CFM/pemon Space Name Maximum Design Time of Peak Maximum Spac4 gQace Cooling Airflow Load Heating Floor *eFM/tqft ° ° °°°° Block Load 4.15 Page 3 of 4 System Design Load Summary for AC-2 Bedroom Areas Project Name., 19-0816 Residence for Ulvert - Andrade 10/0312019 Prepared by: ARPE Engineering, Inc. 08:18AM J;..... .. 'i. ., s31?ESTGN COOLING x....:.. .." .' `DESIGN HEATING 77 'Aug 91 F 77 F t esi neating ay i y� ( WB 46 38 6 F; Zono i odds based on TFM' : k i , ,; pefaTls , .Sepslble TUIhr . Lafent BTUIbr yQeta(Is ;§onsible w,4 $TU/hr Latent 8TU1h Window and Skylight Solar Loads 179 s ft 2742 179 s ft - Wall Transmission 862 s ft 2373 862 s ft 2624 - Roof Transmission 1246 s ft 1973 - 1246 s ft 972 - Window Transmission 179 s ft 2729 - 179 s ft 5083 Skylight Transmission 0 s ft 0 0 s ft o 00^ Door Loads 18 s ft 240 18 s ft ° ° 0446 0 r ° Floor Transmission 1246 s ft 0 - 1246 s ft ' ° ° ° ° L1929 v o , on Partitions/Ceilings 0 s ft 0 - 0 sgft o n o 0 0 0 0 Overhead Li2hting 1495 W 5102 0 W o�. 0 0 Electric E ui ment 1246 W1 4251 - 0 W "o r. n„° 0People 8 1840 960 0 „ _ 0 �lV 0 Infiltration 2152 4004 ° o3497 o v o ` , 1 Miscellaneous 0 0 V 0 °° ° 0 Safety Factor 0%/0% 0 0 0 o o v v o V 0 ° 0 »Total=torte.[:oads �' s 23401 ' 4964 �� 14551 — 0 ~' ��JO Thermostat and Pulldown Adjustment - -495 0 - ° ° -639 Plenum Wall Load 0% 0 0 ° 0 0 ° Plenum Roof Load 0% 0 - 0 0 Plenum Lighting Load 0% 0 - 0 0 - Ventilation Load 0 CFM 0 0 0 CFM 0 0 Supply Fan Load 1141 CFM 507 - 1141 CFM -507 >>TotalS steftf oafs" 23414 _. t..,i`s`�496A 13404 ^♦ Central Cooling Coil - 23414 4969 - 0 0 Central Heating Coil 0 13404 - ;—Total 13404 0 xey +r '<< r^lPosltive ° a ativevalues values are algJoads are hf `loads >� Positive values are htg A*dJ .....Negative �ialues are c�0 laipds DOOn00 b ° n >c0000 ,c°ouo L ocu0 O 0 0°oo 00000 O ° c 00000 0 00000 0 • 0 0 0 • . 0 a •0000 • 0 a 0 • . • 0 • • • 0 0 0 • . Block Load 4.15 Page 4 of 4 System Input Data Project Name: 19-0816 Residence for Ulvert - Andrade 10/03/201 S Prepared by: ARPE Engineerinp, Inc. 08:18AM General Details: Air System Name ............ ................. AC-2 Bedroom Areas Air System Type: ....... ....... .......................Single Zone CAV Numberof zones: ....................... . ............................................... I SystemStartup: ........................... ................... —.- ...................... 6 Duration of Operation, ............... ..... -........ _...................... ... 24 Central Cooling Coil Data: Used?* ........................................................ ............................ YES Supply Air Temperature:....................................................56.0 F Coil Bypass Factor: ................................. . ....................... 0.100 ° ° 0 00000 0 O 00 ° 000000 Central Heating Coil Data: no 0 0000 Used?......................................................................................YES 000000 ° °coon 00 0 Supply Temperature: .........................................................110.0 F o 0 00 0 00 0 0 n 0 0 0 0 Supply Fan Data: 00000c 00000 00oc0o O Configuration:._._....._._......................................_......Draw-thru 0000 ° 0000 0 0 0 o o Fan Performance:........._...................__...__......_...................0.60 in wg 1100000 00 0 0 0 00 °0 00 ° O o 00 00 CoilingReturn Air Plenum Data: o00000 O° ° 000000 Return Air Via: .................................................Ducted Return 0 0 0 o0 0 0 0 ° 000000 O 000000 Zones Included: 0 0 000 00 0 0 00 O 0 OO0000 O ..0- 0 O 6000 Thermostats Data: Cooling T-stat: Occ:.............................................................75.0 F Cooling T-stat: Unocc:.........................._....._......._._..._.......05.0 F Heating T-stat: Ocv.............................................................72.0 F Heating T-stat: Unocc:....................................................._.60.0 F •••• Safety Factors: • • 0000 000000 Cooling Sensible Safety Factor:............................................0 % "• ; •• Cooling Latent Safety Factor:.................................................0 % •' •,. • • " Heating Safety Factor ................ ............................. 0 %• • t : • " • • • • • • • • •••• •••• ••••• • • • • • • • • • • • • • Block Load 4.15 Page 2 of 2 STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL ,jVtA SYSTEM! � CONSTRUCTION PERMIT LUMBING PLANS Approved _ Date f)isapprove,cl -----D te_ CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: Carlos Andrade PROPERTY ADDRESS: 29 NE 102 St Miami, FL 33138 LOT: BLOCK: PROPERTY XD #: 11-3206-013-1650 SUBDIVISION: PERMIT # : 13-SC-2046748 APPLICATION #.- AP 1472744 DATE PAID: FEE PAID: RECEIPT #: DOCUMENT #: PR1349223 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER 64E-6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS T [ 1,050 ] GALLONS / GPD Seotic CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS].. __ K [ ] GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 HRS ••1r�s [ ] • • •••• •••••• • • • • D [ 500 j SQUARE FEET DF IN TRENCH CONFIGUR SYSTEM • • • • 0 • •+• •; ] SQUARE FEET / SYSTEM • • • � � • R • [ •••••• A TYPE SYSTEM: [X] STANDARD [ ] FILLED [ ] MOUND [ j ••••••• I CONFIGURATION: [XI TRENCH [ ] BED [ ] • • •_ _ • N •••••• • • ••••• F LOCATION OF BENCHMARK: C/L SE PROP LINE NE 102 ST 11.50' NGVD • • • • • • • • I ELEVATION OF PROPOSED SYSTEM SITE [ 1.20 ][ INCHES FT ][ABOVE BELOW BEiCKKAAK/REFERENCE POINT •• E BOTTOM OF DRAINFIELD TO BE • • • • [ 31.20 ] [INCHES FT ] [ABOVE BELOW BEACHMAItIC/REFt4NCF• POINT' � • • • • • • •• • • D FILL REQUIRED: [ 0.00] INCHES EXCAVATION REQUIRED: [ 72.00] INCHES •••••• O T H E R 1.- Invert elevation and Bottom of drainfield to be no less than 9.4' & 8.9' NGVD respectively 2.- The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance ;with s. 64E-6.013(3)(f) FAC. 3.- Install 500 sf. of drainfield in ....TRENCH... configuration. 4.- Install 42 " of slightly limited soil at the bottom of the drainfield. 5.- Install a 1050 gal. septic tank with and approved filter SPECIFICATIONS BY: Teresa J Solomon TITLE: Master Septic Tank Contractor APPROVED BY: TITLE: Engineering Specialist II Dade CHD ante X Gonzalez DATE ISSUED: 05/19/2020 DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC EXPIRATION DATE: 11/19/2021 Page I of 3 V 1.1.4 AP1472744 SE1298349 NOTICE OF RIGHTS A party whose substantial interest is affected by this order may petition for an administrative hearing pursuant to sections 120.569 and 120,57, Florida Statutes. Such proceedings are governed by Rule 28-106, Florida Administrative Code. A petition for administrative hearing must be in writing and must be received by the Agency Clerk for the Department, within twenty-one (21) days from the receipt of this order. The address of the Agency Clerk is 4052 Bald Cypress Way, BIN A-02, Tallahassee, Florida 32399. The Agency Clerk's facsimile number is 850-413-8743. Mediation is not available as an alternative remedy. Your failure to submit a petition for hearing within 21 days from receipt of this order will constitute a waiver of your right to an administrative hearing, and this order shall become a 'final order'. Should this order become a final order, a party who is adversely affected by it is entitled to judicial review pursuant to Section 120.68, Florida Statutes. Review proceedings are governed by the Florida Rules of Appellate Procedure. Such proceedings may be commenced by filing one copy of a Notice of Appeal with the Agency Clerk of the Department of Health and a second copy, accompanied by the filing fees required by law, with the Court of Appeal in the appropriate District Court. The notice must be filed within 30 days of rendition of the final order. •••• •••• • • •••• •••• ••••• + • • •• • •••••• . . ... .. . • ••. • ... .. .. .. . . . • • • . . .•• • • • • ... RHEEM SALES CE)MPAN.Y,;INC. WIND LOAD CERTIFICATION OF MECHANICAL UNIT CABINETROY AD STEEt/ALtJr?INUIaI-ME-LSOWN CLIPS: AT GRADE MOUNTED APPLICATIONS STRUCTURE BY OTHERS, TYP. ?g �S Fry M 4 . . S� L I ` xxx 2 G wf SIM. TO )BUI x ON OPP. FACE z m �1 7 SIM. TO (A) BUT ON OPP. FACE STRUCTURE BY D B OTHERS, TYP. CONTROL BOX MECHANICAL UNIT z MECHANICAL UNIT 1 M.T.S. FRONT ISOMETRIC 1 N.T.S. BACK ISOMETRIC THESE ISOMETRICS ARE INTENDED FOR PRODUCT REVISED DTAGRAMMATICAL PURPOSES ONLY; ALTERNATE E. as complying with th. Florida UNITS MAY VARY IN APPEARANCE Building Cod• NOA-No 18 0719 07 ANCHOR PE0. log TEEO)TYP.UNIT BASE PAN SCHEDULE 3000 PSI MIN: CONCRETE BY OTHERS, TYP. _ (2)-x10 SMS PER BRACKET, TYP. CORNER POST STEEL) �D UNIT BASE PAN OQ Q & Q ARE SIM AND OCCUR ON OPP. FACTS 3 TIE -DOWN BRACKETS 1 N.T.S. ELEVATION ANCHOR SCHEDULE: SUBSTRATE DESCRIPTION CONCRETE: (1)-1141'0 STAINLESS STEEL ITW BUILDEX TAPCON, (4" THICK MIN, 13/a" FULL EMBED TO CONCRETE, 2%" MIN. EDGE 3000 PSI MIN.) DISTANCE, 3" MIN. SPACING TO ANY ADJACENT ANCHOR. 3NTERNAL POST Expiration DmAv0=5/2021 ADJACENT TO CONTROL BOX B (0. 30—STEEL) Miami Product Control UNIT BASE PAN CLIP OFFSE7DIMENSIOI i 1 1.000" • • 0.750" •K71- . . . • • • l.zsD 00 00 0a o 0� 0.306' 0 TYP 0 0 0 f—T 1.000" TIE -DOWN BRACKET MIAMI TECH CLIP: 14GA (0.07') ASTM A653 Fu=90 KSI STEEL (CUMB) OR 0.080" 5052-H32 ALUMINUM (CUTDAB), MIAMII TECH KIT • RRCUTDSMK OR RRCUTDASMK ' '•"` """ DATUM FACE 4 TIE —DOWN BRACKET LAYOUT 1 N.T.S. PLAN TIE —DOWN BRACKET OFFSETS: DIM, L 4.50" MAX OFFSET FROM DATUM FACE DIM. 2 24.50" MIN OFFSET FROM DATUM FACE DIM. 7 25.25' MIN OFFSET FROM DATUM FACE DIM. 4 13" MAX OFFSET FROM DATUM FACE APPROVED DESIGN I ASCE 7-10 Vult=175 MPH (Vwd-136 MPH), EXPOSURE'W, CRITERIA: AT GRADE INSTALLATION ONLY, DESIGN NOTES: THIS SYSTEM HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7-10 AND THE FLOR 0A BUILDING CODE SIXTH EDITION (2017) FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. THE DESIGN CRITERIA CONSIDERS ASCE 7-10 SECTION 29.4.1 FOR "OTHER STRUCTURES - SOLID FREESTANDING WALLS' INSTALLATIONS AT GRADE. ALL DESIGN VARIABLES ARE IN ACCORDANCE WITH ASCE 7-10 CHAPTERS 26 & 29. . GENERAL WITH THE REQUIREMENTS H THE E FABRICATED BUILDING o 1. 'THIS. SYSTEM HAS BEEN DESIGNED AND�SHALL 8E FABRIGTiO IN e gyp,. .SIXTH EDITION (2017) & ASCE 7-20. THIS SYSTEM MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE.. THIS DESIGN IS MDT INTENDED TO CERTIFY IMPACT RESISTANCE OF THE MECHANICAL UNIT . CABINETRY. - o 2. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE.. DESIGN OF THIS SYSTEM. ° 3. DESIGN & CERTIFICATION OF THE UNIT CABINETRY IS APPROVED THROUGH TEST REPORT*0323.01-1S BY AMERICAN TEST LAB OF SOUTH FLORIDA, 0 0 4. ALL DIMENSIONS AND THE MINIMUM WEIGHT (120 LB MINIMUM) OF MECHANICAL UNIT SHALL CONFORM TO LIMITATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS (CLEAR SPACE, TONNAGE, ETC.) SHALL I£E AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS ° RESPONSIBILITY OF THE CONTRACTOR. S. TAPCONS REFERRED TO HEREIN SHALL BE ITW BUILDEX BRAND, ASTM F593 410 STAINLESS STEEL OR EQUIVALENT ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR REQUIREMENTS. ALL SHEET METAL SCREWS USED TO FASTEN BRACKETS TO MECHANICAL UNITS SHALL BE Y10 (14 MIN THREADS PER INCH) ASTM F593 410 STAINLESS STEEL OR EQUIVALENT ONLY. PROVIDE (5) PITCHES MINIMUM PAST THE THREAD PLANE FOR SHEET METAL SCREWS. ALL FASTENERS SHALL HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS. 6. ALL CONCRETE SPECIFIED HEREIN IS NOT PART OF THIS CERTIFICATION. AS A MINIMUM, ALL CONCRETE SHALL BE STRUCTURAL CONCRETE 4" MIN. TH[CK AND SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. 7. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. B. ELECTRICAL GROUND, WHEN REQUIRED, TO BE DESIGNED & INSTALLED BY OTHERS, 9, THE ADEQUACY OF ANY EXISTING STRUCTURE TO WITHSTAND SUPERIMPOSED LOADS SHALL BE VERIFIED BY THE ONSITE DESIGN PROFESSIONAL AND IS NOT INCLUDED IN THIS CERTIFICATION.EXCEFT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. 10. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CONJUNCTION WITH THIS DOCUMENT. 11. WATER -TIGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND INSTALLATION OF STRUCTURE PROPOSED HEREIN. THIS ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WATER -TIGHTNESS SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. 12. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE Vult WIND SPEEDS USED IN THIS DOCUMENT, SEE SECTION 26.7.3 OF ASCE 7-10. ON .a • F M 'AD4 'LLM W ia w o�Ur. aR, `sa W o� 115-2543GA K . . ... . . . ... .. .. . . . .. .. . • . . ....... .... RHEEM SAE-ESCOMPANYANC. WIND LOAD CERTIFICATION OF MECHANICAL UNIT CABINETb APMD STEEL�'A b;ffNUMTIE-DOWN CLIPS: AT GRADE MOUNTED CONCRETE SUPPORTING i 11,000, 4 • • •• ••• 1 � • • • • • • • 0.750° On: _WTpSN>� Gry�,• • • • • • • • 1.250 , � 0 0 d �. SIM. TO �l BUT, Q, SIM. TO (Al BUT ON OPP. FACE ?'^ ON OPP. FACE O 0 0 A � 0 0.306° 0 0 TYP OCONC SUPPORTING- 0 STRUCTURE BY STRUCTURE BY D OTHERS, TYP. 13 OTHERS, TYR CONTROL BOX %1 MECHANICAL UNIT 2 MECHANICAL UNIT _ 1 r1.000" 1 N.T.S. FRONT ISOMETRIC 1 N.T.S. BACK ISOMETRIC 'TIE-D.OWN THESE ISOMETRICS ARE INTENDED FOR BRACKET (2)-#10 SMS PER BRACKET FOR UNITS DIAGRAMMATICAL PURPOSES ONLY; ALTERNATE RHEEM MIAMI TECH CLIP: 14GA (0.07) UP TO 35" TALL, (3)-#10 SMS PER UNITS MAY VARY IN APPEARANCE' ASTM A653 Fu+90 KSI STEEL BRACKET FOR UNITS UP TO 39" TALL --(CUT08) OR 0, 080" SOS2-H32 (ONLY (2) SMS SHOWN BELOW) 'ALUMINUM (CUTDA8), MIAMI INTERNAL POST TECH KIT # RRCUTDSMK OR AD]ACE- T. - RRCUTDASMK Mjj ffp�CONTROL BOX OUVER (0.130" STEEL) y( (0.130" Y �8 Po1T 0� STEEL), (0.190" 00 �aPANBASUNIT 7YP. STEEL) UPAN BASE ANCHOR PER U SCHEDULE 3D00 PSI MIN. CONCRETE BY OTHERS, TYP. © ®&•T C 1 O AQ & © ARE SIM AND OCCUR ON OPP.FACES 3 TIE -DOWN BRACKETS ], N.T.S. ELEVATION 4 ANCHOR SCHEDULE: SUBSTRATE I DESCRIPTION A � CONCRETE: (1)-1/4"0 STAINLESS STEEL ITW BUILDEX TAPCON, • (4" THICK MIN, 1'/•° FULL EMBED TO CONCRETE, 2'5" MIN. EDGE 3 3000 PSI MIN.) DISTANCE, 3" MIN. SPACING TO ANY ADJACENT '----------. ----------- ANCHOR. ----- UNIT BASE PAN CFROLIP OFFSET. DIMENSION SHALL,�,,,- I ,I /' _ _D1x_,_ BE TAKEN M THIS SIDE ONLY DATUM FACE 4 TIE -DOWN BRACKET LAYOUT 1 N.T.S. PLAN TIE -DOWN BRACKET OFFSETS: DIM. 1 4.50" MAX OFFSET FROM DATUM FACE DIM. 2 28.D0" MIN OFFSET FROM DATUM FACE DIM. 3 29.00' MIN OFFSET FROM DATUM FACE DIM. 4 13.00" MAX OFFSET FROM DATUM FACE P.E. _ LY : Iyp P � ownsio, rt = -13 �i F$S ►rsa�iow AY SWIIQaIIIra Q YI L'J c ry g• W BE [� w�� e, Wry -CA „e Z(U w°=I�€ 0000 ('a SsQ W s8a Z 0MI •ee W o•�W�• °° ° ° wwa;3�I• .o W W Lj ° N V c m o v i W o gS�q o ir9 U3LU p ,q PRODUCT REVISED m^R1GH�r 1NeT11MG�r" 15-2543GB as complying with the Florida Building Code NOA-No. 18-0719.07 sr tM Ur SS NOT; or7 Expiratlon Da 02/2512021 BY— L//^7/7 - Mlaml-Da a rotluct Control (� . . ... . . . ... .... . ...... . . ....... .... e�Rm R H E E M SA. M C6M'PA N.Y • • I C. MUNKLOoo,r.L WIND LOAD CERTIFICATION OF MECHANICAL UNIT CABINETWAAD STEEkjAOMINUh1•TIE-DOWN CLIPS: AT GRADE MOUNTED APPLICATIONSqjlEt00 4 • • • • • • •�� 1 UNM • • • • • 0.750" 5 to 351g EM �y5" M ,�!• �S� E; ��yH • • • • 000 �35 O X , �^ ® SIM. TO CC) BUT = in ON OPP. FACE �^ SIM. TO (6) BUT O j ON OPP. FACE 00 0 ® � C 0 m 0.306' O CONCRETE CONCRETE TYP. O SUPPORTING SUPPORTING O TRUCTURE BY STRUCTURE BY D 0 OTHERS, TYP. B OTHERS, TYP, CONTROL BOX 1 MECHANICAL UNIT 2 MECHANICAL UNIT 1 N.T.S. FRONT ISOMETRIC 1 N.T.S. BACK ISOMETRIC Y—i1.OD0" TIE DOWN THESE ISOMETRICS ARE INTENDED FOR BRACKET DIAGRAMMATICAL PURPOSES ONLY; ALTERNATE RHEEM UNITS MAY VARY IN APPEARANCE MIAMI TECH CLIP: 14GA (0.07") ASTM A6S3 Fu=9D KSI STEEL (CUTD8) OR 0.080" 5052-H32 (2)-510 INTERNAL POST EMS PER ALUMINUM (CUTDAB), MIAMI TECH KIT # RRCUTDSMK OR R& BRACKET, ADJACENT TO CONTROL BOX RRCUTDASMK OUVER NP• (0.13D" STEEL) ANCHOR PER SCHEDULE ' 8 STET1 STEEL , ) ' TYR (0.190- 0� STEEL) 0� UNIT BASE PAN QO Q0 PAN BASE �0 00 UNIT BASE PAN Q 3000 PSI MIN - e CONCRETE BY OTHERS, TYP. © O&© O QA Ik C ARE SIM AND OCCUR ON OPP. FACES s TIE -DOWN BRACKETS 1 N.T.S. ELEVATION ANCHOR SCHEDULE: SUBSTRATE DESCRIPTION CONCRETE: (1)-1/4.0 STAINLESS STEEL ITW BUILDEX TAPCON, (4" THICK MIN, 1%/ FULL EMBED TO CONCRETE, 2%" MIN. EDGE 3000 PSI MIN.) DISTANCE, 3" MIN. SPACING TO ANY ADJACENT ANCHOR, CLIP OFFSET DIMENSION SHALL _ .-., "/ BE TAKEN FROMYHIS SIDE ONLY DATUM FACE 4 TIE -DOWN BRACKET LAYOUT 1 N.T.S. PLAN TIE -DOWN BRACKET OFFSETS: DIM. 1 4.50" MAX OFFSET FROM DATUM FACE DIM, 2 30.00" MIN OFFSET FROM DATUM FACE DIM. 3 31.00" MIN OFFSET FROM DATUM FACE DIM. 4 13.00" MAX OFFSET FROM DATUM FACE ' -0 "• Ir u .40 Klx.,u,x w i� �C`S ntcru aexi i �000r o' VG dLn (� W QQ J¢i u I z W g Ce iAp a Rc bu v @ 1 6 PRODUCT REVISED 9 wrruc"r exaxeeuxa eurrss 15-2543GC as eoM 1 In with the Florida od: :10A-No. NOA-No. 1 &0719.07 ALL`' NTS UNLESS NQIE a Enpiratlon 13102/25/2021 By QMiami -Da roO—t Control Ni ( S ANCHORPER SCHEDULE (t 3000 PSI MIN. 2 CONCRETE BY OTHERS, TYP. . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . ....... .... MECHANICAL UNIT z MECHANICAL UNIT N.T.S. FRONT ISOMETRIC 1 N.T.S. BACK ISOMETRIC THESE ISOMETRICS ARE INTENDED FOR DIAGRAMMATICAL PURPOSES ONLY, ALTERNATE RHEEM UNITS MAY VARY IN APPEARANCE (4)-510 NTERNAL POST SMS PER AWACENT TO BRACKET, CONTROL BOX OLIVER Q TYR (0.130" STEEL) gCPANEL-, CORNER (0.130- _ �B POST 0 UNIT BASE STEEL), 8 (0.190- TYR 8� STEEL) (� NIT BASE UNIT BASE Q 4N PAN T- -pl PAN QA B (D ARE SIM AND OCCUR ON OPP.FACES 3 TIE -DOWN BRACKETS 1 N.T.S. ELEVATION 1 ANCHnR SCHFn 11 F• O SUBSTRATE 'DESCRIPTION CONCRETE: CARBON STEEL SIMPSON STRONG BOLT 2, IV° MN EMBED TO (4' THICK Mlll CONCRETE, 3' MIN. EDGE DISTANCE, 3- MIN. SPACING TO ANY ADIACENT ANCHOR. 3000 PSI MIN.) (1)-1/4'0 CARBON STEEL POWERS WEDGE BOLT+, 2Yj' M[N EMBED TO CONCRETE, 3' MIN. EDGE DISTANCE, 3' MIN. SPACING TO ANY AOIACENT ANCHOR. ANCHOR PROM THIS SCMEDUIE MAY BE USED ^ INSTALLATION nun —'—' TIE -DOWN BRACKET MIAMI TECH CLIP: 14GA (0.07-) ASTM A653 FU-90 KSI STEEL (CUTDIO) OR 0.060" 5052-H32 ALUMINUM (CUTDAIO), MIAMI TECH KIT 8 RRCUTDLK OR RRCUIDALK ry m DIM.1I I ,/ 1 CONTROL CLIP OFFSET DIMENSION SHALL _� as OX BE TAKEN FROM THIS SIDE ONLY DATUM FACE 4 TIE -DOWN BRACKET LAYOUT 1 N.T.S. PLAN TIE -DOWN BRACKET OFFSETS: DIM. 1 4.50" MAX OFFSET FROM DATUM FACE DIM. 2 30.00" MIN OFFSET FROM DATUM FACE DIM. 3 T31.00" MIN OFFSET FROM DATUM FACE DIM. 4 13.00' MAX OFFSET FROM DATUM FACE 11I L BBNNMDO, P.E.EG•9 Fen DaATISN, r.E - 2l ' ST �S s I -FTb= A. N O ii�.., m 0 L a HE 21 oo.R Z11L �a¢w g Lu WKSo ELa�o V�d� �o g m Lu B C i � PRODUCT REVISED as Dom 1ni with the Florida Bulldinp CCodde cnmuorn rxoNnuxc exnuss• NOA-No. 18.0719.0T 15-2543GD Expiradon Dasp 02/25/2021 aGlal Mrs UNLESS NOTED By—PY a a Niami-0 d Product ConhD . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . ....... .... RHEEM SALkS C. S)MPAIqV,:INC4 WIND LOAD CERTIFICATION OF MECHANICAL UNIT CA'QI'NMTRY AW S-%EL 1'd&CAN CLIPS: ROOF MOUNTED APPLICATIONS EXPLODED VIEW UNIT DTH 29.76^ CONTROL IBox i 90'U"W ID'(M470 LON0 (LIH) ALUM"�Y-c i ALUMNW ANGLES WON LENGTH CENTER® P.FFENDKXI=1 I SUPPORTNOf.E I I j ATTACHANGLESTOFRALE WITH(1)%'O THRUBDLTS WITH WASHER&NGr ATTHE INTERFACE BETWEEN ANGLE AND FRAME(TOTALOFM) SOLTS WILL REUSED) SUPPORTFRAME (BY OTHERS) TYF UNI . •. i • 00- • • • • • • 1 0.313 NO E � SEE D6TAXU7 (MIN) �40'(MA1p I 00.313' ATTACH ANGLES TO ClEM h10LE 0R R EWRN (Iy4/ I 2'x1'1d('z30"(MIM))• THRUBOLTS, TYP. 40•(MAx) LONG (10 - ALUMNUMANGLE CENTERED ABOUT zD.Dm SUPPORTFRAME,TYP. all T+PORTFRAME(BV CENTERTO CENTER MOUNT EXPLODED VIEW OTHERS),TN, jC 1 N.T.S. FRONTISOMETIC THESE 111) iiiCS ARE INTENDED FOR 3 SUPPORT ANGLE DLAGRNAMATICAL PURPOSES ONLY. ALTERNATE RHEEM UNITS LISTED VARY IN APPEARANCE 1 N,T.S. ELEVATION INTERNAL PUSTB IS) nO SINS PCR CONTROL BOX CUP. TYP. (GiW'STEEL) D C A B Y'O THRU BOLT CORNER I ? CORNER WITHWASHERA 1 POST 1 P03T NUT FASTENNG T (0.190' vw CUPS TO - _ OTEEL - __ - AWN UM 9UPPoRi mAAIE STEEL) ANGLE rM. (� 2Y14X'X30'(MN)-4P(MAp IDNG OTHETiS)NOT 9HOWN AWUT U SUPPORT ANI CENTER® FORCURIIY TYP. ABOUT SUPPORT FRAME,'IYP. a TIE -DOWN CLIP ATTACHMENTS 1. N.T.S. ELEVATIONS 2'k1 Yilff' X 301MIN1-401MAX) LONG al� CLIB N m S l 'a TDIM. lI I o ,.�-- TIE-DOWN CLIP OFFSETS: DIN, 1 4.50" MAX OFFSET FROM DATUM FADE DIM. 2 -.50" MIN OFFSET FROM DATUM FACE DIM. 3 25.25" MIN OFFSET FROM DATUM FACE SUPPORT DIM, 4 L3' MAX OFFSET FROM DATUM FACE FRAME (BY OTHERS), TYP. 3/8'0 THRU BOLT WITH WASHERS S. NUT CLIP OFFSET DIMENSION SHALL" b__ ) I \ 5; { BQL FASTENING ANGLE TO BE TAKE FROMTHZi MIOEONLT DATUM FACE BOX SUPPORTING FRAME. s TIE -DOWN CLIP LAYOUT 1 N.T.S. NOTE UMT SHALL BE CBQIFRED PLAN ABOUT THE 2O" RAIL TD RAIL SUPPORTING FRAME (BY OTHERS) 00 00 O 0 LDar Din PEFERFNCE U I -> INTO IE- TIE-DOWIN_ CLIP MIAMI TECH CUP: I4GA tun ABTM—Fl o KSI ME (CUIDIO). MIAMI TECH KIT# RRCUTD33K PRODUCT REVISED a• ildlagCDomplylnB with the Florida Buods NOA-No. 18-0719.07 Expil•tion0212512021 By 11111—V-Da(l Product Coot - APPROVED DESIGN CRITERIA: APPROVED DESIGN 200 PSF LATERA CRITERIA: WIND LOAD , WIND LOAD CONCURREN" DESIGN NOTES: STIE-SPECIFIC PRESSURE REQUIREMENTS AS DETERMINED IN ACCORDANCE WITH ASCE 7-10 AND CHAPTER 16 OF THE FLORIDA BUILDING CODE SHALL BE LESS THAN OR EQUAL TO THE DESIGN PRESSURE CAPACITY VALUES LISTED HEREIN FOR ANY ASSEMBLY AS SHOWN. DI'SIGN PRESSURE REQUIREMENTS SHALL BE DETERMINED BJ A REGISTERED DESIGN PROFESSIONAL ON A JOB -SPECIFIC BASIS IN ACCORDANCE < WITH THE GOVERNING CODE, e o 1 GENERAL NOTES: 1. THIS SYSTEM HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE n WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE SIXTH EDITION o (2017). THIS SYSTEM MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. THIS DESIGN IS NOT INTENDED TO CERTIFY IMPACT RESISTANCE OF THE MECHANICAL UNIT CABINETRY. • o 2. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 3. DESIGN & CERTIFICATION OF THE UNIT CABINETRY IS APPROVED THROUGH TEST 323 REPORTB0.D1-15 BY AMERICAN TEST LAB OF SOUTH FLORIDA. 4. ALL DIMENSIONS AND THE MINIMUM WEIGHT (120 LB MINIMUM) OF MECHANICAL UNIT SHALL CONFORM TO LIMITATIONS STATED HEREIN, ALL MECHANICAL SPECIFICATIONS (CLEAR SPACE, TONNAGE, ETC.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. S. ALL SHEET METAL SCREWS USED TO FASTEN CLIPS TO MECHANICAL UNITS SHALL BE •10 (14 MIN THREADS PER INCH) GRADE 5 STEEL OR EQUIVALENT ONLY. BOLTS USED TO FASTEN ALUMINUM ANGLES TO SUPPORTING FRAME (BY OTHERS) SHALL BE ASTM F593 410 STAINLESS STEEL OR EQUIVALENT AND SHALL UTILIZE SAE GRADE WASHERS & NUTS. PROVIDE (5) PITCHES MINIMUM PAST THE THREAD PLANE FOR SHEET METAL SCREWS. ALL FASTENERS SHALL HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS. ALL FASTENER CONNECTIONS TO ALUMINUM SHALL PROVIDE &DIAMETER EDGE DISTANCE. 6. ALUMINUM ANGLES SPECIFIED HEREIN SHALL BE 6061-T6 ALUMINUM ONLY. 7. CONNECTIONS TO THE SUPPORTING FRAME (BY OTHERS) CONSIDER FRAME MEMBER THAT IS 6061-T6 MIN ALUMINUM WITH A MINIMUM 0.094, THICK FLANGE AT ATTACHMENT POINT. PERFORMANCE OF THE RAIL AS A STRUCTURAL MEMBER TO SUPPORT THE UNIT ASSEMBLY SHALL BE PER SEPARATE CERTIFICATION. 8. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. 9. ELECTRICAL GROUND, WHEN REWIRED, TO BE DESIGNED & INSTALLED BY OTHERS. 10. THE ADEQUACY OF ANY EXISTING STRUCTURE TO WITHSTAND SUPERIMPOSED LOADS SHALL BE VERIFIED BY THE ONSITE DESIGN PROFESSIONAL AND IS NOT INCLUDED IN THIS CERTIFICATION.EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. il. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM THE CONOITIONS DEAILED HEREIN, A LICENSED ENGINEER OR REGISTERED ITE ARCHITECT SHALL PREPARE SSPECIFIC DOCUMENTS FOR USE IN CONJUNCTION WITH THIS DOCUMENT. 12. WATER -TIGHTNESS OF EXISTING MOST SUBSTRATE SHALL BETHE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND INSTALLATION OF STRUCTURE PROPOSED HEREIN. THIS ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WATEA-TIGHTNESS SHALL BE THE FULL RESPONSIBUITY OF THE INSTALLING CONTRACTOR 0 ° °°° � 2 ® �¢F�o gz� b Z W U3 s < � I ZO S � m Lu o E Lu � d ., 115-2564RE I M5 • • • • • • • • • • RHEEM SA•EES-* C • M AID NC. , WIND LOAD CERTIFICATION OF MECHANICAL UNIT CAMNE TRY ANjD* S•T�PL -r: j,DMVN CLIPS: ROOF MOUNTED APPLICATIO�F EN ExPLooeovlEw unrtuNR500 ' Lt. NoPE004 WIDTH 33.75' LENGTH 33.73• • • • • t • • • • • _ l�C T- • w • • •' • • ' � •.• STATc UNIT HEIG HOLE ON) 3V MAX F-, ) SOPPORTFRA E- (BY OTHERS), TYP 1 MOUNT EXPLODED VIEW t / N.T.S. FRONT ISOMETRIC �/ OTTEiNAL THESE ISOMETRICS ARE POST BY INTENDEDFOR CONTROL ONOFNMMATCAL PURPOSES BOX (0.130• sTEEL) ISEEOETAR.A v z MOUNT ISOMETRIC VIEW FRONT ISO / BACK ISO C s SUPPORT ANGLE 1 N.T.S. ELEVATION a TIE -DOWN CLIP ATTACHMENTS . ELEVATIONS A30TMI I)ALMNUM ANGLE CENTERED ABOUT SUPPORT FRAME, - TYP. ,,�,.:,...n,....-..—�.�,.N.:.,T-.,S. �'' 4 TIE -DOWN CLIP OFFSETS: T ________ _______ W M. 1 4.50" MA% O OM DATUM FACE p CLIPS- -SUPPORT DIM. Z DIM. 3 28.00' MIN OFFSET FROM DATUM FACE 29.00` MIN OFFSET FROM DATUM FACE y FRAME DIM. 4 13.D0" MM OFFSET FROM DATUM FACE N N rn LIF@D OTHERS), TYP. ), 0 Q < 1_CLLA °I DIM. 1 $ _ - �/B•I3 Tnau BOLT WITH wnsrlNINERS i IJT CLIP OFFSET DIMENSION SHALL � TAKE'N PROM mis TIDE ONLY ANGLE CONj,R(LL FASTENING ANGLE TO DATUM FACE BOX SUPPORTING FRAME. 5 TIE -DOWN CLIP LAYOUT NOTE UNIT SHALL BE CENTERED ABOUT THE 20' RUL TO MIL N.T.S. 1 PLAN SUPPORTING FRAW(BY OTHERS) 14.00" REFERENCE TIE -DOWN CLIP MIAMI TECH CLP:I2GA to.03") ASTMA6S3Fu-%KSI STEEL (CUT0141, MIAMI TECH M F RRCUT034K PRODUCT REVISED as "nipith the Florida Building CDO. NOA-No. 1"TI9.07 Explration D • 02/25/2021 By Miamiredo Pr act Control m u uj Vi"Mcz ZW v� vu�1 t9c ZLu X��tm 00 00 •'IRT° OLU o o W oTp � "'I yQa In E o �j -1aa C q3 f a L o m a J L � a `I A t E 115-2564RE I 0 . . . . . . . . . . . . ... . . . . .. . RHEEM S4h�S•CQVFANY,:IN. Ce INip 00{65{_NARUO, P6 tL pR0 ._ .• t WIND LOAD CERTIFICATION OF MECHANICAL UNIT CASAaRY AMOS&EL T�E•DO�N CLIPS: ROOF MOUNTED APPLICATIO E 0 ExPLoceovrtw LINT ':UNIT �ro 4.:• NoPE004 r�DwA� o,P.1 Wg ` Te• 1ENGM 36'T • • • • • • • 1 `v • • • • • • y * nl Dos THESE ISO —ICE ARE • • • •.TaD• • • " ��t •' DNA IIL9M! UDENDED FOR • • Is •t 5U : rO STATE .N SHgT 1, tias DIA(iYaAWATCAL PURPOSES • • 1 • • • i r(�(� '•, F(()(pp ADIefALLY ONLY.ALTERNATE RHEEM UNIT • • • • •• `51 ..... �. TLKALLMOWN MAYVARYINAPPEARANCIE THIS �HINT UNTHFIGHT HOLE /,,IONA IIULLNc`tenlIs o` 51' MAX O O=& SIDNATIIIE DN smarr, 1 ADD(2)#IUX EEDETAO-44 EE DEFALNt O OILTRB SIEtT DOES MOf BTAINIESS STEEL SCREWS DRNTAd M dtal@A'! p TOCONTROLBOXCOVFU2SIDES OIUU9 AL s��`sm, (4S•-51' TALL MODEIS ONLY) O O S /?� (2 �><31Ui'=3C•(MIN)- B O.feTP CE 40'(M4X)LONG D 2 MOUNT ISOMETRI VIEW 0 W �--� AWMWVMANGLESWRH D° W LENGTH CENTERED _. 1 N.T.S. FRONT ISC / BACK ISO O ...... O 0 PERPENNGUEST TO U I SUPPORTING FRAME ° tkQ W" 0 3IP M -40' MAX) G 0.31Yfd 14D3• o ((TItt TT�3 O<<L EDq M , I ATTACHANGLESTO FRAME ( � ( O o o ° o o UAL OO ,g RL i = WRH(t}i1'GTHRUSOLTS I CIENU,NCE O REFERENCE °OOo z�1I�'.IM1�. qY* (Q, WRH WASHERBNUTATTHE ATTACH ANGLES TO FRAME WOH HOLE OR WLI.I NPF1 Rp LI I INTERFACE BETWEEN ANGLE (1)�'GTHRUBOLTS. ME I 373Y)i' xr(MW)- SLOT O ° V.UW -0 ANOFRAME(TOTALOF(4) GENERAL NOTES POR 4011MAX)LONG 0 UL BOLTS WILL BE USED) ADDITIONALREINFORCING PLATE ALUMINUM ANGLE O o0 0 C°c!g zT° USED AT THIS LOCATION, TYP. CFJi1EREDABOUT D "`LLL W t 'b SVPPORT FRAME{W �. SUPPORT FRAME. TYR OTHERS).TYP. MIN44UM SUPPORTFRAME 6CEMERTO CENTER 0.3D6 OF O (BYOTHER61, 7YP. 1 O 1 MOUNT EXPLODED VIEW 3 SUPPORT ANGLE °° N.T.S. FRONT ISOMETRIC �(yJI Z0000 o ,Q 1 1 N.T.S. ELEVATION 'T�}, 03De3' >- {T INTERNAL `� lU' z = r-4T1 ' I (/) *10 SMS PER G¢. m Q a Z " BOX I�3O01' CUP, TYP. ('J aM i STEEL) p A 0 0 0< o I I if 1 C B D F5 W jI s :/i O r r 1_ W Z Q V NNri1 z CORNER �I CORNER 1Da' IF Q 4nW�' `J I Post 1 v WITH WKSTHRHERRBOLi ' r (ate) 4 (0.13V TIE -DOWN CLIP w c o MH FASTENING CLIPSTO W ALUMINUM SUPPORT FRAME (B1' 3'x3YJP%30'((MW)-40'(IMX) NG MIAMI TECH CUP:I2GA = ~ E AHOLE, TYP. O1HER6)NOT SHOWN ALUMNUMA<1GLE CENTERED ABOUT (D.09.1 ASRp A653 Fw90 LCSI FOR CLARrtY T1'P. SUPPORT FMME.TYP. STEEL (CUTDf{),MWI 4 TIE -DOWN CLIP ATTACHMENTS "°" T'I"""°'• ; o ' 3k3"X110'x S0'(WN)•4DTMUQLONG 1, N.r.s, eLEtinnoxs ALUMINUM ANGLE CENTERED ABOUT _��•,`- suPPoarFMnTFTYP. "�""`�., TIE -DOWN CLIP OFFSETS: Zi ' DIM.1 4.50- MAX OFFSET FROM DATUM FACE p! S DIM. 2 30.OD' MIN OFFSET FROM DATUM FACE �7D CLI B > P© D1N. 3 31.00" MIN OFFSET FROM DATUM FACE L° TSXs SUPPORT DIM. 4 13.00' MAX OFFSET FROM DATUM FACE y N m U OTIiFFAE0.5), TYP. 0.125 T C r— 0.216" 1'x3"x%' REINFORCEMENT 2 ' E ry C O MIN. _ PLATEATT"E UNDERSIDEOF I!C THE FLANGE FOR AN PRODUCT REVISED 3/S"0 THRU BOLT WITH O•s eompiving with the floridaWASHERS a NUT SUPPORTING OF 0.216"MIN, TYP. BNPOFFSET DIMENSION SHALL QIfQIOL FASTENING ANGLE TO (BY OTHERS), TYp. NDA-NO. 18-0719.07 15-2564RE BE TAKEN FROM THIS SIDE ONLY DATUM FACE BOX SUPPORTING FRAME. 5 TIE -DOWN CLIP LAYOUT 6 REINFORCING PLATE Expiration Dat 02/25/2021 SIDIUM NTS UNLESS NOTED DP 1 6" = 1'•0' SECTION By 7 1 N.T.S. NOTE: UNIT SHALL ACENTERED PLAN 1 ABOUTT THE 20'MILTO MIL Miamt-D ro uet en r{-ol— SUPPORTING FRAME (BY OTHERS) A �. MIAMF ADE MIAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidadLgov/Scgnomy Rheem Sales Company, Inc. 5600 Old Greenwood Rd. Fort Smith, AR 72917 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 ols , du or material tested for quality assurance purposes. If this product or material fails to perform°i,►°tneiccepte4 °manner, the ° ° ° o ° manufacturer will incur the expense of such testing and the AHJ may immediately revoke, =dt f~ ,or susp%ttlsr use of 00 such product or material within their jurisdiction. RER reserves the right to revoke this acceFtar'oe� if it is determined by° ° ° ° ° Miami Dade County Product Control Section that this product or material fails to meet ke requireJgenjs of tha° ° o 0 o applicable building code. ° ° e ° e ° 000° ° o e0000 This product is approved as described herein, and has been designed to comply with° thz Florida Bggdjpg Code o ° ° ° including the High Velocity Hurricane Zone o o ° ° ,00000 ° ° . o G 000 RR!•�l�oo DESCRIPTION. Mechan�caI Unit Steel and Aluminum Tie -Down Cliff t%�4rad��adr Rooftop•, ° _. r ° % ... Applications 00 ° APPROVAL DOCUMENT. Drawing No. 15-2543GA through 15-2543GD aaaAI~2564R�, f#Sd )Nti4eq o Load Certification of Mechanical Unit Cabinetry and Steel/ Aluminum Tie -Down 4 Ito: At QW4aid RQgJ Mounted Applications", sheets 1 through 7 of 7, dated 05/14/2015, revised o09 q l2/20`1�$;'pr0 pared M . e' Engineering Express, signed and sealed by Frank L. Bennardo, P.E. on 07/17/201 E,05Hring L 9 M6d-Dade+ • 0 • County Product Control revision stamp with the Notice of Acceptance number°dn$ expiration date by the • Miami -Dade County Product Control Section. e . • 909000 MISSILE IMPACT RATING: None e 00 00 : e . • • LABELING: Each unit shall bear a permanent label with the manufacturer's 113me or Iogg„ pi*, 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. TERM]NATION 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 in advertising literature. if any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user 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 revises NOA # 18-0321.11 and consists of this page 1 and evidence pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. Mta oaos COUNTY NOA No.18-0719.07 Expiration Date: February 25, 2021 Approval Date: September 27, 2018 Page 1 1� Rheem Sales Company, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBNHTTED 1. Evidence submitted under previous NOAs A. DRAWINGS "Submitted under NOA # 15-0903.08" 1. Drawing No. 15-2543GA and 15-2564RE, titled "Wind Load Certification of Mechanical Unit Cabinetry and Steel/Aluminum Tie -Down Clips: At Qjg4e and Roof Mounted Applications", sheets 1 through 7 of 7, dated W/14/2015, Devised. oa.. 11/20/2015, prepared by Engineering Express, signed' grid :sealed- 41y: Frank D.: Bennardo, P.E. •••;•• .. 000000 •����• � •o o • • 000000 B. TESTS "Submitted under NOA . # 15-0903.08" • .. • s s s ° ° ° . ° D ° •• • • D 1. Test report on Uniform Static Air Pressure Test per FBC%,*YWS020 94 alvng WM,:•O°O marked -up drawings and installation diagram of Rheem RA AMU-Mech_4MCA Units 00° ° o prepared by American Test Lab of South Florida, Test Re�o�°N .°03r ja-X5, date ° ° ° 05/18/2015, signed and sealed by Stephen W. Warter, P.E....P°o O ° .: -, ° ° ° :' �� o O • • D 000000 ....o 0 o p o O O O O D .00000 O D 000000 C. CALCULATIONS "Submitted under NOA # I5-0903.08" ° °6000000 D ° °° 1. Anchorage calculations prepared by Engineering Express, dated 11 /2OgQ, is, signed and sealed by Frank L. Bennardo, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENT "Submitted under NOA # 15-0903.08" 1. Statement letter of code conformance to the 5tb edition (2014) FBC issued by Engineering Express, dated 08/24/2015, signed and sealed by Frank L. Bennardo, P.E. 2. Statement letter of no financial interest issued by Engineering Express, dated 11/20/2015, signed and sealed by Frank L. Bennardo, P.E. 3. Distributor agreement dated 11/12/2015. Carlos M. Utrera, P.E. Product Control Examiner NOA No.18-0719.07 Expiration Date: February 25, 2021 Approval Date: September 27, 2018 E-1 Rheem Sales Company, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 2. Evidence submitted under NOA # 18-0321.11 . . .... ...... A. DRAWINGS ...... .. ...... 1. Drawing No. 15-2543GA and 15-2564RE, titled "Wind; road Certif cahoh. a£ Mechanical Unit Cabinetry and Steel/Aluminum Tie-Down!C'1i : �At Graff°afci oo ' o ° ' Mounted Applications", sheets 1 through 7 ' - ° of 7, datga: V;cei 4/2Qf 5, ���ed.au. o 01/12/2018, prepared by Engineering Express, signed. at9 o � eao e4' b'3P tFYank • Ito • 0.0 ° Bennardo, P.E. • • • •o • ° 0:6 0 0 0 • =�° • oOoo • 0 . o •• 0• 0 ••.�.• o 0000 • • ud00 • 0 . .. • o0000 • %0y000 O° ° •..•.a o • 0. c* 0 •'� • ° ° 0: C" B. TESTS 0 � ..� ° .00000 1. None. °°°°°° ° O O 0 0 O ° 0 0 ° 000000 000000 0 0 0 0 0 ° • o 00 0 0 00 000000 • ° C. CALCULATIONS ° ° ° 0000 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS _... 1. Statement. letter, .0 code'.conformance -to -the 6 h. Edition '(2017) "FBC 'issued by Engmeeriug Express, dated 03/19/2018, signed and sealed by Frank L; Bernardo,. P<E. Carlos M. Utrera, P.E. Product Control Examiner NOA No.18-0719.07 Expiration Date: February 25, 2021 Approval Date: September 27, 2018 E-2 Rheem Sales Company, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. New evidence submitted . . .... ...... A. DRAWINGS ...... .. ...... 2. Drawing No. Drawing No. 15-2543GA through 15-2543GD-imd 15-2564REa tijga,; "Wind Load Certification of Mechanical Unit Cabinetry teel/ ri4-1- Tie - Down Clips: At Grade and Roof Mounted Applications",0 sl las f vydio �,b o; j; ; a ° ° dated 05/14/2015, revised on 01/1212018, prepared by E tg V%jM9, si&VA:0000 and sealed by Frank L. Bennardo, P.E. on 07/17/2018. .... a ° ° ° ° o0000 • a O •• ,: 00° •••4.• O ao V%--O 00 0 •00090 O B. TESTS 0O UO • Od 0 000000 000000 �'•' O 1. None. ° ° ° ° 0 0 0 ° O 0 0 000000 000000 0 0 0 ° ° o 00 ° ° °O 000000 ° C. CALCULATIONS 0 0 0 0 0° o 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 2. Models removal request, dated 07/17/2018, signed and sealed by Frank L. Bennardo, P.E. Carlos M. Utrera, P.E. Product Control Examiner NOA No.18-0719.07 Expiration Date: February 25, 2021 Approval Date: September 27, 2018 E-3 MIAMI•Department of Regulatory and Economic Resources DADE sm impact Fee Assessment Process Number: M2020000445-0 Batch: Collection Number: Folio: 1132060131650 Site Address: 29 NE 102 ST Fee Payer: Assessment Date:10/15/2019 Disclaimer Nate: ROAD/FIRE/POUPKS impact fees will increase on 101112019 Online Payment available at: https.lAvww8.miamidade.gov/apps1rer/ImpactF'eesPayments/defal*owex Payment can be made by Credit Card, Cash, Check or C#shiers edifeck Payable to Mlaml Dade County • Fee Type Dist Id Category Cat Category Description Units . Fee .""9!xtendpa Afriount Deferred " Code Sufix • • • • • • • • AfiA�ft' $0.00 1.0 5002 00 UNIT SIZE FT $SQ �0480� • • { i 1,056 0 • . . 9969.41 � . Assessment Total Amount: • 4969.41 • • • •• • • Deferral Amount: • * • • • s4.00 • • 9000 Current Balance Due: $969.41 Report run on: October 15, 2019 08:34 AM Page 1 of 1 NOTE: ALL SHEETS MUST BE REVIEWED MIAMI-DADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCE Herbert S. Saffir Permitting and Inspection Center O..- 11805 SW 26th Street (Coral Way) • Miami, Florida 33175-2474 • (786) 315-2000 APPLICATION FOR MUNICIPAL PERMIT APPLICANTS THAT REQUIRE PLAN REVIEW FROM MIAMI-DADE FIRE RESCUE AND/OR ENVIRONMENTAL SERVICES PROVIDE MUNICIPAL PROCESS NUMBER HERE Job Address N if- 101 0••. Contractor No. . 7, 2 0 8 .3 16 50 M Z 0 2 Last four (4) digits df•Qda1jler No I-:.. Folio u Lot � BlockMn 1 Z a a a Contractor Name • • • •.. ' ' O z p Qualifier Name """ • 0 a Subdivision PBpg 0z • Address • • • • • . ' Metes and bounds city ....State Zi":" p, �,,�• [ ] New Construction on [ j Demolish Current use of property •5jW&L.C- Cat U( ' F Vacant Land [ ] Shell Only a [ ]Alteration Interior Addition Attached Description of Work (QL (;., , • • • • w 2 [ ] Alteration Exterior PAI Addition Detached a o [ ] Relocation of Structure [ ] Re -Roof '.... ' 2Q 0 -1 j Sq. Ft. Units Floors Cw I ] Enclosure [ ] Foundation Only ? [ ] Repair [ ] Tent [ ] Repair Due to Fire Value of Work J:Z of O'0c) MBLD* � [ ] Chg. Contractor LU Owner C (VZ -T / �rhf Address 2 �i ME a Category [ ] Re -Issue a MELE v�i [ 1 Re -Stamp city). S StateZip !3 [ ] MPLU w [ ] Revision N w Phone oc a [ ] MLPG [ ] MMEC w [ I Not Applicable for 3 Last four (4) digits of [ ] FIRE Fire O Owner's Social Security No. y Name KLVCe.� r 56d �'�as� Owner z Og z a Address 5?l0 SVV )l—. �� ou, w W Address k� City NI OUVAi StateLL Zip 0 l'T3 City State a Y �z z IL FL Phone C_ ZOO— 1Z a �w a —Zip Phone r5C&rc, A k, tee, J z l am requesting a Special Request Plan Review (SRI) to be scheduled as soon as possible. There is a minimum charge of _ one -hour. Please contact the Fire Department for current rate. Ua FE yw 111 Request: Date: w x w 211 Request: Date: a a 31d Request: Date: If the applicant is a known named violator with: unpaid civil penalties; unpaid administrative costs of hearing; unpaid County investigative, enforcement, testing, or monitoring costs; or unpaid liens, any or all of which are owed to Miami -Dade County pursuant to the provisions of the Code of Miami -Dade County, Florida, a hold on the review may be placed on this application. 123 01-192 5/17 BUILDING PERMIT CATEGORIES CATEGORY DESCRIPTION PERMIT TYPE BUILDING 01 GENERAL BUILDING —COMMERCIAL MBLD 02 SUB --GENERAL BUILDING —RESIDENTIAL MBLD 08 CANVAS AWNING MBLD 10 COMMUNICATION TOWER MBLD 15 DEMOLITION MBLD 29 METAL AWNING & STORM SHUTTER MBLD 48 SCREEN ENCLOSURES MBLD 51 MURAL SIGNS (NON -ELECTRICAL) MBLD 55 SWIMMING POOL MBLD•••• 56 TENNIS COURTS (SURFACE PAVING) .'XBLD••••� ••%%•• 86 TRAILER TIE DOWN NBLD".•� 88 WALK-IN COOLER •00 *MBLD �����• 91 MARINAS *::::*MBLD..:. �....� 92 LOW SLOPE APPLICATIONS (GRAVEL, SMOOTH '....• •�,�•• MODIFIED, SINGLE PLY) ......MBLQ ����� 95 SHINGLES (ASPHALT, FIBERGLASS) ••.••.MBLd""' ..;*•• ...... 96 SHINGLES (METAL ROOFS/WOOD SHINGLES & SHAKE) ;••;•;MBLD • .' 97 STAGE 2 VAPOR RECOVERY SYSTEM 'MBL4•, •, ••••:• 99 SOIL IMPROVEMENT .'.MBLD .. 0100 BULK STORAGE PROPANE TANK •o 0MBLD"". ' 0101 REMOVABLE STORM PANELS MBLD* 0107 ^ TILE ROOF MBLD 0110 WATER MAIN MBLD 0111 SITE PLAN MBLD 0112 INDOOR EVENT/EXHIBIT MBLD ELECTRICAL 04 FIRE ALARM SPECIALTY MELE 16 SPECIALTY WIRING MELE 38 GENERATORS MELE 40 BUILDING PUBLIC RADIO ENHANCEMENT SYSTEM MELE PLUMBING 0020 SEWER CONNECTION TO PUBLIC SYSTEM (THIS CATEGORY IS USED WHEN NO BUILDING PERMIT EXIST) MPLU 0024 INTERCEPTOR/GREASE TRAPS (REPLACEMENT OR INSTALLATION THAT IS NOT PART OF A BUILDING PERMIT) MPLU LPGX 01 LIQUEFIED PETROLEUM GAS MLPG 02 MISCELLANEOUS MLPG 04 LIQUEFIED PETROL. GAS/STATE MLPG MECHANICAL 09 ABOVE/BELOW GROUND TANKS/PUMPS & POLLUTANT STORAGE SYSTEM MMEC 38 COMMERCIAL HOODS MMEC 43 FIRE CHEMICAL MMEC 46 SPRAY BOOTHS MMEC 48 SMOKE CONTROL MMEC 52 RESIDENTIAL ELEVATOR MMEC FIRE 32 FIRE SPRINKLER FIRE Page 1 of 3 DTORR C O N S T R U C T 1 O N January 18, 2021 ATT: Ulvert - Andrade 21 NE 102"d Street Miami Shores, FL 33138 PROJECT: Home Addition Shell Work Only I'd like to thank you for giving D. Torr General Contractors, Inc. the opportunity to provide you with this proposal for your up -coming project. Below are the details for your review and consideration, please feel free to contact me with your questions/comments. The Undersigned, having familiarized myself with the scope of work that has been specified, propose to furnish labor and materials to complete this project at a cost of $82,637.85 Proiect Scope: INCLUDED: o General Conditions ■ Supervision and dumpster costs for associated shell work and drywall ■ Assist in coordination of construction activities with construction project schedule (schedule will include estimated activity durations for sub- contractor work) • Access to PROCORE software o Demolition • Demolition as needed to perform shell work • Demolition of existing space as needed for new layout/addition o Shell Work ■ Supply and install all continuous footings and slab on grade. ■ Supply 8" of under -slab fill. Building pad or existing elevations after clearing and demolition must be a'maximum of 12" below finish floor elevation. If so, additional fill, CMU and/or concrete may be required at an additional cost. ■ Supply density/compaction testing. ■ Supply and install all necessary reinforcing steel, wire mesh, vapor barrier and concrete. ■ Supply and install under slab termite treatment. • Supply and install all roof trusses and plywood roof sheathing. o Finishes ■ Install 25 Ga Metal Framing for partitions ■ Install 25 Ga Metal Framing for soffits • Install metal Channels to bottom of trusses ■ Install PT wood furring to new block walls • Install 1x4 wood bucks for new windows and doors ■ Install necessary backing for cabinets and sinks • Install 5/8 Drywall for new walls and ceilings ■ Install 5/8 Moisture resistant in bathrooms • Install 5/8 cement board in shower walls ■ All drywall to be finished to smooth level 4 EXCLUDED CGC 1521423 Page 2 of 3 o Cost for permit fees o Architect/Engineering fees o Any lab testing / Soil testing o Contacting or coordinating directly with owner sub -contractors a Reviewing owner sub -contractor proposals, contracts, submittals etc. o Inspecting/supervising owner sub -contractor work o Coordinating city inspections/permits for Owner sub -contractors o Owner sub -contractor's access to PROCORE a Coordinating Owner Sub -contractor's close-out documents o Windows/Doors supply or install o Paint, roofing or any finish interior work o Additional fill o Removal or replacement of exterior fencing o Temporary power o Relocation of existing equipment, pumps, electrical panels, etc. o Installation of Electrical, plumbing, insulation etc. o Replacement of Sod, plants, trees etc. o Removal of any trees o Survey of property a Owner to Provide Bench marks for floor elevation from surveyor o Abandonment of existing Septic tank/system o Owner to provide potable water for concrete work o Any items not specifically stated above. Payment of Terms: Mobilization cost of 30% of project due upon acceptance of terms set forth in this proposal, and permits being acquired. The remaining portion will be billed to Owner based on percentage of completion. I agree to pay all services when rendered. Balances unpaid after 30 days from the date of invoice for services are subject to a late payment charge of 1.5% per month or maximum allowed by the law. All invoices subject to late fees can be reported to credit agencies. I understand that I am responsible to pay D.Torr General Contractors for all services completed (plus overhead and profit) on my property even if I decide to cancel this contract prior to completion. However, this contract can be cancelled without penalty with written mutual agreement between both parties. I understand that failure to promptly pay for services and repairs may result in certain liens, late fees, or other legal action against me and my property. Warranties: Materials: All applicable warranties provided by manufacturer of materials. Labor: One (1) Years — Specified Areas Attorney's Fees & Costs In the event that an action of any kind is brought in connection with this agreement, including but not limited to, its creation, validity, interpretation, or enforcement, the prevailing party shall be entitled to recover its costs, attorney's fees and paralegal fee; at all trial and appellate levels. Change Orders Any alteration or deviation from listed specification resulting in extra costs, will be executed upon approved written Change -orders, and will become an extra charge over and above the original proposal. All change orders will include profit and overhead (Minimum 15%) and time extensions as needed. Termination of Contract: In case of termination for the Owner's convenience, the Contractor shall be entitled to receive payment for Work executed, and costs incurred by reason of such termination plus reasonable profit and overhead, but shall not be entitled to payment for any Work not executed. There is a minimum charge of $300.00 for cancelation of this contract after approved and accepted by all parties for pre -construction services. CGC1521423 Page 3 of 3 Proposal Acceptance: $82,637.85 The conditions, specifications, prices, & general conditions are hereby accepted. D.Torr General Contractor, is authorized to proceed with this wo d payment will be as stated above. Accepted By: _ e Signature Date CGC1521423 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION BUILDING ❑ ELECTRIC ❑ ROOFING ❑PLUMBING ❑ MECHANICAL ❑PUBLICWORKS JOB ADDRESS: nig 10• P1EcF'1 I•_F 16 2021 13Y FBC 20 Master Permit No. 12_C 2. Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS City: Miami Shores County: Miami Dade Zip: 331 S3 Folio/Parcel#: I%- 32a('O)3 • j USA Is the Building Historically Designated: Yes NO X Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder):�M�A tt\%/t'F 4-C�IrtCF4 "13hone#:000 33L - 3 6 3 f Address: 02CI OF- ( O Z. Q- City: M_'t x 1 -'Cj4%V-e5z State: TL Zip: 'b3 (; i? Tenant/Lessee Name: Email Phone#: v CONTRACTOR: Company Name: TCane#: �a 4s 7•-�0 �O i" d Address: 13 2-- y© /() X txg_ City: V-pla Qualifier Name: I-/ Zip: Phone#: —1rG State Certification or Registration #: Certificate of Competency #: �.r, DESIGNER: Architect/Engineer: QOSdke S �}' V1G'�c.QY1 yVLVj'I.'LL"►Mr' 0Phone#: Ud!r) 64;4-41 �+ Address: 5 1\c) SW S4*S�'• City: Vet A (State: `IZ Zip: SP 3 Value of Work for this Permit: $ 150jocc) Square/Linear Footage of Work: "� 5a Type of Work: Vl , Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: 1�.X- �C1�YY1{•Qr/1 CrifCl,i^f dY1� CcGr�-1•�0 C'_,Q.a�c.�- Udldok\t.a�. �1 ottJ•Q.�F 1�-fi4.�-r, Specify color of eolortirru-tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ CCF $ DBPR $ CO/CC $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ O (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip 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.01 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 absencch posted notice, the inspection will not be approved and a reinspection fee will be charged. /'% e o u Signatur Ile. 7' OWNE or AGENT The foregoing instrument was acknowledged before me this J% day of 20 z! by i' ty � I M C , who is rsonally kn wn to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: tu►Ho Seal: n�GG91512br 12, 2W t �y^� p�pbe ♦ WMS 40 � & y via" APPROVED BY Signatu The foregoing instrument was acknowledged before me this �G day of 20 21 by ��( INl�J fiuri who is tonally kno n UP me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: tOrry MATrNEWLAND * * Cw vr"on # GG 91512# �Xf11r@S OCtQhii! 1? ?t�s � zl Plans Examiner Zoning Structural Review Clerk 'Revised02/24/2014) II Ron DeSinti-t. Governor STATE OF FLORIDA "ahey Beshears, Secretam .DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD THE GENERAL CONTRAC, TOR HERr-!N,,S C.FRTIFIF-D UNDER THE PROVISIONS OF CHAPTER 489. FLOR-iLD-A 571ATUTES TELLO, JAIME AURELIO JR' APEX RENOVAI IONS & CONSTRLICTON 13200 NW -13RD AVENUE, SUITE C OPA -LOCKA FL 33054 All CENSE NUMBER: CGC15237 EXPIRATION DATE: AUGUST 31,2022 Always verify licenses online at MyhoridaLicense.corn Do not alter this document in any form. This is your license. It is unlawful for anyone other than the licensee to use this document APEX RENOVATIONS & CONSTRUCUTION 13200 NW 43 Ave Suite Opa Locka, FL 33054 March 1, 2021 State of Florida County of Miami -Dade Before me this day personally appeared, Jaime Tello who is being duly sworn, deposes and says: That he or she will be the only person from Apex Renovations & Construction working on the project located at 29 NE 102 Street Miami Shores, FL 33138 and therefore has submitted a workers compensation exemption certification. Sworn to (or affirmed) and subscribed before me this ALEXANDRA ROJAS My COMMISSION # GG085591 EXPIRES March 21, 2021 Personally known Or Produced Identification day of �C:il . 2021. Print, Type or Stamp Name of Notary Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to owner — VVofKefS- l►omDensatlofl insurance CXefT uuofl Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 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 ii 1. 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 registered 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 BEL�"U ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature: State of County bf Miami -Dade The foregoing was acknowledge before me this ac,day of 4a , 20 ZI By C�-AQ_k S i ,,zy C J t 11 U Q_;J who is personally known to me or has produced ftV P ARLENIS 31LVERA Notary:•: :*: MY COMMISSION # GG 960477 �' EXPIRZS: March B 2 02.4 Bonded Thru Natwry Pub►Ic Uirdenvrk®r SEAL: r 10 Local Business Tax Receipt Miami —Dade County, State of Florida -THIS IS NOT A BILL - DO NOT PAY 7166331 RECEIPT NO RENEWAL BUSINESS NAME/LOCATION 7444794 APEX RENOVATIONS & CONSTRUCTION INC 13200 NW 43RD AVE SUITE C J�aTj EXPIRES SEPTEMBER 30, 2021 Must be displayed at place of business OPA LOCKA, FL 33054� Pursuant to County Code Chapter RA - Art. 9 & 10 OWNER SEC. TYPE OF BUSINESS PAYMENT ECEIVED APEX RENOVATIONS & 196 SUB -BUILDING BY TAX COLLECTOR CONSTRUCTION INC CONTRACTOR c/n.IAIMF: TPI I n 51.75 11/17/2020 Worker(s) 1 CRC1330740 INT-21-071489 This Local Business Tax Receipt only confirms payment of the Local Business Tax. The Receipt is not a license, permit, or a certification of the holder's qualifications, to do business. Holder must comply with any governmental or nongovernmental regulatory laws and requirements which apply to the business. The RECEIPT NO. above must be displayed on all commercial vehicles - Miami -Dade Code Sec sa-276. Ilnnt� For more information, visit www.miamidade aov/texcollector it I / AC40R" CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) 02/17/2021 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 - Jlicy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions o' 'ae 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: Coset Sosa tPA _N o. , (786) 701-6763 arc No: (786) 373-2991 Marr Insurance Services LLC ADDRESS: EMAIL coset@marrinsuranceservices.com 900 W 49th Street Suite 538 INSURERS AFFORDING COVERAGE NAIC # INSURER A : WESTERN WORLD GRP 866 Hialeah FL 33012 INSURED INSURER B : INSURER C : Apex Renovations and Construction Inc INSURER D : 13200 NW 43rd Ave INSURER E : INSURER F : Opa Locka 33054 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 LTR OF INSURANCE ADDLSUBRTYPE INSD WVD POLICY NUMBER POLICY EFF MM/DD/YYYY POLICY EXP MM DD YYYY LIMITS X COMMERCIAL GE14ERAL LIABILITY EACH OCCURRENCE $ 1,000,000 CLAIMS -MADE OCCUR DAMAGE TO PREMISES (Ea occurrence) ence) $ 100,000 _7TED MED EXP (Any one person) $ 5,000 PERSONAL & ADV INJURY $ 1,000,000 A NPP8737915 09/30/2020 09/30/2021 GENT AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000 X POLICY JE � LOC PRODUCTS - COMP/OP AGG $ 2,000,000 $ OTHER: AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Ea accident $ BODILY INJURY (Per person) $ ANY AUTO OWNED SCHEDULED AUTOS ONLY AUTOS BODILY INJURY (Per accident) $ PROPERTY DAMAGE Per accident $ HIRED NON -OWNED AUTOS ONLY AUTOS ONLY UMBRELLA LIAB OCCUR EACH OCCURRENCE $ AGGREGATE $ EXCESS LIAB CLAIMS -MADE DED I I RETENTION $ $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y / N PER OTH- STATUTE ER ANY PROPRIETOR/PARTNER/EXECUTIVE E.L. EACH ACCIDENT $ OFFICER/MEMBER EXCLUDED? ❑ N / A E.L. DISEASE - EA EMPLOYE $ (Mandatory in NH) If yes, describe under DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT $ DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) CGC 1523747 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Miami Shores Village BLDG DEPT ACCORDANCE WITH THE POLICY PROVISIONS. 10050 NE 2nd Avenue AUTHORIZED REPRESENTATIVE Miami Shores FL 33138 © 1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25 (2016/03) The ACORD name and logo are registered marks of ACORD A M � WE JIMMY PATRONIS CtiIEF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES '. DIVISION OF WORKERS' COMPENSATION • • CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW •' CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 6/12/2020 EXPIRATION DATE: 6/12/2022 PERSON: JAIME A TELLO EMAIL: JTELLO@ALUMA-PRO.COM FEIN: 320310793 BUSINESS NAME AND ADDRESS: APEX RENOVATIONS & CONSTRUCTION INC 13200 NW 43 AVE SUITE C OPA LOCKA, FL 33054 SCOPE OF BUSINESS OR TRADE: Contractor -Project Manager, Construction Executive, Construction Manager or Construction Superintendent IMPORTANT: Pursuant to subsection 440.05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter. Pursuant to subsection 440.05(12), F.S., Certificates of election to be exempt issued under subsection (3) shall apply only to the corporate officer named on the notice of election to be exempt and apply only within the scope of the business or trade listed on the notice of election to be exempt. Pursuant to subsection 440.05(13), F.S., notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the person named on the certificate to meet the requirements of this section. DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 E01178861 QUESTIONS? (850) 413-1609 ROSALES . STADTHAGEN Architecture 5710 SW 84th STREET MIAMI, FLORIDA 33143 TEL 305.662.6470 FAX 305.668.7106 rsarch@att.net December 10, 2020 City of Miami Shores Village 10050 NE 2 nd Avenue, Miami Shores, FI. 33138 RE: RC-10-19-2368 Ulvert-Andrade Residence 29 NE 102 nd. Street, Miami Shores, 33138 Dear Sir or Madam, Please find response to building comments below: Building Revision v 3 Comments: 1. Qualified licensed contractor for the project ELECTRICAL MECHANICAL ELECTRICAL PLUMBING STRUCTURAL Comments: 1 Provide two copies of special inspector form, fully executed for: A) Reinforced masonry per section 2122.4 of FBC 61h Edition (2017) Code B) Miami Dade County Administrative code, Article 11, Section 8-22 1) Soil compaction fees ! • •e f eeief• • •• eJ•••! • • f e e+e•ee fele•e e!•• !•e•• • • • • • , • • • Ismael Naranjo Will comply APPROVED APPROVED APPROVED APPROVED Orlando Blanco ATTACHED We hope that this will answers all your concerns. Please do not hesitate to contact me if you need more information. The owner is in the process of selecting a qualified contractor and will fulfill that requirement as soon as possible. Stay safe. Regards, Camilo Rosales AIA Lic. # AR-0014360