Loading...
1549 BEACH AVE POOL18-0044 POOL PERMIT SWIMMING POOL PERMIT PERMIT NUMBER '41" CITY OF ATLANTIC BEACH POOL18-0044 Vr 800 SEMINOLE ROAD ISSUED: 12/18/2018 ATLANTIC BEACH. FL 32233 EXPIRES: 6/16/2019 MUST CALL INSPECTION PHONE LINE (904) 247-5814 BY 4 PM FOR NEXT DAY INSPECTION. ALL WORK MUST CONFORM TO THE CURRENT 6TH EDITION (2017) OF THE FLORIDA BUILDING CODE, NEC, IPMC, AND CITY OF ATLANTIC BEACH CODE OF ORDINANCES . ALL CONDITIONS OF PERMIT APPLY, PLEASE READ CAREFULLY. NOTICE: In addition to the requirements of this permit,there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies,or federal agencies. JOB ADDRESS: PERMIT TYPE: DESCRIPTION: VALUE OF WORK: 1549 BEACH AVE SWIMMING POOL SWIMMING SWIMMING POOL $100000.00 POOL RESIDENTIAL TYPE OF REAL ESTATE ZONING: I BUILDING USE SUBDIVISION: CONSTRUCTION: NUMBER: GROUP: 170311 0000 ATLANTIC BEACH COMPANY: ADDRESS: CITY: STATE: ZIP: CROWN POOLS INC P 0 BOX 5517 JACKSONVILLE FL 32247 OWNER: ADDRESS: CITY: STATE: I ZIP: CELLAR WILLIAM 1 1549 BEACH AVE ATLANTIC BEACH FL 32233 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. LIST OF CONDITIONS Roll off container company must be on City approved list . Container cannot be placed on City right-of-way. 1 PUBLIC WORKS EROSION CONTROL INSTALLATION INFORMATIONAL Notes: Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line(904-247 -5814)to request an Erosion and Sediment Control Inspection prior to start of construction. 2 PUBLIC WORKS ON SITE RUNOFF INFORMATIONAL Notes: All runoff must remain on-site during construction. Issued Date: 12/18/2018 1 of 2 iv�t' ,,, SWIMMING POOL PERMIT PERMIT NUMBER J St1 ""'" CITY OF ATLANTIC BEACH P00118-0044 'r ISSUED: 12/18/2018 800 SEMINOLE ROAD ��o';'�~ ATLANTIC BEACH. FL 32233 EXPIRES: 6/16/2019 3 PUBLIC WORKS POST CONSTRUCTION TOPO SURVEY INFORMATIONAL Notes: If on-site storage is required,a post construction topographic survey documenting proper construction will be required. All water runoff must go to retention area and retention overflow must run to street. 4 PUBLIC WORKS POOL WELLPOINT INFORMATIONAL Notes: Pool Wellpoint(if used)must discharge into vegetated area 10 feet minimum from street or drainage feature(swale,structure or lagoon). A separate Pool Permit is required. 5 PUBLIC WORKS ROLL OFF CONTAINER INFORMATIONAL Notes: Roll off container company must be on City approved list(Advanced Disposal,Realco Recycling,Shapells,Inc.,Republic Services,Donovan Dumpsters, Phillips Containers,JDog/Dennis Junk Removal). Container cannot be placed on City right-of-way. 6 PUBLIC WORKS RIGHT OF WAY RESTORATION INFORMATIONAL Notes: Full right-of-way restoration,including sod,is required. 7 PUBLIC WORKS PERVIOUS PAVERS INFORMATIONAL Notes: Pervious pavers must be used to receive 50%credit. FEES DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT BUILDING PERMIT 455-0000-322-1000 0 $480.00 BUILDING PLAN CHECK 455-0000-322-1001 0 $240.00 PW REVIEW RESIDENTIAL BLDG 001-0000-329-1004 0 $100.00 STATE DBPR SURCHARGE 455-0000-208-0700 0 $10.80 STATE DCA SURCHARGE 455-0000-208-0600 0 $7.20 ZONING REVIEW SINGLE AND TWO FAMILY USES 001-0000-329-1003 0 $50.00 TOTAL: $888.00 Issued Date: 12/18/2018 2 of 2 City of Atlantic Beach APPLICATION NUMBER it,- 11 Building Department (To be assigned by the Building Department.) ` 4Ls) 800 Seminole Road ��� law .� `�/ _-(— -r Atlantic Beach, Florida 32233-5445 4 Phone(904)247-5826• Fax(904)247-5845 0100 E-mail: building-dept@coab.us Date routed: ) - COi City web-site: http://www.coab.us • APPLICATION REVIEW AND TRACKING FORM Property Address: 1540 CA-0_ 6A Department review required Yes No r?iildir � Applicant: " RO(.l) i) P00 L S Planning Zonin Tree Administrator POO Public Work Project: Public Utilities Public Safety Fire Services Review fee $ Dept Signature Review or Receipt Date Other Agency Review or Permit Required• of Permit Verified By / �C Florida Dept.of Environmental Protection .l j Florida Dept.of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. I 'Denied. I 'Not applicable (Circle one.) Comments: BUILDING r PLANNING &ZONING Reviewed by:/�G Date: / 2' 1 7 (OG TREE ADMIN. Second Review: I 'Approved as revised. 'Denied. Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: I 'Approved as revised. I 'Denied. Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 0..14:,--: City of Atlantic Beach (�+ APPLICATION NUMBER s flEEIlE (To be assigned bythe BuildingDepartment.) rpt.- Building Department g p ) "SPI 800 Seminole Road �p ADO — `! Atlantic Beach, Florida 32233-5445 DEC 7 2O ��M r Phone(904)247-5826 • Fax(904)247-58 "'_011�� V E-mail: buildin de t coab.us Date routed: ) - (-0/i B City web-site: http://www.coab.us --- APPLICATION REVIEW AND TRACKING FORM Property Address: 1 54C1 e. CA e l l Department review required Yes No �uildi Applicant: OROw K) P©O L S Planning &Zoningi Tree Administrator • Project: P00 L Public Worlc§..) Public Utilities Public Safety Fire Services Review fee $ Dept Signature i Review or Receipt Date Other Agency Review or Permit Required of Permit Verified By / � Florida Dept.of Environmental Protection �l j Florida Dept.of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: itKpproved. I 'Denied. I 'Not applicable (Circle one.) Comments: I BUILDING $OW Q. T ION lotyy-tb Las- tr-Wile- PLANNING &ZONING Reviewed by ate: /.., 17.---, TREE ADMIN. Second Review: I 'Approved as revised. I 'Denied. I INot applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. ['Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 ir�,'J City of Atlantic Beach APPLICATION NUMBER ��• (To be assigned bythe BuildingDepartment.) �• �� Building Department g p ) 800 Seminole Road I�OQ 4 �LI ` A Atlantic Beach, Florida 32233-5445 Phone(904)247-5826• Fax(904)247-5845 Is* cilW; ? E-mail: building-dept@coab.us Date routed: ) Z CO i City web-site: http://www.coab.us • APPLICATION REVIEW AND TRACKING FORM Property Address: l E34`I R C.0_ —1 De artment review required Y�/' No tiiildi�- Applicant: Oko(.) v ©a i' _Planning &Zonin• Tree A•minis rator Project: Foo L Public Work Public Utilities Public Safety Fire Services Review fee $ Dept Signature Review or Receipt Date Other Agency Review or Permit Required• of Permit Verified By _ � Florida Dept.of Environmental Protection .- P1(1 Florida Dept.of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLIC TION STATUS Reviewing Department First Review: I Approved. I (Denied. I 'Not applicable (Circle one.) Comments: BUILIIN PLANNING &ZONING by: Date: /2-12—/TREE ADMIN. Second Review: Approved as revised. I 'Denied. I 'Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: Approved as revised. I 'Denied. I Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 r - Building Permit Application OFFICE GORY/17 City of Atlantic Beach 800 Seminole Road,Atlantic Beach,FL 32233 Phone:(904)247-5826 Fax:(904)247-5845 f /, Job Address: 1549 BEACH AVE,Atlantic Beach FL 32233 Permit Number: POC% ` 8 4 v 0 4 Legal Description 6-1 16-2S-29E.410 ATLANTIC BEACH LOTS 5,6,7,S 10FT LOT 8 BLK 62 RE# 170311-0000 Valuation of Work(Replacement Cost)$100,000 Heated/Cooled SF Non-Heated/Cooled • Class of Work(Circle one): New Addition Alteration Repair Move Demo Pool Window/Door • Use of existing/proposed structure(s)(Circle one): Commercial Residential • If an existing structure, is a fire sprinkler system installed?(Circle one): Yes No N/A • Submit a Tree Removal Permit Application if any trees are to be removed or Affidavit of No Tree Removal Describe in detail the type of work to be performed: Concrete in-ground grade beam swimming pool Florida Product Approval# for multiple products use product approval form Property Owner Information Name: William J Cellar Address: 1549 BEACH AVE City ATLANTIC BEACH State FL Zip 32233 Phone 904-858-4300 E-Mail daria@crownpoolsinc.com Owner or Agent(If Agent, Power of Attorney or Agency Letter Required) William J Cellar Contractor Information Name of Company: Crown Pools Cleaning,Inc. Qualifying Agent: Brad Correia Address 3002 Philips Hwy City Jacksonville State FL Zip 32207 Office Phone 904-858-4300 Job Site/Contact Number Scott Rethmel 904-219-3093 State Certification/Registration# CPC 1456979 E-Mail darla@crownpoolsinc.com Architect Name& Phone# Engineer's Name&Phone# Workers Compensation FCCI Exempt/Insurer/Lease Employees/Expiration Date 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 the laws regulationg construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING,SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,and AIR CONDITIONERS,etc. NOTICE: In addition to the requirements of this permit,there may be additional restrictions applicable to this property that may be found in the public records of this county,and there may be additional permits required from other governmental entities such as water management districts,state agencies,or federal agencies. 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 IMPROV TS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WI - •UR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR ► ►TICE OF MENCEMENT. (Sit .ure of Owner or Agent) (Signature of Contractor) (including contractor) Sidled�nd sw. n to(or affirmed before m-th..� ,rp day of Signed and sworn to(or affirmed)beforee this day of 01O/c/ ,by ill/A/X t �I tJtI r, aolg ,by a!GC (Brad Correia al 1111k,1 c /I,QQ. (Signature of Notar ) ��_ ►�+•Kift++etwr�rt�lrrwi ' "" DARLA L DURAND ••PYP;,•- TERESAGOODROE � ,„;�Y"�a% H Produced ally Known OR =`�"'" MY COMMISSION#GG 211213 ersonally Known OR 2° �uu `�-State of Florida-Notary Public `•��•= Commission # GG 254492 H ProduIdentification �� *; roduced Identification ---,:501,1,W, rc EXPIRES:July 8,2022 IMy Commission Expires p' Type of Identification: ��•.�= 'terFEy'• of Identification: Scptembcr 03, 2022 Jr„ CITY OF ATLANTIC BEACH "11104 OWNER / BUILDER AFFIDAVIT I. FLORIDA STATUTES; CHAPTER 489, FLORIDA STATUTES, PART 1 "CONSTRUCTION CONTRACTING" REQUIRES OWNER/BUILDER TO ACKNOWLEDGE THE LAW: DISCLOSURE STATEMENT FOR SECTION 489.103(7),FLORIDA STATUTES: STATE LAW REQUIRES CONSTRUCTION TO BE DONE BY LICENSED CONTRACTORS. YOU HAVE APPLIED FOR A PERMIT UNDER AN EXEMPTION TO THAT 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—OR TWO FAMILY RESIDENCE OR A FARM OUTBUILDING. YOU MAY ALSO BUILD OR IMPROVE A COMMERCIAL BUILDING AT A COST OF$25.000.00 OR LESS. THE BUILDING MUST BE FOR YOUR 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 IT FOR SALE OR LEASE. WHICH IS IN VIOLATION OF THIS EXEMPTION. YOU MAY NOT HIRE AN UNLICENSED PERSON AS YOUR CONTRACTOR. YOUR CONSTRUCTION MUST BE DONE ACCORDING TO THE BUILDING CODES AND ZONING REGULATIONS. IT IS YOUR RESPONSIBILITY TO MAKE SURE THAT PEOPLE EMPLOYED BY YOU HAVE LICENSES REQUIRED BY STATE LAW AND BY COUNTY OR MUNICIPAL LICENSING ORDINANCES. II. INJURY LIABILITY; SINCE OWNERS MAY BE LIABLE FOR INJURIES TO WORKERS THEY HIRE, THE BUILDING DEPARTMENT SUGGESTS WORKER'S COMPENSATION INSURANCE BE PURCHASED. III. IRS WITHHOLDING; OWNERS HIRING WORKERS BECOME EMPLOYERS AND SHOULD ALSO OBSERVE IRS WITHHOLDING TAX AND/OR FORM 1099 REQUIREMENTS ON THE WORKERS THEY EMPLOY ON THEIR IMPROVEMENT TRADES. IV. PENALTY; UNLICENSED CONTRACTORS CANNOT BE EMPLOYED UNDER ANY CIRCUMSTANCES. OWNERS BEING SUBJECT TO $5,000 PENALTY UNDER FLORIDA STATUTE NO. 455-228(1). AN "OCCUPATIONAL LICENSE" IS NOT ADEQUATE. THE OWNER SHOULD PHYSICALLY SEE THE COUNTY "CERTIFICATE OF COMPETENCY" OR THE FLORIDA "CONTRACTORS CERTIFICATE" TO ASCERTAIN IF A PERSON IS A LICENSED CONTRACTOR. TELEPHONE THE BUILDING DEPARTMENT(247-5826)IF IN DOUBT. V.ACKNOWLEDGEMENT; I HEREBY ACKNOWLEDGE THAT I HAVE READ THE ABOVE DISCLOSURE STATEMENT AND THAT I COMPLY WITH ALL THE REQUIREMENTS FOR THE ISSUANCE OF AN OWNER-BUILDER PERMIT. 1549 BEACH AVE, ATLANTIC BEACH, FL 32233 904-858-4300 ADDRESS PHONE NUMBER WILLIAM J SLA R PRI T NAME rr — Co SI/74NTUR I DATE Before m- is p4„^r`, day of��y ,20_Sin the county of Duval, ate of Florida,has persona ly appeared herin by himself/herself and affirms that all stements and declarations are true and accurate. �� /� Notary Public at Large,State of ` I A ,County of,)/[JV'4 rsonally Known ❑Produced Identification- / k!•!,.• Notary SignIallith„ ' TERESAGOODROE • ,�, = +: MY COMMISSION#GG 211213 : nuo' : = EXPIRES:July 8,2022 F BLDG/Orcner-Bwlder Alfadacit..REVISED 4,16/2009 ',•CA:- Bonded Thru Notary Public Underwriters w11'J�i TREE & VEGETATION AFFIDAVIT FOR INTERNAL OFFICE USE ONLY f City of Atlantic Beach PERMIT# z' Community Development Department wippl 800 Seminole Road Atlantic Beach,FL 32233 ` �;3 W'' (P)904-247-5800 ' ' :r COPY SITE INFORMATION ADDRESS 1549 BEACH AVE,ATLANTIC BEACH,FL 32233 SUBDIVISION 03108 ATLANTIC BEACH BLOCK 62 LOT RE# 170311 0000 n RESIDENTIAL ❑ COMMERCIAL ❑ OTHER APPLICANT INFORMATION NAME WILLIAM J CELLAR PHONE# 904-858-4300 ADDRESS 1549 BEACH AVE CELL# CITY ATLANTIC BEACH STATE FL ZIP CODE 32233 EMAIL darla@crownpoolsinc.com X❑ OWNER ❑ LEGAL AUTHORIZED AGENT I affirm that I have reviewed the provisions of Chapter 23, "Protection of Trees and Native Vegetation", of the Municipal Code of Ordinances for the City of Atlantic Beach Florida and/or I have participated in a pre- application meeting with the Administrator of those regulations. Subsequently, I affirm that no regulated trees and no regulated vegetation will be damaged, destroyed and/or removed from the above-described property and/or adjacent properties including right-of-way. I HEREBY CERTIFY A • FO•MATION P: , 'ED IS CORRECT:Signature of Property Owner(s)or Authorized Agent WILLIAM J CELLAR `(_ —I // // SIGN 7 IRE OF AP• ANT - PRINT OR TYPE NAME DATE SIGNATU•' OF APPLICANT(2) PRINT OR TYPE NAME �n G DATE Signed ands orn befor eon this day of N.Wric6� , c L 1 by State of P/U�oh l��l 1,,4/K ��//4 County of 'Ill✓4/ Identification verified:fe,e3OAL.41// A.t / Oath Sworn: ❑ Yes j2t/No ,i// 'ili."•-, TERESAGOODROE - ,a . MY COMMISSION#GG 21121No rySignature " 'p1, - EXPIRES:July 8,2022 �FOFF°`'-• BondedThruNot Pu 01A ommission expires - 04 TREE AND VEGETATION AFFIDAVIT 03.01.2018 Doc # 2018286192, OR BK 18620 Page 1207, Number Pages: 1, Recorded 12/06/2018 11 :43 AM, RONNIE FUSSELL CLERK CIRCUIT COURT DUVAL COUNTY RECORDING $10.00 ► -� 111. V. • gl-1777 ./ s121612 /Y1°C) NOTICE OF COMMENCEMENT State of Florida Tax Folio No. 170311-0000 County of Duval ; To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property,and in accordance with Section 713 of the Florida Statutes,the following information is stated in this NOTICE OF COMMENCEMENT. - Legal Description of property being improved: 6-1 16-2S-29E.410 ATLANTIC BEACH LOTS 5,5,7,S 10FT LOT 8 BLK 62 Address of property being improved: 1549 BEACH AVE, Atlantic Beach FL 32233 General description of improvements: In-ground swimming pool Owner: William J &Joanne H Cellar Address: 1549 BEACH AVE, Atlantic Beach FL 32233 Owner's interest in site of the improvement: Fee Simple Fee Simple Titleholder(if other than owner): , j� Name: , Contractor: Brad Correia-Crown Pools I ik y Address: 3002 Philips Hwy, Jacksonville, FL 32207 ' Telephone No.: 904-858-4300 Fax No: 904-858=4330 Surety(if any) Address: , Amount of Bond$ Telephone No: Fax No: Name and address of any person making a loan for the construction of the improvements . Name: Address: Phone No: Fax No: Name of person within the State of Florida,other than himself,designated by owner upon whom notices or other documents may be served: Name: Address: Telephone No: Fax No: ' In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b),Florida Statues. (Fill in at Owner's option) Name: Address: • Telephone No: Fax No: Expiration date of Notice of Commencement(the expiration date is one(1)year from the date of recording unless a different date is . specified): . • THIS SPACE FOR RECORDER'S USE ONLY OWNER ' f;^ //-026 // (; �,� Signed: / � Da ���(O�d '� Before me this day of r County of Du al,State !1t r�grov TERESAGOODROE ; NOf otaryFlorida,l. personally appeared �' D FL J. ' (...\:-., MY COMMISS 014#GG 211213 Notary P : •c at Large,State of Florida,County ofDui `� �. _o`,•- EXPIRES:July 8,2022" Al.1k My co, mission expires: -Ce ':,5<,b E°a'� BondedRim Notary Public Undervniters Per .nally Known: _ or ' .duced Identification: . .s t IOE i'9.,� .. MY COMMISSION#GG 211213 ��'` �r41 rs? i ',-^;••, EXPIRES:July 6,2022 • tars .`''?....,'` Bon dedThrnNoteryPublicUndervrtl OFFICE COPY STATE OF FLORIDA DUVAL COUNTY I,UNDERS'CNED Clerk of the Circuit&County Courts,Duval County,Fie-ea DO HEREBY CERTIFY the within and foregoing, consisting;r pages s a true and correct copy of the origi nsl as it appears orirecot and file in the office of the Clef's of Circuit &County CcJrts of Duval County,Ftonda. WITNESS my hand and seal lark of Circuit&County OoMs at Jacksonville,Flails,this the day of,S, A.D RONNIE FUSSELL Clark,Circuit and County Courts By •/ :. • �L41111N- p The Association of �7 Pool&Spa Professionals' ANSIIAPSP/ICC 15 ENERGY EFFICIENCY COMPLIANCE INFORMATION FOR RESIDENTIAL SWIMMING POOLS PROJECT NAME: CELLER RESIDENCE CONTRACTOR NAME CROWN POOLS INC. AND ADDRESS AND ADDRESS: 1549 BEACH AVENUE 3002 PHILIPS HIGHWAY, JACKSONVILLE, ATLANTIC BEACH, FL FL 32207 OWNER:CELLER CONTRACTOR PHONE:(904) 858-4300 DATE: 12/6/2018 This information sheet was prepared by the APSP-15 Residential Swimming Pool and Spa Energy Efficiency Standard Writing Committee of the Association of Pool and Spa Professionals(APSP). It is not part of the American National Standard ANSI/APSP/ICC-15 2011 but is included for information only.Contractors should acquire and comply with the ANSI/APSP/ICC-15 2011 standard which can be purchased at www.apsp.org. 1. §5.2.1:Calculated pool volume a. Gallons: 13,146 ;or 1, 13,146 gallons b.Calculated Gallons: 370 (surface area)X 4.8 (average depth)X 7.48 (gal/ft^3) = 13,146 2.§5.2.1:Calculated maximum filtration flow rate 2. 37 gpm - (Pool volume_360 or 36gpm whichever is larger) 3.§5.2.2:Auxiliary Pool Load: El Yes, ®No? (Enter the highest"auxiliary pool load"to be powered by the swimming pool filtration pump.Do not add auxiliary 3. 96 gpm - pool load flow rates together,only the highest is used.) 4. Calculated maximum flow rate 4. 96 gpm - (Item 2 or item 3, whichever is larger.) 5.§5.5.1:Pipe sizing: a.Minimum suction pipe diameter 5a. 3.0 inches (Enter the smallest pipe size from Table I with a 6 fps flow capacity the same or more than item 4.) b. Minimum suction branch pipe diameter 513. 3.0 inches _ (Calculate:Item 4. 96 (gpm)-Branch Pipes 1 (quantity)=branch flow rate 96 (gpm). Enter the smallest pipe size from Table 1 with a 6 fps flow capacity the same or more than the calculated suction branch flow rate.) c. Minimum return pipe diameter 5c. 2.5 inches (Enter the smallest pipe size from Table 1 with a 8 fps flow capacity the same or more than item 4.) d. Minimum return branch pipe diameter 5d. 2.5 inches _ (Calculate:Item 4. 96 (gpm)_Branch Pipes 1 (quantity)=branch flow rote 96 (gpm). Enter the smallest pipe size from Table 1 with a 8 fps flow capacity the same or more than the calculated return branch flow rate.) 6.§5.4.1:Filter type and size: a. Filter type:(Cartridge, DE,Sand) 6a Cartridge - b.Minimum filter area (Calculate:item 4. 96 (gpm)_filter factor 0.375 6b. 256.0 sq.ft. - Filter factors:Cartrid e=0.375, Sand=15,Diatomaceous Earth=2 7. §5.4.2:Backwash valve: _Yes, ❑,r No? 7, 2.5 inches - (When using a backwash valve,enter result of item Sc or 2 inches whichever is larger) Table 1 Pipe Size: 1.5" 2" 2.5" 3" 3.5" 4" 5" 6" Nominal GPM @ 6 fps 38 63 90 138 185 238 374 540 Nominal GPM @ 8 fps 51 84 119 184 247 317 499 720 8.Pump selection: §5.3.2.1:Pools 17,000 gallons or less,select pump*from the database with a Curve-A gpm flow equal to item 2 or less. §5.3.2.2:Pools 17,001 gallons or more,select pump*from the database with a Curve-C gpm flow equal to item 2 or less. *Multi- speed pumps must have one speed listed that satisfies this requirement. a. Pump model ga STARITE INTELLIPRO VS b.Pump flow 8b. 96 gpm 05.3.2.1,5.3.2.2:Applicable Curve A or C gpm flow listed in database) 4/4/12 ANSI/APSP/ICC-15 Standard Writing Committee Form 1 of 2 ANSI/APSP/ICC 15 ENERGY EFFICIENCY COMPLIANCE INFORMATION FOR RESIDENTIAL SWIMMING POOLS Component Section Requirements Check 4.4.1.1 Heater has no pilot light I 4.4.1.2 Readily accessible on-off switch mounted outside of the heater Heaters No electric resistance heating unless for inground spa with tight fitting cover with R-6 insulation, I 4.3.1.3 or for pool with 60%of documented pool heating from on-site solar or recovered energy. 4.3.2 Heater efficiency:gas/oil fired heater efficiency at least 78%,heat pump COP at least 4.0 5.1.1 Pool filter pump listed in database 5.3.1 Pool filter pump with total horsepower 1.0 or more is multi-speed Multi-speed pump controller programmed to default to the filtration flow rate when no auxiliary 5.3.3 pool loads are operating within 24 hours and programmed with temporary override capability for n servicing. Pool systems 5.3.4 Single-speed pump controller capable of operating pump during off-peak electric demand. 5.5.2 Pipe before pump has at least 4 diameters of straight pipe. System installed with solar,or setup for the future addition of solar heating equipment by 5.5.3 installing 18 inches of horizontal or vertical pipe after the filter and before a heater,or built-in or l l built-up connections,or dedicated pipe to and from the pool. 5.5.6 Directional inlets for mixing pool water. 111 4/4/12 ANSI/APSP/ICC-15 Standard Writing Committee Form 2 of 2 Swimming Pool Energy Efficiency Compliance Information DatemisePIPs ezea: • •NOTE:These Requirements Apply ONLY to the Filtration Pump Branch Piping b be 3 kch to keep vdocly® 6 Ips max.at ,136 gpm System Flow Rate. Trunk.Slimmer& ANSI/APSP/lCC-15 2011 Suction Piping to be 3 tai b keep velocity8 fps max at 181 gpm System Flow Rena Flow Calculations Realm Piping lobe 2.5 tech to keep velocity @ 10 fps max.at 146 gpm System Row Rate. Pool water volume 13,146 +360= 37 gpm-this is the calculated flow rate Note:for pools under 13,000 gals.the calculated flow rate or 36 gpm whichever is greater=the filtration flow rate Pump Selection as Listed on Curve A or C (circle one) Is there an Auxiliary load on the filtration pump? Yes X No If so,what is the calculated auxiliary flow rate 96 gpm Maximum Flow Rate 136 gpm Nral Fonpump STA-RITE INTELLIPRO VS Row Rate(low speed)96 gpm @ 1100 rpm. Main brain Cover AQUASTAR 32CDAZ001 Minimum suction side pipe size 6 fps 3 In. Minimum suction side branch pipe size @ 6 fps 3 M. Warn**dm Nunberand Type of Required in-Floor Suction Outlets: m'"3311.60101 f Minimum return side pipe size @ 8 fps 2.5 In. Minimum return side branch pipe size @ 8 fps 2_5 M. f--Check all ttAlepply n ® 3,7 © 2 suction outlets @ gpm max.flow I I Delemd7w Flier Slur: I I ®° © ® 3 suction outlets 12 gpm max.lbw Mix Fedora(C7PlVS4 X Cartridge(0.375) D E(2.0) send(15) U ) I I AQUASTAR channel drab @ 236 gpm w1 2 ports FkABtre: 901.0 I ` 25 N* STA-RITE PLM 300 IRA WAN=ACM) Total Head In Feet Conversion Chart Flow and Friction Lows Per Foot Indies Mercury(Vacuum Gauge) SdreMYe 40 PVC Pipe 0 2 4 5 5 10 12 14 13 II 1130111.3041119 Sema Pump Controls 20 2.3 43 Ii 23 11.3 MA 1611 tat 203 °peffa'_ ups ,o¢ Filtration pump has no auxiliary load-standard time clock 23 a U a 1111 1311 ,63 21 20A a.7- r 1°3w au 2 2p. 1231 se. a30 4.I II 0.1 1111 10.7 7611 712 AA 22.1 230 19 37 gpm ace Ae. 011 nen 327 Filtration pump with auxiliary load-Control model for low speed default within 24 hr. PENTAIR EASYTOUCH 22 0.2 »1 117 1u 10220d 21 20.6 2911 as z 121324 OM tme*1 21r gnaw a 1 0.I I19 f2I 120 187 126 Si` 321 21d HD 2s Mao OAS n p7eMaw. 106 e. 110 119 13.3' fat 133 Si 2211 2a1 27.4 SIA nA 3 IAA. 150 11100. 001' 2n en LW 113 AI Ila Si 7ti 352 2711 *1 HA 242 a Dae. Ops ]Ise. oar In.' 031 Heater Model SR 400LP As 1111 117 11.0 Si wA 87 32.3 113. 719 a °141" 006 7121. 0aw Gas Heater efficiency rating 84% (No Pilot Light) 1W 173 233 7a3 271 211 821 NJ 389 7v 301 19.1 231 31A 37.3311 3411 31I 332 41.+ Tpixten Gplore Heat Pump efficiency C.O.P. N/A I Si 2a4 211 n9 32.1 34.4 A/ 311$ imadse 41.2 45A PIe7p , 203 21.7 210 12.2 3411 327 *0 412 Al 313 I I 9.7 100 122 340 387 *0 419 423 423 41.1 DWI(One. I 300 321 343 11.6 311 412 461 410 YI 114 ( . I sa 341 113 *1 41A 41.0 419 432 NA 527 rx-i Simplified Tolai Dynertlb Head(STDH) u 343 a.2 a2 41A 417 432', 422 119 n.7 010 d Complete STDH Worksheet-FN in al blanks. 1I 373 Si 41.6 411 413 53 AAI NI 67A 312 Tots Draw*Head(TDH Debnnk3aSk14ikdTDH: ANSI 5&ANSI 7 Compliance Work Sheet , za 419` 411 a1 sea NA AI 121 613 6le [� ) • 1e Its tl1 alt sA AA 502 AI 6111 121 n1 Complete Prom or other calm.Ful In required blanks on n sap see N.4 Aa e1 071 3111 ev n9 112 worksheet&attach calculations. 1. Olrialce from pool b pump infest 50 o3 A 462 Ya 11.7 3311 632 373 AA VA 84.3 s3 AA 2 FrklmklA(hslcimpipe)in 3 kxhplpeper l&0 181 5331r 0.07 (hornpipe flawlllrAonbe2AAA) a 222 eat 6ealel 431 UA NJ n7 NA 05A !A r712 n ofthen vwr Fix ecome 23 33.1 AA 37.7 113 ass NA 432 310 713 72.3 afp. 3. Friction loss(hratan*Oki 2.5 krhpltspod f® 146 gpm a 0.13 (from plpeAmiiirklontom chart) 24 eu a2 AA n3 Al 217 KO 71.3 731 76.8 e 1 a 37A alp 823 04.0 eta Ni 713 7319 76.5 761 20 421 063 043 381 *1 71.4 773 739 111 AA 27 CA 641 sap K2 1111 73.7 739 712 119 217 11 TDH b Hog 10 A 14.7 sap 022 n.6 13.1 NA 7a2 121 NA Ito 12.06.2018 owner • 26 AA 113 7111 731 780 713 3111 123 AA 173 DdA137k1eSlnpiedTDH,_ fierlNeatAbsllnTOH 17.04 A 2u n9 710 M.1 78a AI n9 10.1 VA 311 ears CELLER 31 nA 731 711 754 Ni 821 112 17.. *7 Al n 7u 722 7111 Ill Al ell 569 e17 020 911 4. 50 x 0.07 = 3.5 mbyyy N/A 33 732 719 117 310 813 871 w 129 04.5 Ai Abe*MAMA IAA GAD*s (Florueltdnp) fICA80t R4 5. 50 x 0.13 c 6.5 a AO Kt @I esa nA 322 Ni Ill 229 Ina r4ryldladamilpd p9dl.wl2dq.) AMIN 54*/ TdaDynadcHead(TDlt 27.04 11 e1/ Kt AA Aa Ale 112 I4A 117 Iep All CPC 1456979 'NOTE:FBTO D N MUST BE EQUAL TO OR HIGHER THAN THE 7w.1oe2.Ad.w CALCULATED TDH. (904)858-4300 • o.e4d.01114 00034. Scale:None A UASTAR 32" Channel pool products ==, Suction Outlet CoverDrain andAnti-Entrapment PVC Three-Port A Safe Drain is No Accident" Manufactured Sump VGBSeries The AquaStar line of suction outlet covers,compliant with the Virginia Graeme-Baker Pool and Spa Safety Act(ANSI/APSP 16-2011 and NSF/ANSI 50-2009a) Features The Unblockable! For single or multiple drain use(see installation instructions for plumbing, hydrostatic valve/drain pipe and single or multi-pump connections) Single Floor:236 GPM at 3.4 fps Wall:136 GPM at 1.9 fps Floor/wall:106 GPM at 1.5 fps Floor/wall:70.4 GPM at 1.0 fps A mp 22.6 square inch opening �� 1 #316 stainless steel screws PVC sump(standard) 11114111114100:46 Manufactured from superior J UV-resistant engineered polymers "414 Three ports:bottom 21/2"OD, 2" 2"ID 5/5;inside 2"threaded FPI; / two 2"threaded plugs included O All components meet or exceed ANSI/APSP 1 16-2011 and NSF/ANSI 50-2009a national standards and ASTM G154 UV testing ININ, exposure Orange disposable plastic pre-gunite/ plaster insert keeps debris out and retains sump shape during construction Does not require use of transition glue Replace every five years from the date of installation 4 per case With sump (concrete pools) Part#32CDAVxxx Two drains in one! STANDARD COLORS 1101 104 32-19/32 - ---I 5/16 5 ■102 ■ 105 /� _------_—__-- ^_yl �3-27/32 2 ° 103 108 ° IFnp C1 1r 5/16 3 - y Q 1 w bey I i 4-11/32 4 —10 LIT 10 1 �_;■:_-�_, _ ��. ..._ 2-12"spigot x Z"socket x 2"NPT _�- Also available as sump only ` ;■ p/n 32CDPxxx 4 per case Also available cover only 1.32"three-port manufactured sump bucket without sump/frame 2.32"anti-entrapment suction outlet cover p/n 32CDAVNFxxx 3. 32"channel drain,plaster shield 40 per case 4.2"NPT plug,qty 2 5.#10 x 3/4"flat head Phillips type-a screw. 316 ss,qty 16 VGB 2008 Compliant Mme- P877-768-2717 F877-276-POOL Outside the US:P+1-805-620-5060 F+1-949-336-1940 * *PROUDLY MADE info@aquastarpoolproducts.com www.aquastarpoolproducts.com **IN THE USA C . TEL UP O® VARIABI E SPEED Hi GH P ER Fri Rl A - DUM P STA-RITE° Fatured-H:ghtights. _ •Ability to program exact pump speeds for specific operations-filtering,heating,cleaning,spa jets,water Select features and more-reduces energy costs up to 90% >PENTAIR •8 speed settings and on-board scheduling LCD screen with keypad for easy programming 4'3 e •Ultra-efficient permanent magnet motor design „:„1:1**. cr reduces noise and vibration for greater efficiency and '° longer pump life • t t •Fully compatible wtih IntelliTouch°,EasyTouch°, l SunTouch•Automation and other pool control systems ir,l up"pliatIC° •Operates seamlessly on 50 hz or 60 hz input power. F f f 1ci nc'; Flow/speed are constant when operating on 50hz or 60 hz. "t '". •Includes 2 in.NPT Slip Unions Sta-Rite (rltef iP o Variable Speed Pump Protected by U.S.Patent No..7.686,587.7.815,420,7.854,597, 0611.433.D606.362:8,043,070 and Patent Pending and all corresaonginoforeinn counterparts. ntettiPre Veriab'.e Speed pur-lps combine variebte drive technology,onboerd digital intelligence,anc permanent magnet motors luted in ny:rid cars;to reduce Dump-retired energy costs by up to 90%. Ordering information *uit Lead Primary Product Description Voltage kW HP SP SFHP FRED. Listings and Port Size Carton htnps : iNPT) wt.'Lbs.) Certifications . ,. . 1v1_1P,A ENERGY.E -ICILN t VARIAOLE SPEED tNON-SVf214i MOOFLI P6E6V54H-209L IntelliPro Variable 230 16 3.2 3 1.32 3.95 SOhzlbOhz UL',NSF=.CSA 2 in.x 2 in. 47 :7 ccrssort � 520641 IntelliCom 4-Rated 15-240 VAC 15-100 VDC With 4 Inputs 8 521189 IntelliCom 2-Rated 9-24 VOC with 4 Inputs 1 350122 Communication Cable-50 ft-Included with pump 2 ` 'UL'indicates that pump bears a specific UL mark signifying evaluation Canadian Standards CAN/CSA C22.2:No.108-71 Liquic Pumps For to U.S.Standards UL1081 for Permanently Connected Swimming Pools Only(Enclosure 3)_ Swimming Pac.and Sec Pumps and to Canadian Standards CAN./CSA ` APSP'Pump has been evaluated to ANSI/APSP/ICC-15 and California C22.2 No. i..8-01.inuid Pumps For Swimming Pools Onl;(Enclosure 3). Title 20 and is certified to use on Residential Swimming Pool Filtration • 'i'1SF indicates that Gump bears a NSF mark signifying evaluation to S;stems. NSF Standard 5CCol.Sell-Priming Centrifugal Pumps Fcr Swimming ° Product may have been evaluated to other state and local reg_datory Pools Only. standards.Listingstatus maychange.A;,ta Ysconfirrnsteps with CSA'in•-ica.vs the pt me bears a CSI.mark signify nc oval.:cion to appropriate agency if in doubt. Refer to catalog pane 36 for a selection of 1-and-2-Pole GFC:breakers which oiler 6 miil:emo personnel protecticn vinile meeting'NEC 2008 Standards for Pool Pumps. INTELPPP \" Pi 4 SLE SPEED HIGH P ERFO 7,'...";,:-.-,:\!1:!= FLI:HP (CONT ]] 0 .t. t,,...cs ...b. !mettiPro Variabln Speed Pump Dimensions and Performance . 90 I mAx‘.SPEED I _ 25 — 1 ' id 34:51:714, 11 El SPEED 6 3110 RON i I ! 1 1 20 i . i I,_,- 60 1 6°i - 421u- z— - > ' I `' hJ 15 — ••,-, 50 i I i - ......... 0.1 8 SPEED 3 2350 RPM , 0/ - 40 1 ; i I i I 10 — _ 3o 1 i 1 - 1 - RSPEED 2 1500 RPM FACTORY PRESET SPEEDS , I 20 . 3110 RPM _, 5 — I 1 1 2350 RPM 1 - te SPEED 1 1100 RPM" 10 1500 RPM I— _ -------r"----1 I r 0 0 1 II SP,E3Z0 1 754Pm -- 750 RPM 1--- I _-_ 0 20 40 60 80 100 120 140 160 U.S.Gallons per Minute IIIIII VTIT11111 / 111 ( 111111VIIII lITY11 0 5 10 15 20 25 30 35 Cubic Meters per Hour IntelliPro VS•i•SYRS minimum speed is 1100 RPM - 26.406 - _ 11,347 _ ' : •,.` — ,v:- --7...z. . , .. :.- ,...........___-.... .,.., - , . ._. ., - 1 - . _ r 14.48301 41 ,;:.'t'..%lij', -.....:•=...ft.---1--t,__1 1..,, ---,.__, ,. .._ 14 ,, • • , 4 ..,I \';% ‘i .7..,? "' \:: ,..:,,,.\,:..,..; ....,.....?;,i/ 1 --""": _::1 ----: 7---,-,:::,,,-.Z71 \C`' "------ I0J5 : 1 i, :.;. ••••••-‘1 ! ' ....1 _ __,-- - ....: -- ..- _____.-- ,See page 515 for replacement parts. ' SYSTEM:2TM MODULAR MEDIA FILTERS PLM SERIES FILTERS STA-RITE' Featured Highlights -- A,. •Typical Installation-aboveground pools,inground pools, 77 and inground hot tubs -11W1111-110 •Quality Construction-Durable two-piece tank housing constructed of rugged ABS thermoplastic to ensure a long-lasting tank life IN..; a " ' Yom`"` • Easy Access-Posi-Ring•Locking Ring provides fast access to tank internals •Innovative Design-The innovative balanced flow design first introduced with the System i 3 Mod Media filter is now available in the smaller System:2 filter,virtually maintenance-free operation for pools of alt sizes 411. 010 • Low Maintenance-Complete media coverage combined with shallow pleats means greater dirt holding capabilities,resulting in longer fitter cycles and less cleaning System:2 Modular Media Filters • Large Drain Plug-Filter includes 2 in.NPT Drain ports, PLM Series which are provided with reducer bushing and 1-1/2 in. drain plug Sba-Rites modular media filtration is the perfect match for both the inground and aboveground pool markets.Advances in media technology and balanced flow design provide dirt-loading capabilities up to 15 times greater than sand filters of equivalent size.Virtually maintenance-free operation for today's pool owner.The small diameter footprint makes the System:2 filter a perfect fit for new and retrofit installations. Modular Filter Tanks allows for quick change of fitter medias without changing the tank.Contemporary style and matte black finish looks attractive in any pool setting. Ordering Information Turnover Capacity(In Gallons) Product Effective Filter Flow Rated' (Flow Rate x 60 x Hours) Tank Port Carton Area(Sq.Ft.) GPM(Sq.Ft.) Size Wt.(Lbs.) 6 Hour 8 Hour 10 Hour SYSTEM:2 MODULAR MEDIA FILTER-PLM SERIES PLM100 100 38-100 14-36,000 18-48,000 23-60,000 2 in. 41 PLM125 125 47-125 17-45,000 22-60,000 28-75,000 tin. 42 PLM150 150 56-150 20-54,000 27-72,000 34-90,000 2 in. 43 PLM175 175 66-150 24-54,000 31-72,000 39-90,000 2 in. 44 PLM200 200 75-150 27-54,000 36-72,000 45-90,000 2 in. 45 PLM300 300 113-150 41-54,000 54-72,000 68-90,000 2 in. 53 Based on NSF recommended flow rate for commercial at.375 t9PM per Note:operating Limits-maximum continual,operating pressure of Square loot.. 50 PSI.Pool/spa lbather'I applications,maximum operating water Note:No backwash valve required. temperature)internal fitter)106°F 14D°C). SYSTEM:2' MODULAR MEDIA FILTERS CCONT'Dj ` PLM SERIES FILTERS ,L : Ordering Information MoC; Product r Description Carton Wt.(Lbs.) ACCESSORIES FOR SYSTEM:2 MODULAR MEDIA FILTER-PLM SERIES e" 27002-0100S 100 Sq.Ft.Replacement Module for PLM100 11 T.1 *1...,„.4:,•::::4t 27002-01255 125 Sq.Ft.Replacement Module for PLM125 11.5 27002-0150S 150 Sq.Ft.Replacement Module for PLM150 12 s � * ' T 27002-0175S 175 Sq.Ft.Replacement Module for PLM175 13 ; r7:s: 27002-0200S 200 Sq.Ft.Replacement Module far PLM200 27002-03005 300 Sq.Ft.Replacement Module for PLM 300 '" "� 4--.. U78-820P 2 in.x 1-1/2 in.Pipe Reducer Bushing 8 oz ,+. .3 27001-0130S Spring Check Valve1 k _' Mab Dimensions and Performance � .,z k pLM30d 1-- ! �, ,, ....v .,.. :,....„..„.,,,,,. ..v.,:trx , ' . '1 i ( r--.. . _ /1 ' ; Listed .,h ei .. if-1 i _ '�'Icc ,�. t.. -wwr�+Q • ` `‘ ‘<1,_9_.'i/,ui `; 4`e,14: 11. ✓.titer+..- - " \\\\ _ x+" b • i fes- L '� y: I I-_ is 'a s e IN 1 14 it 1 nr. , II[IlciJ11111J .,,,,,: _ffirritrilitiv _ f } i `fc irth --..J T._ 1 Mt r NiI y ..1 % 'Xy; `3 ,e�- .c`� 144 j. \- / :-'1 P 1 C: Y Y 1 17i c: ,- --1,--1__-:--7-_. .i a,+Y.aid�.p,P - All dimensions shown in iinches. ��� MAX.FLOW / g. 18 RATE PLM125 3 r - 16 �$;*-.1,14.4;, MAX.FLAW 17 ,. -111 14 RATE PLM700 _ a' g <� a:' o ? +!s s. CI PLM 100, .t �2t. 4, PLM125, d` 4 N 8 PLM150, ; k ,y` PLM175, '` - 3i3 n. 6 PLM200, ,}�" :. PL M300 2 3��k: til ,,.5:r.i: 0 10 20 10 60 80 100 120 140 160 " Flow Rate in Gallons per Minute - �"' t 713 . af<",' 3 rgyh._.. K R.: See page 371 for replacement parts. �4 a a,,.. t� F�' ® .,- , , ® .., ,t. .. -, Heaters for Pools and Spas Select . byy Sta-Rite >aegnue t., - s -�,r i* '''\‘' '' iik-e • k --1 . , .. uIII 1 id 1111 k Get that warm-all-over feeling Sure, a beautiful pool looks inviting, but its cold water • Specially designed fueling and ignition process permits can keep you high and dry.Which is why it pays to have faster warming of your pool and spa. a Max-E-Therm heater. After all, when the waters just • Easy-to-read, conveniently positioned control panel is right,you maximize the enjoyment of your pool experience. simple to program. The fast-heating Max-E-Therm heater makes your pool irresistible on cool nights. It also allows you to extend • Dura-Glas® Housing will not corrode and stands tough your pool season, against harsh weather. Unlike other heaters,the Max-E-Therm heater offers you If you want that warm-all-over feeling, choose the the latest advances from Sta-Rite®: a rustproof exterior, Sta-Rite Max-E-Therm heater. It's a better choice for smart electronics and increased energy efficiency, a host of reasons. Whether you're looking for quiet relaxation or wild fun, An Eco Select® Brand Product you'll always enjoy your pool in the warm comfort of a Max-E-Therm heater. The Eco Select brand identifies our"greenest" and most • High efficiency rating makes the Max-E-Therm heater efficient equipment choices. Max-F-Therm heaters offer best-in-class energy efficiency. Plus,they are certified for extremely economical to operate. low NOx emissions, making them eco-friendly favorites. - Max-E-Th e rm Heaters for Pools and Spas kz The heat is on Designed for faster hear-ups-why wait to enjoy that soothing swim? • A view from the top Top-mounted control panel has a large format digital display and 1 360-degree rotation in any direction for easy viewing Self diagnostics Control panel indicator lights pinpoint heater or system conditions, A. which can save money through faster troubleshooting(if required) NU Easy on the environment , a � Certified for low NOx emissions and outperforms industry standards -- y for air pollution exhaustlir:7' ' ` ' •---- - Tough exterior " Heater enclosure is made of Dura-Glas-,an exclusive Sta-Rite" thermoplastic resin that handles the heat and weathers the elements r' This heater is hot! Pool Sizing* Pool professionals will tell you the Max-E-Therm Heater is anChange/ SUCK/NW/HD LPMD SR333NA/LPMD SR400NA LPIHD SR200NNLPMb,5R333NA LPIHD SR4OGNMPMD 24 Ho. Pool Capacity in Gallons Pool Surface Area in Sq.Ft at 5.5'Depth industry favorite for heating pools and spas. hs sleek,contemporary 5 97,383 1 162,143 194,766 2,364 3,935 4,727 styling offers pool owners an easy choice over the traditional-style 10 48,691 81,071 97,383 1,182 1,9682364 _ heaters those plain-looking clunky metal boxes just waiting for 15 32,461 54,048 64,922 788< 1,312 1576 the rust to set in. 20 24,346 40,536 48,691 591 9841,182 ----945 25 19,477 32,429 38,953 473 787 945 The perfect mix 30 16,230 I 27,024 32,461 394 656 788 _ • r Is the toe test telling you the water could 35 13,912 ` 23,163 27,824 338 562 675 ,t4. be a bit warmer? No problem.The 40 12,173 j 20,268 24,346 295 492 591_ y Max-E-Therm heater can quickly warm your Spa Sizing- ,, A �, pool or spa.A perfectly balanced mixture SPA VOLUME(Gallons) of fuel and air is ignited in the combustion MODEL 200 300 400 1 500 ; 600 700 1 800 900 t;aoo'- I, chamber, which produces the optimal Minutes for 30°F Temperature Rise(Heater Input in 1000 BTUMR) temperature for faster heating. SR200NA/LP/HD 18 27 35 I 44 ' 53 62 71 80 89 Rated first in its class! SR333NA/LP/HD._ .11 16 21 27 32 37 43 ' 48 53 SR400NA/LP ,4 .9 13 18 22 , 27 31 35 40 44 If operating cost was holding you back on a heater, you Note-The chart is based on a 30°F(16.7°C)temperature rise,discounting losses and only based on can proceed with confidence Max-E-Therm heaters have heat required to raise temperature in minutes a best-in-class efficiency*rating. -ASME models avalable.See your Pentair Aquatic Systems representative for details Available from: *Standard and ASME Copper Heat Exchangers 84%efficient Heavy-Duty(HD)Cupro-Nickel Heat Exchangers 82%efficient i 7- \ STA-RITE Simply Smarter. www.staritepool.com Phone: 800-831-7133 pumps /filters / heaters / heat pumps/automation /lighting/cleaners /sanitizers /water features / maintenance products All Pentair trademarks and logos are owned by Pentair or one of its global affiliates.Max-E-Therm',Sta-Rite10,Eco Select*and Dura-Glas"'are trademarks and/or registered trademarks of Pentair Water Pool and Spa,Inc.and/or its affiliated companies in the United States and/or other countries.Because we are continuously improving our products and services,Pentair reserves the right to change specificationswithoutprior notice.Pentair is an equal opportunity employer. 6/15 Part#PI-720 i SCAQMD ©2015 Pentair Water Pool and SpaInc.All rights reserved. DESIGN CODE: --------------- 2017 FLORIDA BUILDING ODE - RESIDENTIAL DESIGN- LOADS: -------------- ACTUAL AND UNIFORM B,QQF ! OADING: (-,,= .25) ? CHORD LIVE LOAD ----------------------- P f OP TOP CHORD DEAD LOAD ---------------------- 7 Ps (ALL OTHER) TOP CHORD DEAD LOAD ----------------------20 p f (TILE SHINGLES) BOTTOM CHORD LIVE LOAD -------------------- 0 ps -BOTTOM.. CHORD DEAD LOAD ------------------- 5ps F100R LOADING_ (cd= .00) TOP CHORD LIVE LOAD (INTERIOR) --------------- 40 p f TOP CHORD LIVE LOAD (BALCONIES) -------------- 60 p f TOP CHORD DEAD LOAD --------------------- 20 P f BOTTOM CHORD LIVE LOAD -------------------- 0 Ps BOTTOM CHORD DEAD LOAD ------------------- 5 Ps DEFLECTION CRITERIA• ROOF FRAMING: LIVE LOAD L/360 TOTAL LOAD L/240 FLOOR FRAMING: LIVE LOAD L/480 & TOTAL LOAD L/360 & 0.7 " MAX WIND LOADING: (ASCE 7/10) BASIC WIND SPEED------------------------- 130 MPH IMPORTANCE FACTOR ------------------------ 1.00 MEAN ROOF HEIGHT ------------------------ 34 ROOF PITCH ----------------------------- 6/1 BUILDING CATEGORY ------------------------ 11 EXPOSURE CATEGORY------------------------ D ENCLOSURE CLASSIFICATION -------------------- ENC OBEID INTERNAL PRESSURE COEFFICIENT ---------------- f .1 THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALULS 1AJUJ. Inc Aa PERMITTED BY THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION E COMPONENTS& CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH PC SHOWN IN TABLE ABOVE. LINEAR INTERPOLATION IS PERMISSIBLE. • PLUS = PRESSURE AND MINUS = SUCTION. THE DISTANCE 'a' FROM OUTSIDE CORNERS OF BUILDING SHALL BE DESIGNED • DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS HE RESPi MANUF./SUPPLIER & SHALL MEET THE ABOVE NOTED POSITIVE AND NEGATIVI FEMA RELATED DESIGN C9 FEMA RELATED E TE I N CRITERIA FEMA (BFE): FEMA VE 13 (NGVD) + 1 FT SJC =.14 (NGVD) = +1290' NAVD DEP MONUMENT NUMBER - DU R-047 100 YR. STORM ELEVATION - +16.3' NAVD (FROM MONUMENT) LOQ YR. STORM DESIGN GRADE ELEVATION - +4.40' NAVD (FROM MONUMENT) BOTTOM OF PILING - -25.00' NAVD BOTTOM OF LOWEST HORIZONTAL STRUCTURAL ELEVATION - +16.3' NAVD. STRUCTURAL METAL CONNECTORS ARE IN CONFORMANCE WITH TABLE 1, FEMA - CONCRETE REBAR COVERAGE HAS BEEN SPECIFIED AS REQUIRED BY ACI. VF CONSTRUCTION CERTIFICATION STATEMENTS AT THE FEW LOCATIONS WHERE HE PILE SPACING HAS BEEN REDUCED TO LESS THE PILES HAVE BEEN DESIGNED TO RESIST THE ADDITIONAL LOADS. FROM FLOOD FIND. AND STRUCTURE IS ANCHORED TO RESIST FLOTATION, COLLAPSE AND LATER EFFECTS OF WIND AND WATER LOADS ACTING SIMULTANEOUSLY ON :THE BLDG. CC LOADING, BREAKAWAY ELEMENTS COMPLY WITH THE INTENT OF TECHNICAL BULL[ A GENERAL NOTES WNERAL NOES: HESE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO f AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BL METHODS, BRACING, SHORING, FORMS, SCAFFOLDING, GUYING OR OTHER MEANS TC TO HOLD STRUCTURAL ELEMENTSIN PLACE DURING CONSTRUCTION, OBSERVATION 1 STRUCTURAL ENGINEER OR STRUCTURAL OBSERVERS SHALL NOT INCLUDE INSPECTIf TYPICAL DETAILS AND NOTES ON HESE SHEETS SHALL APPLY UNLESS SPECIFICALI CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE SIMILAR TO DETAI ALL WORK; MATERIALS AND CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE E SAFETY REQMT'S. FOR .CLARITY, ALL OPENINGS MAY NOT BE SHOWN ON DRAWINGS. SEE ALSO ARCHI' AND PLUMBING PLANS.. ALL OPENINGS AND PENETRATIONS SHALL BE LOCATED AN[ DRAWINGS MADE BY HEM. CONTRACTOR SHALL NOT PROCEED NTH ANY WORK S UNTIL RECEIVING CLARIFICATION FROM ARCHITECT, FOR FRAMING AT OPENINGS,. SEE WHERE A. DETAIL, TYPICAL DETAIL, SECTION, TYPICAL SECTION OR PLAN NOTE IS S APPLY FOR ALL SIMILAR OR LIKE CONDITIONS UNLESS OTHERWISE .NOTED. CONTRACT DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, HE STRUCTURAL DOC' SPECIFICATIONS), BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR A BY THE CONTRACTOR, CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH HE CI OF ACI, PCI, AISC, SJI. OR OTHER STANDARDS. WHERE A CONFLICT- OCCURS WITHIN STRICTEST REQUIREMENT SHALL GOVERN. MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO HE REFERENCED BUIL THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS. AND SITE CONDITIONS DISCREPANCIES PRIOR TO PROCEEDING NTH WORK. FOR DIMENSIONS NOT SHOWN I ARCHITECTURAL DRAWINGS. DO NOT SCALE FOR DIMENSIONS NOT SHOWN ON DRP INFORMATION TO THE ARCHITECT FOR DIMENSIONS NOT PROVIDED. - ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS SHALL BE V DRAWINGS. RESOLVE ALL DISCREPANCIES WITH ARCHITECT PRIOR TO START OF. CO DRAWINGS COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL, AND CIVIL DOCUMENTS. ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED 0' S HAVE BEEN REDUCE BY 0.60 AS : PERMITTED AND NEGATIVE PRESSURES "OR EDGE STRIP PRESSURES. JSIBILITY OF THE WINDOW/DOOR PRESSURES. BULLETIN 8 96. ALL N 8:1 RATIO (PER FBC 3109.4), TERS AND RAPPED DEBRIS, MOVEMENT DUE TO THE COMBINED )VENTS THAT. RECEIVE SUCH 5 'FREE OF OBSTRUCTION REQ'. INDICATE THE METHOD OF 20TECT THE STRUCTURE, WORKERS ARE NOT LIMITED TO, MEANS AND AVOID EXCESSIVE STRESSES AND SITS TO THE SITE BY THE J OF THE ABOVE ITEMS. SHOWN OR NOTED OTHERWISE. S SHOWN FOR SIMILAR CONDITIONS. IILDING CODES, REGULATIONS AND [CTURAL, MECHANICAL, ELECTRICAL VERIFIED BY ALL TRADES FROM OWN ON DRAWINGS IF IN CONFLICT TYPICAL STRUCTURAL DETAILS. OWN FOR ONE CONDITION, -1T SHALL MENTS (DRAWINGS AND kTERIAL PREPARED AND SUBMITTED )E OF PRACTICE OR SPECIFICATIONS THE CONTRACT DOCUMENTS, THE ING CODE. NO NOTIFY ARCHITECT OF ANY J. STRUCTURAL DRAWINGS, SEE ANGS. SEND WRITTEN REQUEST FOR RIFIED WITH ARCHITECTURAL SRUCTION. DO NOT SCALE ECHANICAL, ELECTRICAL, PLUMBING ANY DISCREPANCY OR OMISSION. E:FNfRAL NOTES (C�ONTINUED�. CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS. TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION. TEMPORARY SUPPORTS. CONTRACTORLITY SOLE OR THE ERESPONSIBILITY YTAND SAFETY F O COMPLY NTH ALL OSHA BRACING,SHORING,. SAFETY REGULATIONS FOR ITS EMPLOYEES. NO STRUCTURAL CHANGE FROM THE APPROVED PLANS AND SPECIFICATIONS SHALL BE MADE IN THE. FIELD UNLESS WRITTEN IS OBTAINED PIOR TO MAKING SUCH CHANGE.WRITTEN SHALL BE THEOVAL RESPONSIBILITY OF THE CONACTOR. HE CONDITION SHALLSBE R PAIREDWITHOUTEOR REPLACED RAGS AL DIRECTED. HE MECHANICAL CONTRACTOR SHALL COORDINATE INSTALLATION OF THE REQUIRED INSERTS WITH THE GENERAL CONTRACTOR. REFER TO MECHANICAL DRAWINGS FOR SUPPORT STRUCTURES AND INSERTS. THE MECHANICAL CONTRACTOR SHALL FURNISH ALL NECESSARY STRUCTURE§ FOR MECHANICAL EQUIPMENT, HANGING DEVICES AND INSERTS FOR INSTALLATION OF MECHANICAL EQUIPMENT. FOR ELEVATORS ASSOCIATED WITH THIS PROJECT, EDGE OF SLAB OPENINGS AT PIT, FOUNDATION, FLOOR FRAMING AND ROOF FRAMING HAVE BEEN COORDINATED FOR DIMENSIONS, SLAB EDGE SUPPORTS, HOIST BEAM SUPPORTS AND RAIL SUPPORTS BASED ON ELEVATOR CUT SHEETS PROVIDED DURING THE DESIGN PHASE FOR THIS PROJECT. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING WITH THE ELEVATOR MANUFACTURER FOR THE ELEVATOR(S) TO BE INSTALLED ON THE PROJECT AND SHALL ADJUST SLAB OPENING DIMENSIONS, PROVIDE MISCELLANEOUS FRAMING AS REQUIRED FOR SLAB OPENING ADJUSTMENTS, SLAB EDGE SUPPORTS, RAIL SUPPORTS AND HOIST BEAM SUPPORTS, AS REQUIRED. CONTRACTOR SHALL COORDINATE WITH ARCHITECT FOR ALL REQUIRED ADJUSTMENTS AS NOTED AND SHALL .BE RESPONSIBLE FOR COSTS ASSOCIATED WTH ANY REQUIRED ADJUSTMENTS NOTED ABOVE FOR INSTALLATION OF ELEVATOR(S) AT NO ADDITIONAL COST TO OWNER. _ MLa ATCR1AL SPECIFICATIONS: ANCHOR BOLTS & TREADED ROD: SHALL BE IN ACCORDANCE WH ASTM A 307 OR ASTM F1554 GRADE 36. QT WIRE ROPE: GALVANIZED "AIRCRAFT" DESIGNED 7x19, 270KSI WIRE ROPE. WASHERS: SHALL BE IN ACCORDANCE WT ASTM A500 (GRADE 8). NUS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR SHALL BE GALVANIZED. RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE V." LARGER THAN REBAR SIX AND '/e" LARGER THAN THREADED ROD SIZE. (U.O.N.) EPDXY: RED HEAD EPCON G5. REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. - STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. _ WELDED HARE FABRIC (WWF): SHALL BE ASTM A185. - FOUNDATIONS: THE AUGER CAST PILES AND FOUNDATION HAVE BEEN DESIGNED BASED ON THE RECOMMENDATIONS PROVIDED BY ELLIS & ASSOCIATES, INC. REPORT No. 4224-0001 DATED OCTOBER 4, 2013. THE PILE .SUPPORTED FOUNDATION SHALL CAPACITY OF 14" DIAETER AUGER CAT 33 TONSMN COMPRESSIONS 9P PTONS ILES IIN TENSION CAPACITY AND 3ITH A GROUT STRENGTH OF 5TONS 000 IN SHEAR.SI AND HAVE A ALL AUGER PILE REINFORCEMENT SHALL HAVE A MINIMUM CONCRETE COVER OF 3" TO THE #3 TIES. AUGER PILE PLACEMENT TOLERANCE: PLUS OR MINUS 2 INCHES. THE CONTRACTOR SHALL ENGAGE THE SERVICE OF A FLORIDA REGISTERED PROFESSIONAL ENGINEER OR AN APPROVED TESTING AGENCY TO SUPERVISE AND CERTIFY THAT THE PILE INSTALLATION COMPLIES WITH THE DESIGN REQUIREMENTS. RECORDS OF THE REINFORCING FOR EACH PILE; EACH INDIVIDUAL PILE DEPTH AND QUANTITY OF CONCRETE GROUT VOLUME INSTALLEDFOREACH PILE; TOTAL NUMBER OF INSTALLED PILES; TOTAL LENGTH OF INSTALLED PILES; TOTAL CALCULATED CONCRETE GROUT VOLUME FOR ALL OF THE PILES; ACTUAL TOTAL CONCRETE GROUT VOLUME IED LOCATION SHALL BE KEPT AND ASUBMITTED LLED FOR ATO OFLL THE ENGINEER OF RECORD IUPON ON FCOMPLETION OFEACH PILE OITHE AUGETHE R PILE WORK. FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS, DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM THE FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT THE STRUCTURAL ENGINEER.. UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE USING SUPPORT BARS AND CHAIRS. IN ALL CONTINUOUS FOOTINGS PROVIDE #4 ® 48" O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS THE GEOTECHNICAL ENGINEER SHALL ACT AS THE OWNER'S REPRESENTATIVE AND SHALL MAKE OBSERVATIONS AND TESTS AS CONSIDERED NECESSARY FOR QUALITY CONTROL. WHERE FOUNDATIONS OR OTHER CRITICAL ELEMENTS ARE TO BE SUPPORTED ON ENGINEERED FILL, CONTINUOUS OBSERVATIONS AND TESTS OF GRADING OPERATIONS SHALL BE MADE BY THE GEOTECHNICAL ENGINEER. EA BE PERFORMED IN ACCORDANCE WITH PROCEDURES SET FORTH IN THE CURRENT BOOK OF STANDARDS OF THE SOCIETY OF TESTING AND WHERE FILL IS REQUIRED, IT SHALL BE PLACED IN ACCORDANCE WITH INSTRUCTIONS OF THE PROJECT GEOTECHNICAL ENGINEER TO MAINTAIN DESIGN BEARING PRESSURE. UNLESS SPECIFICALLY NOTED AS "CANTILEVERED" ON PLAN OR DETAILS, WALLS RETAINING EARTH MUST BE SHORED CONTINUALLY PRIOR TO COMPLETION OF STRUCTURAL SLABS ON GRADES AND/OR ELEVATED SLABS HAVE BEEN PLACED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE DESIGN, ADEQUACY, SAFETY, AND STABILITY OF TEMPORARY ERECTION BRACING AND SHORING. BACKFILL AGAINST WALLS SHALL BE DEPOSITED EVENLY IN B" TO 12" LIFTS AGAINST BOTH SIDES OF WALL UNTIL HE LOWER FINAL GRADE IS REACHED. CONTRACTOR SHALL PROVIDE ADEQUATE BRACING OR SHORING FOR ALL WORK DURING THE CONSTRUCTION PERIOD. BACKFILL SHALL NOT BE PLACED AGAINST WALLS UNTIL THE WALLS HAVE ACHIEVED 75% OF SPECIFIED DESIGN STRENGTH. FOOTINGS SHALL BE CENTERED ABOUT COLUMN LINES UNLESS NOTED OTHERWISE. TOP OF FOOTING ELEVATIONS PROVIDED ON DRAWINGS ARE FOR PURPOSES OF CONTRACT & SHALL BE ADJUSTED, AS REQUIRED. AT TIME OF EXCAVATION TO BEAR ON PROPERLY PREPARED SUPPORT SUBGRADE (PER GEOTECHNICAL REPORT RECOMMENDATIONS OR FIELD DIRECTIVES OF GEOTECHNICAL ENGINEER ON SITE) OR TO ADJUST FOOTING ELEVATIONS TO AVOID INFLUENCE BETWEEN FOUNDATIONS & BURIED PLUMBING. SEE TYPICAL FOOTING -TRENCH INFLUENCE DETAIL FOR SIMILAR REQUIREMENTS FOR INFLUENCE BETWEEN FOUNDATIONS & BURIED PLUMBING. DO NOT EMBED PIPING WITHIN OR PASS PIPING VERTICALLY OR HORIZONTALLY THROUGH ISOLATED FOOTINGS. WHERE THE GEOTECHNICAL ENGINEER FINDS AN UNSTABLE CONDITION IS BEING CREATED, EITHER BY CUTTING OR FILLING, THE WORK SHALL NOT PROCEED IN THAT AREA UNTIL AN INVESTIGATION HAS BEEN MADE AND THE GRADING PLAN REVISED. FILL. TO BE COMPACTED TO 95% OF MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. PLACE FILL IN LAYERS OF 8" HICK MAXIMUM & UNDER THE DIRECT SUPERVISION OF HE GEOTECHNICAL ENGINEER. FILL TO BE TESTED TO VERIFY COMPACTION AS REQUIRED BY THE GEOTECHNICAL ENGINEER. TESTS FOR DEGREE OF COMPACTION SHALL BE DETERMINED BY HE ASTM D-1556 OR ASTM D-2922 TEST METHODS. OBSERVATION AND FIELD TESTS SHALL BE CARRIED ON DURING FILL AND BACKFILL PLACEMENT BY THE GEOTECHNICAL ENGINEER TO ASSIST THE CONTRACTOR IN OBTAINING THE REQUIRED DEGREE OF COMPACTION. - IF LESS THAN 95 (U.O.N. IN SOILS WITH ADJUSTMENT OF THE MOISTURE CO T PERCENT IS INDICATED, TENT AS REQUIRED COMPACTION N IS OBTAINED. ION EFFORT SHALL BE MADE CAST -IN -PI AGE CONCRETE• TO BE MIXED AND PLACED IN ACCORDANCE WITH ACI 301, ACI 506 & 506.2. ALL REINFORCED CONCRETE TO HAVE 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:. ALL STRUCTURAL ELEMENTS f c = 4000 PSI UNLESS NOTED OTHERWISE. -COLUMNS & WALLS: f'c - 4,000 PSI -BEAMS & SLABS: f'c 4,000 PSI _ "AUGERCAST PILES: f'c = 5,000 PSI -SLAB-ON-GRADE: fc = 3,000 PSI CAST -IN-PLACE GO. ":CRETE {CONTINUED) ALL CONCRETE MIX DESIGN SUBMITTALS SHALL INCLUDE A WRITTEN DESCRIPTION INDICATING WHERE EACH PARTICULAR MIX IS TO BE PLACED WITHIN THE STRUCTURE. UNLESS NOTED OTHERWISE, NORMAL WEIGHT CONCRETE (145 PCF) SHALL BEUSED WITH 3/4" MAX. (ELEVATED) OR 1" MAX. (SLAB -ON -GRADE) COARSE AGGREGATE CONFORMING TO ASTM C 33. PROTECT FRESHLY POURED CONCRETE FROM PREMATURE DRYING .AND EXCESSIVE COLD AND HOT TEMPERATURES. START CURING AS SOON AS FREE WATER HAS DISAPPEARED FROM THE CONCRETE SURFACE AFTER PLACING AND FINISHING. ALL CURING PROCEDURES TO FOLLOW ACI 3D8. - - PROTECT CONCRETE FROM DAMAGE AND REDUCED STRENGTH CAUSED BY FROST, FREEZING ACTIONS AND LOW TEMPERATURES IN COMPLIANCE WITH ACI 306. PROTECT CONCRETE FROM DAMAGE AND REDUCED STRENGTH CAUSED BY HIGH TEMPERATURES IN COMPLIANCE WITH ACI 305. UNIFORMLY COOL WATER AND AGGREGATES BEFORE MIXING TO OBTAIN A CONCRETE MIXTURE TEMPERATURE OF NOT GREATER THAN 90 DEGREES FAHRENHEIT AT POINT OF PLACEMENT. WHERE NEW CONCRETE IS TO BE POURED ONTO EXISTING CONCRETE, ROUGHEN AND CLEAN SURFACE OF THE ADJOINING AREA AND COAT WITH SIKADUR 32 HI -MOD OR AN APPROVED BONDING AGENT. NO ADDITIONAL WATER SHALL BE ADDED TO THE CONCRETE AT HE JOB SITE. SEE ARCHITECTURAL, ELECTRICAL, MECHANICAL, FIRE PROTECTION AND PLUMBING DRAWINGS FOR DRIPS, CHAMFERS; REGLETS, SLOTS, SLEEVES, RUSTICATIONS, INSERTS ANCHORS AND OTHER EMBEDDED ITEMS NOT NOTED ON STRUCTURAL DRAWINGS, CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING & PLACING ALL EMBEDDED ITEMS SHOWN ON DRAWINGS & ADDITIONAL ITEMS NOTED IN THIS. NOTE, AS REQUIRED BY OTHER TRADES. - ALL OPENINGS REQUIRED BY OTHER TRADES ARE TO: BE COORDINATED W/ARCH. & MECH. DWGS., AND ARE SUBJECT TO STRUCTURAL ENGINEERING APPROVAL. ALL OPENINGS IN CONCRETE SLABS SHALL BE LOCATED, SIZED AND REINFORCED (WITH HE EXCEPTION OF SMALL OPENINGS AND/OR SLEEVES OF A SIZE THAT WILL NOT DISPLACE OR INTERRUPT THE CONTINUITY OF THE REINFORCING) AS SHOWN ON RESPECTIVE FLOOR PLANS AND DETAILS. ALL OPENINGS IN SLAB LESS THAN 10" SHALL BE COORDINATED WITH ARCHITECTURAL & MEP DRAWINGS AND ARE SUBJECT TO STRUCTURAL ENGINEER'S APPROVAL. ANY ALTERATIONS REQUIRE APPROVAL OF THE STRUCTURAL ENGINEER.: (SEE TYPICAL SLAB OPENING DETAIL). DEFECTIVE AREA IN CONCRETE INCLUDING, BUT NOT LIMITED TO, HONEY -COMBING, SPALLS, AND CRACKS WITH WIDTHS EXCEEDING 0.01 INCH SHALL BE REPAIRED. EXTENT OF DEFECTIVE AREA TO BE DETERMINED BY HE STRUCTURAL ENGINEER. - CONCRETE SLABS ON GRADE (BREAK -AWAY): SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WH JOINTS LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WTH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMITES. C.J. DENOTES CONCRETE SLAB "CONTROL JOINT" WHICH SHALL BE CUT INTO THE SLABS AT A DEPTH OF '/ TIMES THE THICKNESS OF HE SLAB WITHIN 12 HOURS OF PLACING THE CONCRETE. MAXIMUM SPACING OF CONTROL JOINTS, UNLESS NOTED OTHERWISE, SHALL BE 5'-0" (MAX.) IN EACH DIRECTION (FEMA REQUIREMENT). . REFER TO ARCHITECTURAL/MECHANICAL FOR SLAB FINISHES, SLAB DEPRESSIONS, THICKENED SLABS (IN ADDITION TO THICKENED SLABS NOTED ON STRUCTURAL DRAWINGS), ELEVATIONS, AND ENCASED OR EMBEDDED ITEMS. PLUMBING AND ELECTRICAL CONDUITS SHALL BE PLACED BELOW HE SLAB AND NOT WITHIN THE SLAB, VERTICAL PENETRATIONS ARE ALLOWED. CONCRETE REINFORCING REINFORCING STEEL AND ACCESSORIES SHALL BE DETAILED IN ACCORDANCE WITH ACI 315-99 (MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES) AND CRSI MSP2-01 (MANUAL OF STANDARD PRACTICE). (IBC 2009: CRSI MANUAL OF STANDARD PRACTICE, 28TH EDITION) REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 60 (UNLESS NOTED OTHERWISE). UNLESS NOTED OTHERWISE, CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS: 1. CONCRETE CAST AGAINST EARTH ------------- 3" 2. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER 2" 3. WALLS ----------------------------- 3/4" 4. COLUMNS/BEAMS (TO MAIN REINF.)---------- 1 1/2" SPLICES IN REINFORCEMENT, WHERE PERMITTED SHALL BE AS FOLLOW: 1. WELDED WIRE MESH --------------------- B„ 2. ALL OTHERS ------------ CLASS "B" TENSION, CASE "'I" MINIMUM U.O.N. (SEE CHART) SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND PLACEMENT. WRITTEN DESCRIPTION OF REINFORCEMENT WITHOUT ADEQUATE SECTIONS, ELEVATIONS AND DETAILS IS NOT ACCEPTABLE. ALL WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A-706, GRADE 60, AND BE USED ONLY WITH PRIOR. PERMISSION FROM THE STRUCTURAL ENGINEER. - ALL TENSION SPLICES, INCLUDING SPLICES FROM BARS LABELED CONTINUOUS, SHALL CONFORM TO ACI 318-11, SPLICES SHALL BE CLASS B IN ACCORDANCE NTH ACI 318, UNLESS NOTED OTHERWISE. REINFORCEMENT SHALL BE .SPLICED ONLY AT LOCATIONS SHOWN OR NOTED IN HE STRUCTURAL DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE SPLICED AT LOCATIONS DETERMINED BY CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE APPROVED IN WRITING BY HE STRUCTURAL ENGINEER. (FBC 2010: ACI 318-08) WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A-18'5 AND BE LAPPED TWO FULL PANELS, TIED ON EACH SIDE AND SHALL BE SUPPLIED IN FLAT SHEETS. LONGITUDINAL REINFORCING BARS IN FOOTINGS SHALL BE PLACED CONTINUOUS AT CORNERS AND INTERSECTIONS. FOR EVERY VERTICAL OR HORIZONTAL BAR DISCONTINUED BY AN OPENING, ONE BAR (MIN. OF 2 BARS) SHALL BE ADDED ® SIDE OF OPENING (HALF TO EACH SIDE - TYPICAL). PROVIDE CORNER BARS AT ALL CONTINUOUS REINFORCING BARS AT ALL MEMBERS (FOUNDATIONS, WALLS, SLABS, BEAMS & OTHER MEMBERS). PROVIDE DOWELS FROM FOUNDATIONS, THE SAME SIZE & NUMBER AS THE VERTICAL WALL OR COLUMN REINFORCING, UNLESS NOTED OTHERWISE. ALL DOWELS AND TERMINATING BARS SHALL HAVE A STANDARD 90 DEGREE HOOK. ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL AND/OR CONSTRUCTION JOINTS AND AROUND CORNERS. Lou Pontlgo and A ...elates, Inc. 420 Osceola Avenue lax. Beach. Florida 32250 Ph. 242-0908 Fax. 241-9557 FL CA N 8344 SC CA8 3579 Luis A. Pontlgo. PE FL PER53311 REVISKM6 DATE FlELD ALTERATION eA80[pgd[q PppRro Mocrrn*r�»e� � ry µ �:.k. ooa•� rs Aur Bd[d�A�m uw �11�a A�wTes rur aewu N uxxRx+c-,a •=sou W J U U_ Z>_ OQU �M W � W �.+N.. / U (U� co t V' Z Wig U Q DESIGN CRITERIA AND GENERAL NOTES .niwrscue owwsorswwa se�� sA. PLAN NAME RESIDENCE DESIGN/DRAWN/CHECKED CS WAC LAP DATE 08.27.18 SCALE AS NDTED LPA Ne. CELL -17-01141 CONTROLN•.. 8685 SHEET SO.O SHEET 1 OF 21 OOR COMPONENTS & CLADDING ALLOWABLE PRESSURES PSF TRIBUTARY INTERIOR EDGE STRIP PSF): GARAGE 30.2 AREA (sf) ZONE (PSF) 'a' = 5'-0�' rDOOR29.6 -329 10 +30.2 -32.9 +30.2 -40.5 +27.150 +27.1 -29.6 +27.1 -34.2 -29,6100 +25.7 -28.2 +25.7 -31.2 THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALULS 1AJUJ. Inc Aa PERMITTED BY THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION E COMPONENTS& CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH PC SHOWN IN TABLE ABOVE. LINEAR INTERPOLATION IS PERMISSIBLE. • PLUS = PRESSURE AND MINUS = SUCTION. THE DISTANCE 'a' FROM OUTSIDE CORNERS OF BUILDING SHALL BE DESIGNED • DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS HE RESPi MANUF./SUPPLIER & SHALL MEET THE ABOVE NOTED POSITIVE AND NEGATIVI FEMA RELATED DESIGN C9 FEMA RELATED E TE I N CRITERIA FEMA (BFE): FEMA VE 13 (NGVD) + 1 FT SJC =.14 (NGVD) = +1290' NAVD DEP MONUMENT NUMBER - DU R-047 100 YR. STORM ELEVATION - +16.3' NAVD (FROM MONUMENT) LOQ YR. STORM DESIGN GRADE ELEVATION - +4.40' NAVD (FROM MONUMENT) BOTTOM OF PILING - -25.00' NAVD BOTTOM OF LOWEST HORIZONTAL STRUCTURAL ELEVATION - +16.3' NAVD. STRUCTURAL METAL CONNECTORS ARE IN CONFORMANCE WITH TABLE 1, FEMA - CONCRETE REBAR COVERAGE HAS BEEN SPECIFIED AS REQUIRED BY ACI. VF CONSTRUCTION CERTIFICATION STATEMENTS AT THE FEW LOCATIONS WHERE HE PILE SPACING HAS BEEN REDUCED TO LESS THE PILES HAVE BEEN DESIGNED TO RESIST THE ADDITIONAL LOADS. FROM FLOOD FIND. AND STRUCTURE IS ANCHORED TO RESIST FLOTATION, COLLAPSE AND LATER EFFECTS OF WIND AND WATER LOADS ACTING SIMULTANEOUSLY ON :THE BLDG. CC LOADING, BREAKAWAY ELEMENTS COMPLY WITH THE INTENT OF TECHNICAL BULL[ A GENERAL NOTES WNERAL NOES: HESE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO f AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BL METHODS, BRACING, SHORING, FORMS, SCAFFOLDING, GUYING OR OTHER MEANS TC TO HOLD STRUCTURAL ELEMENTSIN PLACE DURING CONSTRUCTION, OBSERVATION 1 STRUCTURAL ENGINEER OR STRUCTURAL OBSERVERS SHALL NOT INCLUDE INSPECTIf TYPICAL DETAILS AND NOTES ON HESE SHEETS SHALL APPLY UNLESS SPECIFICALI CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE SIMILAR TO DETAI ALL WORK; MATERIALS AND CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE E SAFETY REQMT'S. FOR .CLARITY, ALL OPENINGS MAY NOT BE SHOWN ON DRAWINGS. SEE ALSO ARCHI' AND PLUMBING PLANS.. ALL OPENINGS AND PENETRATIONS SHALL BE LOCATED AN[ DRAWINGS MADE BY HEM. CONTRACTOR SHALL NOT PROCEED NTH ANY WORK S UNTIL RECEIVING CLARIFICATION FROM ARCHITECT, FOR FRAMING AT OPENINGS,. SEE WHERE A. DETAIL, TYPICAL DETAIL, SECTION, TYPICAL SECTION OR PLAN NOTE IS S APPLY FOR ALL SIMILAR OR LIKE CONDITIONS UNLESS OTHERWISE .NOTED. CONTRACT DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, HE STRUCTURAL DOC' SPECIFICATIONS), BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR A BY THE CONTRACTOR, CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH HE CI OF ACI, PCI, AISC, SJI. OR OTHER STANDARDS. WHERE A CONFLICT- OCCURS WITHIN STRICTEST REQUIREMENT SHALL GOVERN. MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO HE REFERENCED BUIL THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS. AND SITE CONDITIONS DISCREPANCIES PRIOR TO PROCEEDING NTH WORK. FOR DIMENSIONS NOT SHOWN I ARCHITECTURAL DRAWINGS. DO NOT SCALE FOR DIMENSIONS NOT SHOWN ON DRP INFORMATION TO THE ARCHITECT FOR DIMENSIONS NOT PROVIDED. - ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS SHALL BE V DRAWINGS. RESOLVE ALL DISCREPANCIES WITH ARCHITECT PRIOR TO START OF. CO DRAWINGS COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL, AND CIVIL DOCUMENTS. ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED 0' S HAVE BEEN REDUCE BY 0.60 AS : PERMITTED AND NEGATIVE PRESSURES "OR EDGE STRIP PRESSURES. JSIBILITY OF THE WINDOW/DOOR PRESSURES. BULLETIN 8 96. ALL N 8:1 RATIO (PER FBC 3109.4), TERS AND RAPPED DEBRIS, MOVEMENT DUE TO THE COMBINED )VENTS THAT. RECEIVE SUCH 5 'FREE OF OBSTRUCTION REQ'. INDICATE THE METHOD OF 20TECT THE STRUCTURE, WORKERS ARE NOT LIMITED TO, MEANS AND AVOID EXCESSIVE STRESSES AND SITS TO THE SITE BY THE J OF THE ABOVE ITEMS. SHOWN OR NOTED OTHERWISE. S SHOWN FOR SIMILAR CONDITIONS. IILDING CODES, REGULATIONS AND [CTURAL, MECHANICAL, ELECTRICAL VERIFIED BY ALL TRADES FROM OWN ON DRAWINGS IF IN CONFLICT TYPICAL STRUCTURAL DETAILS. OWN FOR ONE CONDITION, -1T SHALL MENTS (DRAWINGS AND kTERIAL PREPARED AND SUBMITTED )E OF PRACTICE OR SPECIFICATIONS THE CONTRACT DOCUMENTS, THE ING CODE. NO NOTIFY ARCHITECT OF ANY J. STRUCTURAL DRAWINGS, SEE ANGS. SEND WRITTEN REQUEST FOR RIFIED WITH ARCHITECTURAL SRUCTION. DO NOT SCALE ECHANICAL, ELECTRICAL, PLUMBING ANY DISCREPANCY OR OMISSION. E:FNfRAL NOTES (C�ONTINUED�. CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS. TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION. TEMPORARY SUPPORTS. CONTRACTORLITY SOLE OR THE ERESPONSIBILITY YTAND SAFETY F O COMPLY NTH ALL OSHA BRACING,SHORING,. SAFETY REGULATIONS FOR ITS EMPLOYEES. NO STRUCTURAL CHANGE FROM THE APPROVED PLANS AND SPECIFICATIONS SHALL BE MADE IN THE. FIELD UNLESS WRITTEN IS OBTAINED PIOR TO MAKING SUCH CHANGE.WRITTEN SHALL BE THEOVAL RESPONSIBILITY OF THE CONACTOR. HE CONDITION SHALLSBE R PAIREDWITHOUTEOR REPLACED RAGS AL DIRECTED. HE MECHANICAL CONTRACTOR SHALL COORDINATE INSTALLATION OF THE REQUIRED INSERTS WITH THE GENERAL CONTRACTOR. REFER TO MECHANICAL DRAWINGS FOR SUPPORT STRUCTURES AND INSERTS. THE MECHANICAL CONTRACTOR SHALL FURNISH ALL NECESSARY STRUCTURE§ FOR MECHANICAL EQUIPMENT, HANGING DEVICES AND INSERTS FOR INSTALLATION OF MECHANICAL EQUIPMENT. FOR ELEVATORS ASSOCIATED WITH THIS PROJECT, EDGE OF SLAB OPENINGS AT PIT, FOUNDATION, FLOOR FRAMING AND ROOF FRAMING HAVE BEEN COORDINATED FOR DIMENSIONS, SLAB EDGE SUPPORTS, HOIST BEAM SUPPORTS AND RAIL SUPPORTS BASED ON ELEVATOR CUT SHEETS PROVIDED DURING THE DESIGN PHASE FOR THIS PROJECT. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING WITH THE ELEVATOR MANUFACTURER FOR THE ELEVATOR(S) TO BE INSTALLED ON THE PROJECT AND SHALL ADJUST SLAB OPENING DIMENSIONS, PROVIDE MISCELLANEOUS FRAMING AS REQUIRED FOR SLAB OPENING ADJUSTMENTS, SLAB EDGE SUPPORTS, RAIL SUPPORTS AND HOIST BEAM SUPPORTS, AS REQUIRED. CONTRACTOR SHALL COORDINATE WITH ARCHITECT FOR ALL REQUIRED ADJUSTMENTS AS NOTED AND SHALL .BE RESPONSIBLE FOR COSTS ASSOCIATED WTH ANY REQUIRED ADJUSTMENTS NOTED ABOVE FOR INSTALLATION OF ELEVATOR(S) AT NO ADDITIONAL COST TO OWNER. _ MLa ATCR1AL SPECIFICATIONS: ANCHOR BOLTS & TREADED ROD: SHALL BE IN ACCORDANCE WH ASTM A 307 OR ASTM F1554 GRADE 36. QT WIRE ROPE: GALVANIZED "AIRCRAFT" DESIGNED 7x19, 270KSI WIRE ROPE. WASHERS: SHALL BE IN ACCORDANCE WT ASTM A500 (GRADE 8). NUS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR SHALL BE GALVANIZED. RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE V." LARGER THAN REBAR SIX AND '/e" LARGER THAN THREADED ROD SIZE. (U.O.N.) EPDXY: RED HEAD EPCON G5. REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. - STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. _ WELDED HARE FABRIC (WWF): SHALL BE ASTM A185. - FOUNDATIONS: THE AUGER CAST PILES AND FOUNDATION HAVE BEEN DESIGNED BASED ON THE RECOMMENDATIONS PROVIDED BY ELLIS & ASSOCIATES, INC. REPORT No. 4224-0001 DATED OCTOBER 4, 2013. THE PILE .SUPPORTED FOUNDATION SHALL CAPACITY OF 14" DIAETER AUGER CAT 33 TONSMN COMPRESSIONS 9P PTONS ILES IIN TENSION CAPACITY AND 3ITH A GROUT STRENGTH OF 5TONS 000 IN SHEAR.SI AND HAVE A ALL AUGER PILE REINFORCEMENT SHALL HAVE A MINIMUM CONCRETE COVER OF 3" TO THE #3 TIES. AUGER PILE PLACEMENT TOLERANCE: PLUS OR MINUS 2 INCHES. THE CONTRACTOR SHALL ENGAGE THE SERVICE OF A FLORIDA REGISTERED PROFESSIONAL ENGINEER OR AN APPROVED TESTING AGENCY TO SUPERVISE AND CERTIFY THAT THE PILE INSTALLATION COMPLIES WITH THE DESIGN REQUIREMENTS. RECORDS OF THE REINFORCING FOR EACH PILE; EACH INDIVIDUAL PILE DEPTH AND QUANTITY OF CONCRETE GROUT VOLUME INSTALLEDFOREACH PILE; TOTAL NUMBER OF INSTALLED PILES; TOTAL LENGTH OF INSTALLED PILES; TOTAL CALCULATED CONCRETE GROUT VOLUME FOR ALL OF THE PILES; ACTUAL TOTAL CONCRETE GROUT VOLUME IED LOCATION SHALL BE KEPT AND ASUBMITTED LLED FOR ATO OFLL THE ENGINEER OF RECORD IUPON ON FCOMPLETION OFEACH PILE OITHE AUGETHE R PILE WORK. FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS, DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM THE FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT THE STRUCTURAL ENGINEER.. UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE USING SUPPORT BARS AND CHAIRS. IN ALL CONTINUOUS FOOTINGS PROVIDE #4 ® 48" O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS THE GEOTECHNICAL ENGINEER SHALL ACT AS THE OWNER'S REPRESENTATIVE AND SHALL MAKE OBSERVATIONS AND TESTS AS CONSIDERED NECESSARY FOR QUALITY CONTROL. WHERE FOUNDATIONS OR OTHER CRITICAL ELEMENTS ARE TO BE SUPPORTED ON ENGINEERED FILL, CONTINUOUS OBSERVATIONS AND TESTS OF GRADING OPERATIONS SHALL BE MADE BY THE GEOTECHNICAL ENGINEER. EA BE PERFORMED IN ACCORDANCE WITH PROCEDURES SET FORTH IN THE CURRENT BOOK OF STANDARDS OF THE SOCIETY OF TESTING AND WHERE FILL IS REQUIRED, IT SHALL BE PLACED IN ACCORDANCE WITH INSTRUCTIONS OF THE PROJECT GEOTECHNICAL ENGINEER TO MAINTAIN DESIGN BEARING PRESSURE. UNLESS SPECIFICALLY NOTED AS "CANTILEVERED" ON PLAN OR DETAILS, WALLS RETAINING EARTH MUST BE SHORED CONTINUALLY PRIOR TO COMPLETION OF STRUCTURAL SLABS ON GRADES AND/OR ELEVATED SLABS HAVE BEEN PLACED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE DESIGN, ADEQUACY, SAFETY, AND STABILITY OF TEMPORARY ERECTION BRACING AND SHORING. BACKFILL AGAINST WALLS SHALL BE DEPOSITED EVENLY IN B" TO 12" LIFTS AGAINST BOTH SIDES OF WALL UNTIL HE LOWER FINAL GRADE IS REACHED. CONTRACTOR SHALL PROVIDE ADEQUATE BRACING OR SHORING FOR ALL WORK DURING THE CONSTRUCTION PERIOD. BACKFILL SHALL NOT BE PLACED AGAINST WALLS UNTIL THE WALLS HAVE ACHIEVED 75% OF SPECIFIED DESIGN STRENGTH. FOOTINGS SHALL BE CENTERED ABOUT COLUMN LINES UNLESS NOTED OTHERWISE. TOP OF FOOTING ELEVATIONS PROVIDED ON DRAWINGS ARE FOR PURPOSES OF CONTRACT & SHALL BE ADJUSTED, AS REQUIRED. AT TIME OF EXCAVATION TO BEAR ON PROPERLY PREPARED SUPPORT SUBGRADE (PER GEOTECHNICAL REPORT RECOMMENDATIONS OR FIELD DIRECTIVES OF GEOTECHNICAL ENGINEER ON SITE) OR TO ADJUST FOOTING ELEVATIONS TO AVOID INFLUENCE BETWEEN FOUNDATIONS & BURIED PLUMBING. SEE TYPICAL FOOTING -TRENCH INFLUENCE DETAIL FOR SIMILAR REQUIREMENTS FOR INFLUENCE BETWEEN FOUNDATIONS & BURIED PLUMBING. DO NOT EMBED PIPING WITHIN OR PASS PIPING VERTICALLY OR HORIZONTALLY THROUGH ISOLATED FOOTINGS. WHERE THE GEOTECHNICAL ENGINEER FINDS AN UNSTABLE CONDITION IS BEING CREATED, EITHER BY CUTTING OR FILLING, THE WORK SHALL NOT PROCEED IN THAT AREA UNTIL AN INVESTIGATION HAS BEEN MADE AND THE GRADING PLAN REVISED. FILL. TO BE COMPACTED TO 95% OF MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. PLACE FILL IN LAYERS OF 8" HICK MAXIMUM & UNDER THE DIRECT SUPERVISION OF HE GEOTECHNICAL ENGINEER. FILL TO BE TESTED TO VERIFY COMPACTION AS REQUIRED BY THE GEOTECHNICAL ENGINEER. TESTS FOR DEGREE OF COMPACTION SHALL BE DETERMINED BY HE ASTM D-1556 OR ASTM D-2922 TEST METHODS. OBSERVATION AND FIELD TESTS SHALL BE CARRIED ON DURING FILL AND BACKFILL PLACEMENT BY THE GEOTECHNICAL ENGINEER TO ASSIST THE CONTRACTOR IN OBTAINING THE REQUIRED DEGREE OF COMPACTION. - IF LESS THAN 95 (U.O.N. IN SOILS WITH ADJUSTMENT OF THE MOISTURE CO T PERCENT IS INDICATED, TENT AS REQUIRED COMPACTION N IS OBTAINED. ION EFFORT SHALL BE MADE CAST -IN -PI AGE CONCRETE• TO BE MIXED AND PLACED IN ACCORDANCE WITH ACI 301, ACI 506 & 506.2. ALL REINFORCED CONCRETE TO HAVE 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:. ALL STRUCTURAL ELEMENTS f c = 4000 PSI UNLESS NOTED OTHERWISE. -COLUMNS & WALLS: f'c - 4,000 PSI -BEAMS & SLABS: f'c 4,000 PSI _ "AUGERCAST PILES: f'c = 5,000 PSI -SLAB-ON-GRADE: fc = 3,000 PSI CAST -IN-PLACE GO. ":CRETE {CONTINUED) ALL CONCRETE MIX DESIGN SUBMITTALS SHALL INCLUDE A WRITTEN DESCRIPTION INDICATING WHERE EACH PARTICULAR MIX IS TO BE PLACED WITHIN THE STRUCTURE. UNLESS NOTED OTHERWISE, NORMAL WEIGHT CONCRETE (145 PCF) SHALL BEUSED WITH 3/4" MAX. (ELEVATED) OR 1" MAX. (SLAB -ON -GRADE) COARSE AGGREGATE CONFORMING TO ASTM C 33. PROTECT FRESHLY POURED CONCRETE FROM PREMATURE DRYING .AND EXCESSIVE COLD AND HOT TEMPERATURES. START CURING AS SOON AS FREE WATER HAS DISAPPEARED FROM THE CONCRETE SURFACE AFTER PLACING AND FINISHING. ALL CURING PROCEDURES TO FOLLOW ACI 3D8. - - PROTECT CONCRETE FROM DAMAGE AND REDUCED STRENGTH CAUSED BY FROST, FREEZING ACTIONS AND LOW TEMPERATURES IN COMPLIANCE WITH ACI 306. PROTECT CONCRETE FROM DAMAGE AND REDUCED STRENGTH CAUSED BY HIGH TEMPERATURES IN COMPLIANCE WITH ACI 305. UNIFORMLY COOL WATER AND AGGREGATES BEFORE MIXING TO OBTAIN A CONCRETE MIXTURE TEMPERATURE OF NOT GREATER THAN 90 DEGREES FAHRENHEIT AT POINT OF PLACEMENT. WHERE NEW CONCRETE IS TO BE POURED ONTO EXISTING CONCRETE, ROUGHEN AND CLEAN SURFACE OF THE ADJOINING AREA AND COAT WITH SIKADUR 32 HI -MOD OR AN APPROVED BONDING AGENT. NO ADDITIONAL WATER SHALL BE ADDED TO THE CONCRETE AT HE JOB SITE. SEE ARCHITECTURAL, ELECTRICAL, MECHANICAL, FIRE PROTECTION AND PLUMBING DRAWINGS FOR DRIPS, CHAMFERS; REGLETS, SLOTS, SLEEVES, RUSTICATIONS, INSERTS ANCHORS AND OTHER EMBEDDED ITEMS NOT NOTED ON STRUCTURAL DRAWINGS, CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING & PLACING ALL EMBEDDED ITEMS SHOWN ON DRAWINGS & ADDITIONAL ITEMS NOTED IN THIS. NOTE, AS REQUIRED BY OTHER TRADES. - ALL OPENINGS REQUIRED BY OTHER TRADES ARE TO: BE COORDINATED W/ARCH. & MECH. DWGS., AND ARE SUBJECT TO STRUCTURAL ENGINEERING APPROVAL. ALL OPENINGS IN CONCRETE SLABS SHALL BE LOCATED, SIZED AND REINFORCED (WITH HE EXCEPTION OF SMALL OPENINGS AND/OR SLEEVES OF A SIZE THAT WILL NOT DISPLACE OR INTERRUPT THE CONTINUITY OF THE REINFORCING) AS SHOWN ON RESPECTIVE FLOOR PLANS AND DETAILS. ALL OPENINGS IN SLAB LESS THAN 10" SHALL BE COORDINATED WITH ARCHITECTURAL & MEP DRAWINGS AND ARE SUBJECT TO STRUCTURAL ENGINEER'S APPROVAL. ANY ALTERATIONS REQUIRE APPROVAL OF THE STRUCTURAL ENGINEER.: (SEE TYPICAL SLAB OPENING DETAIL). DEFECTIVE AREA IN CONCRETE INCLUDING, BUT NOT LIMITED TO, HONEY -COMBING, SPALLS, AND CRACKS WITH WIDTHS EXCEEDING 0.01 INCH SHALL BE REPAIRED. EXTENT OF DEFECTIVE AREA TO BE DETERMINED BY HE STRUCTURAL ENGINEER. - CONCRETE SLABS ON GRADE (BREAK -AWAY): SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WH JOINTS LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WTH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMITES. C.J. DENOTES CONCRETE SLAB "CONTROL JOINT" WHICH SHALL BE CUT INTO THE SLABS AT A DEPTH OF '/ TIMES THE THICKNESS OF HE SLAB WITHIN 12 HOURS OF PLACING THE CONCRETE. MAXIMUM SPACING OF CONTROL JOINTS, UNLESS NOTED OTHERWISE, SHALL BE 5'-0" (MAX.) IN EACH DIRECTION (FEMA REQUIREMENT). . REFER TO ARCHITECTURAL/MECHANICAL FOR SLAB FINISHES, SLAB DEPRESSIONS, THICKENED SLABS (IN ADDITION TO THICKENED SLABS NOTED ON STRUCTURAL DRAWINGS), ELEVATIONS, AND ENCASED OR EMBEDDED ITEMS. PLUMBING AND ELECTRICAL CONDUITS SHALL BE PLACED BELOW HE SLAB AND NOT WITHIN THE SLAB, VERTICAL PENETRATIONS ARE ALLOWED. CONCRETE REINFORCING REINFORCING STEEL AND ACCESSORIES SHALL BE DETAILED IN ACCORDANCE WITH ACI 315-99 (MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES) AND CRSI MSP2-01 (MANUAL OF STANDARD PRACTICE). (IBC 2009: CRSI MANUAL OF STANDARD PRACTICE, 28TH EDITION) REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 60 (UNLESS NOTED OTHERWISE). UNLESS NOTED OTHERWISE, CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS: 1. CONCRETE CAST AGAINST EARTH ------------- 3" 2. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER 2" 3. WALLS ----------------------------- 3/4" 4. COLUMNS/BEAMS (TO MAIN REINF.)---------- 1 1/2" SPLICES IN REINFORCEMENT, WHERE PERMITTED SHALL BE AS FOLLOW: 1. WELDED WIRE MESH --------------------- B„ 2. ALL OTHERS ------------ CLASS "B" TENSION, CASE "'I" MINIMUM U.O.N. (SEE CHART) SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND PLACEMENT. WRITTEN DESCRIPTION OF REINFORCEMENT WITHOUT ADEQUATE SECTIONS, ELEVATIONS AND DETAILS IS NOT ACCEPTABLE. ALL WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A-706, GRADE 60, AND BE USED ONLY WITH PRIOR. PERMISSION FROM THE STRUCTURAL ENGINEER. - ALL TENSION SPLICES, INCLUDING SPLICES FROM BARS LABELED CONTINUOUS, SHALL CONFORM TO ACI 318-11, SPLICES SHALL BE CLASS B IN ACCORDANCE NTH ACI 318, UNLESS NOTED OTHERWISE. REINFORCEMENT SHALL BE .SPLICED ONLY AT LOCATIONS SHOWN OR NOTED IN HE STRUCTURAL DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE SPLICED AT LOCATIONS DETERMINED BY CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE APPROVED IN WRITING BY HE STRUCTURAL ENGINEER. (FBC 2010: ACI 318-08) WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A-18'5 AND BE LAPPED TWO FULL PANELS, TIED ON EACH SIDE AND SHALL BE SUPPLIED IN FLAT SHEETS. LONGITUDINAL REINFORCING BARS IN FOOTINGS SHALL BE PLACED CONTINUOUS AT CORNERS AND INTERSECTIONS. FOR EVERY VERTICAL OR HORIZONTAL BAR DISCONTINUED BY AN OPENING, ONE BAR (MIN. OF 2 BARS) SHALL BE ADDED ® SIDE OF OPENING (HALF TO EACH SIDE - TYPICAL). PROVIDE CORNER BARS AT ALL CONTINUOUS REINFORCING BARS AT ALL MEMBERS (FOUNDATIONS, WALLS, SLABS, BEAMS & OTHER MEMBERS). PROVIDE DOWELS FROM FOUNDATIONS, THE SAME SIZE & NUMBER AS THE VERTICAL WALL OR COLUMN REINFORCING, UNLESS NOTED OTHERWISE. ALL DOWELS AND TERMINATING BARS SHALL HAVE A STANDARD 90 DEGREE HOOK. ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL AND/OR CONSTRUCTION JOINTS AND AROUND CORNERS. Lou Pontlgo and A ...elates, Inc. 420 Osceola Avenue lax. Beach. Florida 32250 Ph. 242-0908 Fax. 241-9557 FL CA N 8344 SC CA8 3579 Luis A. Pontlgo. PE FL PER53311 REVISKM6 DATE FlELD ALTERATION eA80[pgd[q PppRro Mocrrn*r�»e� � ry µ �:.k. ooa•� rs Aur Bd[d�A�m uw �11�a A�wTes rur aewu N uxxRx+c-,a •=sou W J U U_ Z>_ OQU �M W � W �.+N.. / U (U� co t V' Z Wig U Q DESIGN CRITERIA AND GENERAL NOTES .niwrscue owwsorswwa se�� sA. PLAN NAME RESIDENCE DESIGN/DRAWN/CHECKED CS WAC LAP DATE 08.27.18 SCALE AS NDTED LPA Ne. CELL -17-01141 CONTROLN•.. 8685 SHEET SO.O SHEET 1 OF 21 D STEEL cTAlRS HANDRAILc &GUARDRAILS PLYWOOD ROOF.SHEATHING: CONCRETE MASONRY: "METAL STAIR MANUAL" 19/32" APA RATED PLYWOOD SHEATHING, 32/16 (EXPOSURE 1). 1 AND CONSTRUCTION SHALL CONFORM TO ACI 530-05/ASCE 5 OS/TMS 402-05 AND ACI CpNDRAILSTANDAGUARDRAILSNSHALLSBE1DE151GNED FORTHE REQUIREMENTS OF 1607CTURAL METAL ?7ROFSTHE REFERENCED BUILDING LONG SIDE OF PLYWOOD PANEL SHALL BE PERPENDICULAR TO THE SUPPORT WITH THE END JOINT OF THE PANEL ALL MASONRY DESIGN H 530.1-05/ASCE 6-05/TMS 602-05. CMU SHALL BE IN ACCORDANCE WITH ASTM C9 —75, HOLLOW LOAD—BEARING (CMU), CODE. HANDRAILS & SUPPORTING STRUCTURE SHALL BE CAPABLE OF WITHSTANDING A 200 LB POINT LOAD. OR 50 ALIGNED WITH THE CENTER OF THE TWO ADJACENT PANELS. (NO CONTINUOUS PANEL JOINTS). PANELS SHALL BE TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A MINIMUM COMPRESSIVE STRENGTH OF 1 00 PSI (f m=1500 PSI). IN ALL LB/FT LINE LOAD APPLIED IN ANY DIRECTION AT ANY POINT ON THE RAIL AND TO THE REQUIREMENTS OF THE CONTINUOUS OVER TWO OR MORE SPANS. MINIMUM SIZE OF CONNECTION SHALL BE 0.113x2Y2" RINGSHANK NAILS ®6" ` CELLS CONTAINING VERTICAL REINFORCEMENT IN 5'-0" MAXIMUM LIFTS PROVIDE CLEA POUTS PER ACI 530.1-02 IN THE REFERENCED BUILDING CODE. O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF BOTTOM OF COURSE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5'—O". T MASONRY UNITS SHALL BE NORMAL WEIGHT AND CONFORM TO AS C-9 LAY IN RUNNING BOND UNLESS NOTED ALL COMPONENTS SHALL BE DESIGNED AND DETAILED BY THE FABRICATOR FOR A MINIMUM 100 PSF LIVE LOAD, 2000 EDGE). CONCRETE E LB. CONCENTRATED LOAD AND L/360 MAX. DEFLECTION. MINIMUM SIZES SHALL BE AS FOLLOWS: SUITABLE EDGE SUPPORT SHALL BE PROVIDED AS RECOMMENDED BY THE AMERICAN. PLYWOOD ASSOCIATION BY USE OF OTHERWISE. F'M SHALL BE 1500 PSI (MIN. CMU COMPRESSIVE STRENGTH = 1900 PSI) COMPLETE TEST REPORTS THAT 1. METAL PANS: 14 GA. (UNLESS NOTED OTHERWISE) PANEL CLIPS OR LUMBER BLOCKING BETWEEN JOISTS. PANEL END JOINTS SHALL OCCUR OVER FRAMING. PLYWOOD DOCUMENT MINIMUM COMPRESSIVE STRENGTH SHALL BE SUBMITTED TO THE BUILDING NSPECTOR. 2, STRINGERS: C12x20.7 (UNLESS NOTED OTHERWISE) PANELS SHALL BE BLOCKED WITH 2x4 (MIN. U.N.O.) AT PERIMETER OF ROOF AND AT DIRECTIONAL CHANGES. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DAY CO PRESSIVE STRENGTH OF 3000 psi PER STEEL STAIRS SHALL BE SLAB SUPPORTED USING 4" DIAMETER STANDARD PIPE POSTS AS NEEDED. PROVIDE DETAILS ASTM C1019. GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF ifi PLACD AT AN 8" TO 11" SLUMP. MORTAR SO THAT STAIR CAN BE ASSEMBLED AND INSTALLED IN PROPER SEQUENCE WITH ADJACENT WORK. METAL PAN STAIR WOOD FRAMING SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR MAY BE USED N BRICK VENEER. TREADS AND LANDINGS SHALL HAVE NOT LESS THAN 2" NOR MORE THAN 3" OF CONCRETE FILL FOR WALKING NATIONAL FOREST PRODUCTS ASSOCIATION, AF & PA NDS -05, WITH 2005 SUPPLEMENT, AND AF&PA SPECIAL DESIGN SURFACES. COORDINATE WITH ARCHITECTURAL DRAWINGS & MEET ALL APPLICABLE LOCAL BUILDING CODES. PROVISIONS FOR WIND & SEISMIC, SDPWS-05. JOINT REINFORCING —TRUSS TYPE, 9 GAUGE SPACED VERTICALLY AT 46" UNLESS N ED OTHERWISE AND CONFORM TO ASTM A-82. SEE ARCHITECTURAL DRAWINGS FOR EXACT LAYOUT AND CONFIGURATION. COMPLETE SHOP DRAWINGS (INCLUDING ALL LUMBER, EXCEPT WHERE SPECIFICALLY NOTED OTHERWISE, SHALL BE MILL SIZED AND SURFACED ON (4) SIDES. ALL U. LOADS RLY INDICATED N THE SHALL GHT STOCK, WARP OR CUP, GLE LENGTH VERTICAL REINFORCING IN CONCRETE MASONRY (AS REQUIRED) SHALL BE DOWELED �0 THE FOUNDATION AND EXTEND INTO MEMBERS, COMP HENT SHOW &SPECIFY ALL CO NECTIO14SAUTILIZED WITHINTHERAILING SYSTEM SAS SHOP DRAWINGS. EXCEPT BWHERE AISPECIFICALLY FSOEDETAILED OR AS DIRECTED DBYNTHE ENGINEER. SPLICES WILL NOT BE PERMITTED THE BOND BEAM AT THE FLOOR OR ROOF. PROVIDE MIN. 4" X 4" OPENING AT U BLO K FOR VERTICAL BAR. SHOP CONNECTIONS TO AND LOADS IMPOSED UPON THE STRUCTURAL FRAMING SYSTEM) FOR CONSTRUCTION OF STAIRS, E REINFORCING IN CONCRETE MASONRY GROUTED CELLS AT EACH SIDE OF OP ING, EQUAL TO THE REINFORCING HANDRAILS, AND GUARDRAILS SHALL BE SEALED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE IN EACH PIECE N STRUCTURAL LUMBER, SHEATHING AND TIMBER SHALL BE MARKED WITH UM GRADE BY SUCH PROVIDE WHICH CONSTRUCTION WILL OCCUR AND SHALL BE AVAILA®LE AT THE JOB SITE DURING TIMES OF INSPECTION. COMPETENT AND RELIABLE ORGANIZATION WHOSE REGULAR BUSINESS IS TO ESTABLISH LUMBER GRADES. DISPLACED. MINIMUM REINFORCING SHALL BE (1) TYPICAL REINFORCEMENT BAR, AT EA H SIDE UNLESS REINFORCED CONCRETE UNLESS NOTED OTHERWISE, USE SPRUCE—PINE—FIR (SPF) OR SOUTHERN PINE (SYP), 19% MAX. MOISTURE CONTENT, AS JAMB IS CALLED OUT. FOLLOWS: FARTHWORK_TESTING: PROVIDE JOINT REINFORCING AT 8" AT MASONRY BELOW GRADE, 2 ROWS AT 8" AT T P AND BOTTOM OF OPENINGS, (EXTEND IT IS REQUIRED THAT THE SITE PREPARATION & FOUNDATION CONSTRUCTION BE MONITORED BY THE GEOTECHNICAL 24" EACH SIDE} AND 2 ROWS AT 8" AT BOND BEAMS. UNLESS NOTED OTHERWISE, ERE MULTIPLE WYTHES OF CONCRETE ENGINEER OR HIS REPRESENTATIVE. THE FOLLOWING ARE RECOMMENDED MINIMUM SAMPLING AND TESTING FREQUENCIES. 1. DOUBLE TOP PLATES AND SILL PLATES SHALL BE (SYP#2). MASONRY ARE CONSTRUCTED AND/OR WHERE ADDITIONAL WYTHES OF CONCRETE MA NRY ARE ADDED TO EXISTING WYTHES, 2. PLATES IN CONTACT WITH CONCRETE OR CMU SHALL BE (SYP#2) P.T. —DENSITY (PROCTOR) TEST, ATTERBERG LIMITS TEST AND PERCENT FINER THAN #200 SIEVE 3. SILL PLATE ANCHORS PER FOUNDATION PLAN, EACH ADJACENT WYTHE SHALL BE TIED TO THE NEXT WYTHE WITH TYPICAL JOINT REI FORCING (NEW CONSTRUCTION FOR AT LEAST ONE MOISTUREYPE SUCH AS SUBGRADE AND SELECT FILL. 4. MIN. (SPF) UTILITY GRADE FOR INTERIOR NON—BRC. TOP PLATES. BOTH WYTHES) OR POST—INSTALLED TIES APPROVED BY ARCHITECT/ENGINEER (ADDITI N TO EXISTING CONSTRUCTION) WITH TEST SHOULD BE PERFORMED PER EACH SOIL T(S FSPACING/LOCATIONS MATCHING THE SPACING/LOCATIONS FOR TYPICAL JOINT REINFOR ING DESCRIBED IN THE GENERAL 5. USE PF#2) OR BETTER FOR ALL STUDS IN THESE PLANS. IN STRUCTURE AREAS, AT LEAST 1 DENSITY AND MOISTURE CONTENT TEST PER 5000 SQUARE FEET OF SURFACE AREA 6. SPACE STUDS AT 24" O.C. IN NON—LOAD BEARING WALLS. NOTES. SHOULD BE PERFORMED ON THE SUBGRADE SOILS, AND AT LEAST 1 DENSITY AND MOISTURE CONTENT EST PER 5000 7 BEAMS AND HEADERS (SYP�j2). CONCRETE MASONRY UNITS SHALL BE CUT BELOW CONCRETE BEAMS OR BOND BEAM AS REQUIRED IN ORDER TO GET BSQUAREACKFILLFTRENCHES SHOULD BE AT LEASTEET OF SURFACE AREA SHULDB1 DENSITTYYMANDFMOISTURE CONTENTETESTIPER 00 LINEAR FEET OFLOR EACH COMACTD B—NCH THICK LAYER OF FIL. TRENCH TESTING 8. LOAD BEARING STUDS, &EXTERIOR STUDS (SEE WALL SCHEDULE) CONTINUOUS BEAM OR BOND BEAMS AT THE PROPER ELEVATION. PER 8—INCH COMPACTED FILL THICKNESS. AT 25% OF ANY ISOLATED COLUMN FOOTING LOCATIONS 9. SUB—PURLINS, PLATES, BLOCKING (SPF #2) ALL CELLS BELOW GRADE AND SLAB ON GRADE SHALL BE GROUTED. A MINIMUM OF AT LEAST FIVE (5) DENSITY AND MOISTURE CONTENT TESTS SHOULD BE PERFORMED IN THE ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING ELEVATION, UNLESS NOTED HORIZONTAL BEAMS, BOND BEAMS AND REINFORCING SHALL BE DISCONTINUOUS AT C NTROL JOINTS. BUILDING AREA ON THE SUBGRADE SOILS, AND A MINIMUM OF AT LEAST FIVE (5) DENSITY AND MOISTURE CONTENT OTHERWISE ON PLAN. TESTS SHOULD BE PERFORMED PER 8—INCH COMPACTED THICKNESS OF FILL IN THE BUILDING AREA. TESTING OF 16" DEEP BOND BEAMS MAY BE CONSTRUCTED OF 8" U BLOCK BELOW AND 8" STAN ARD BLOCK ABOVE WITH BREAK AWAY BACKFILLED TRENCHES SHOULD BE AT LEAST 1 DENSITY AND MOISTURE CONTENT TEST PER 100 LINEAR FEET OF TRENCH SPRUCE EI PINElOO FIR #2 SPECIFICATIONS: Fb=775 PSI, Fc(PARALLEL)= 1000 PSI, Fc=(PERP)=335 PSI, Fv=135 PSI, Ft=350 SI TOP PART OF WEB. PER 8—INCH COMPACTED FILL THICKNESS. SOUTHERN PINE #2 SPECIFICATIONS PER LATEST SOUTHERN FOREST PRODUCTS ASSOCIATION (SFPA) SEE ARCHITECTURAL DRAWINGS FOR LAYING MASONRY AND LOCATION OF OPENINGS. ARCHITECT SHALL BE RESPONSIBLE FOR IT IS IMPERATIVE THAT A QUALIFIED FIELD TECHNICIAN BE ON—SITE .DURING ALL SOIL PROCESSING AND PLACEMENT. ANY WOOD IN CONTACT WITH CONCRETE, MASONRY, OR SOIL, SHALL BE PRESSURE TREATED. THE DESIGN OF ALL FLASHING. DONr.RFTE TESTING: FACE SHELLS OF BED JOINTS SHALL BE FULLY MORTARED. WEBS SHALL BE FULLY M RTARED IN ALL COURSES OF OWNER WILL EMPLOY AN INDEPENDENT TESTING LABORATORY TO PERFORM THE FOLLOWING TESTS AND SUBMIT TEST METAL MAXIMUMONNECTORS SHALL PUBL SHED CAPACITY.BFASTENED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS i0 DEVELOP THE PILASTERS, PIERS, COLUMNS, IN THE STARTING COURSE ON FOUNDATIONS WHERE AD f ENT CELLS/CAVITIES ARE TO BE REPORTS ON CAST—IN—PLACE CONCRETE: GROUTED, & WHERE OTHERWISE NOTED. -ASTM C143 "STANDARD TEST METHOD FOR SLUMP OF PORTLAND CEMENT CONCRETE." SLUMP SHALL NOT EXCEED LIMIT ALL WOOD—TO—WOOD CONNECTIONS SHALL EMPLOY METAL ANCHORS. NO TOE OR END NAILING SHALL BE PERMITTED SHOP DRAWINGS INDICATED ON APPROVED MIX DESIGN, OR 6" (WHICHEVER IS SMALLER) (LION), EXCEPT FOR AT TOP AND BOTTOM PLATES IN WALLS. METAL CONNECTORS SHALL BE FASTENED IN ACCORDANCE DESIGN OF PRE—ENGINEERED SYSTEMS SPECIFIED IN THE CONTRACT DOCUMENTS WHIC ARE DESIGNED/ENGINEERED BY WITH MANUFACTURER'S INSTRUCTIONS TO DEVELOP THE PUBLISHED CAPACITY. ALL CONNECTORS SHALL BE G90 OTHERS IS THE SOLE RESPONSIBILITY OF THE DELEGATED ENGINEER. SUBMITTALS OFCH SYSTEMS SHALL BE SEALED BY ,ASTM C39 "STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS." CYLINDERS GALVANIZED STEEL. ALL ANCHORS IN CONTACT WITH PRESSURE TREATED, FIRE—RETARDANT OR WOLMANIZED WOOD AN ENGINEER LICENSED IN THE PROJECT. STATE. SHALL BE TAKEN FOR EACH MIX DESIGN USED, AND FOR EVERY 50 CUBIC YARDS OF CONCRETE PLACED. TEST SHALL BE COATED NTH G185 ZINC COATING. ALL OTHER ANCHORS MAY BE COATED WITH G90 COATING. CYLINDERS AT THE FOLLOWING AGES: THE QUANTITY OF WALL STUDS DISPLACED OR CUT FOR AN OPENING SHALL BE PLACED ADJACENT TO AND ATTACHED STRUCTURAL DRAWINGS INDICATE TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. HOP DRAWINGS SHALL DETAIL ALL CONDITIONS IN ACCORDANCE WITH SPECIFIED STANDARDS AND THE SPECIFIC REQUIRE il E OF THIS PROJECT AS INDICATED CYLINDER AT 3 DAYS, I CYLINDER AT 7 DAYS, 2 CYLINDERS AT 2B DAYS —OR— HOLD ONE RESERVE CYLINDER TO BE TO JAMBS, HALF ON EACH SIDE OF THE OPENING. IN THE PROJECT DOCUMENTS. TESTED AS REQUESTED BY THE ENGINEER. IF REQUIRED 28 DAY STRENGTH IS ACHIEVED, THE RESERVE CYLINDER MAY BE WHERE CONNECTIONS ARE NOT SHOWN ON THE DRAWINGS, COMPLY WITH NAILING SCHEDULE IN THE BUILDING CODE. THE CONTRACTOR SHALL SUBMIT, AS REQUIRED, PRINTS OF SHOP DRAWINGS FOR ALL FABRICATED MATERIALS TO ARCHITECT DISCARDED. ALL NAILS AT NON—AIR CONDITIONED/HEATED AREAS SHALL BE GALVANIZED. FOR REVIEW. ALL CONCRETE TESTS INCLUDING AIR CONTENT, SLUMP, AND TEST. CYLINDERS SHALL BE TAKEN AT THE POINT OF DISCHARGE AND FROM THE DISCHARGE END OF PUMP HOSE WHEN CONCRETE IS PUMPED. TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES TO THE PIECE AND BE STARTED AT 1/3 THE NAIL LENGTH REVIEW OF SHOP DRAWINGS BY THE ARCHITECT/ENGINEER DOES NOT RELIEVE THE CO TRACTOR OF THE SOLE FROM THE END OF THE PIECE. RESPONSIBILITY FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF THOSE SHOP DRAWINGS. ALL BOLTS SHALL BE FURNISHED WITH STANDARD NUT WASHER. FASTENERS IN CONTACT WITH TREATED W000, FABRICATOR SH L BE STAMPED BY A REGISTERED ��ST—IN5TALLD ANOHORS IN CONOREYE AS SHOWN ON CONTRACT DOCUMENTS SHALL BE HILTI KWIK BOLT 3 ANCHORS MAN BY IN INCLUDING BOLTS AND NAILS AT SILL PLAES SHALL BE HOT—DIPPED GALVANIZED OR STAINLESS STEEL THE CODE. SHOP DRAWINGS REQUIRING A SPECIAL ENGINEERING DESIGN BY THE CONSTRUCTION WILL OCCUR BEFORE S �SMITTING FOR REVIEW BY THE EXPANSION ANCHORS HILTI FASTENING SYSTEMS, WEDGE—ALL ANCHORS MANUFACTURED BY SIMPSON STRONGTIE COMPANY, POWER—STUD ACCORDANCE WITH REQUIREMENTS OF SECTION 2304.9.5 OF BUILDING ENGINEER OF RECORD IN THE STATE IN WHICH ARCHITECT/ENGINEER. ANCHORS MANUFACTURED BY POWERS FASTENERS, TRUBOLT WEDGE ANCHORS MANUFACTURED BY ITW RAMSET/RED ALL NAILS TO BE G90 GALVANIZED (G185 GALVANIZATION FOR NAILS IN CONTACT WITH TREATED WOOD). COORDINATE HEAD OR APPROVED EQUAL. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS, MINIMUM BLOCKING LOCATION WITH SHEATHING EDGES AS REQUIRED. ALL NAILSSHALLBE COMMON WIRE NAILS. COMPLETES HOP DRAWINGS FOR CONSTRUCTION OF ALL APPLICABLE SPECIALTY ITEMS INCLUDING, BUT NOT LIMITED T0, EMBEDMENT SHALL BE PER MANUFACTURER'S REQUIREMENTS UNLESS NOTED OTHERWISE. PRECAST CONCRETE, CURTAIN WALL GLAZING SYSTEMS, LIGHT GAGE STEEL FRAMING, RNAMENTAL GUARDRAILS, SKYLIGHTS, MULTIPLE STUD OR SOLID COLUMNS SHALL BE CONTINUOUS FROM FRAMING LEVEL, WHERE SHOWN, TO THE FOUNDATION. AND STAIRS SHALL BE SEALED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE IN WHICH THIS BUILDING ADHESIVE ANCHORS AS SHOWN ON CONTRACT DOCUMENTS SHALL CONSIST OF AN ALL—THREAD GRADE 36 STEEL THIS WILL REQUIRE SOLID BLOCKING WITHIN THE FI;DOR FRAMING EQUAL TO THE COLUMN DIMENSION. UNLESS SHALL BE CONSTRUCTED AND SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES F INSPECTION. ANCHOR WITH HY150 MAX INJECTION ADHESIVE (HIT HY20 INJECTION ADHESIVE FOR MASONRY CONSTRUCTION WITH W EACH FRAMING LEVEL WITH SIMPSON C MST74 STRAP A AND BELOW FASTENED, CONNECT COLUMNS ABOVE OTHERWISE S WITH ATHREE— DIMENSIONAL N STRONGTIE SUPPLIED BY SIMPSON T EPDXY ADHESIVE SU VOIDS) SUPPLIED BY HILTI FASTENING SYSTEMS, EPDXY—TIE SE E T ANCHOR COLUMN 0 SPECIFICATIONS) AND NC (WITH NAILS/LAP ABOVE AND BELOW FRAMING LEVEL PER STRAP SPECT IC ) THE OWNER WILL NOT PAY FOR ADDITIONAL CHARGES DUETORE-DETAILING FEES AS IN TH OCIATED BASE BID ASSOCIATED WITH COMPANY, EPCON G5 EPDXY ADHESIVE SUPPLIED BY ITW RAMSET/RED HEAD OR APPROVED EQUAL. INSTALL IN FOUNDATION WITH SIMPSON HTT16 HOLD—DOWN w/ 5/8" DIAMETER x 6" EMBED. DEPTH EPDXY ANCHOR. DETAILING PROGRAM. THE DETAILER SHALL ESTIMATE AND INCLUDE ANY COSTS TO THE SH DRAWINGS DURING THE SHOP ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE PER MANUFACTURER'S INDICATED HEREIN. RE—DETAILING FEES AS A RESULT OF CHANGES AND/OR REVISIONS MADE REQUIREMENTS UNLESS NOTED OTHERWISE. MULTIPLE STUD PACK COLUMNS SHALL BE CONNECTED LATERALLY TO ONE ANOTHER PER DETAIL DRAWING REVIEW. DOCUMENTS WITH REGARD T THE ARRANGEMENT AND SIZES OF POST—INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE DRAWINGS. CONTRACTOR SHALL OBTAIN MISSING OR MISPLACED MISS MINIMUM CONNECTIONS SHALL BE AS FOLLOWS (UON): ENGINEER SHALL BE FOR CONFORMANCE WITH CONTRACT DOCUMENTS AND THE DELEGATED NGINEER INTERPRETATION OF THE APPROVAL FROM ENGINEER OF RECORD PRIOR USING POST INSTALLED ANCHORS FOR WITH EXISTING REBAR. HOLES SHALL DRILLED BEAMS — (1) SIMPSON HTS16 EACH END TYPICAL, MEMBERS SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS. SUCH REVIEW BY THE STRUCTURAL ENGINEER SHALL NOT E CAST—IN—PLACE ANCHORS. CARE SHALL BE GIVEN TO AVOID CONFLICTS BEAM TO POST — CMST14 STRAP WRAPPED ACROSS TOP OF BEAM END AND DOWN POST WITH NAILS/LAP ON TOP OF DESIGN INFORMATION INCLUDED IN THE CONTRACT OF SUCH SYSTEMS. CONTRACTO HAS FULL RESPONSIBILITY FOR RI AND CLEANED PER THE MANUFACTURER'S INSTRUCTIONS. ANCHOR$ SHALL BE INSTALLED PER THE MANUFACTURER'S BEAM AND DOWN POST AS SPECIFIED FOR STRAP. IMPLY ANY RESPONSIBILITY FOR THE ACTUAL DESIGN CONFORMANCE WITH THE INFORMATION CONTAINED IN T E CONTRACT DOCUMENTS. INSTALLATION INSTRUCTIONS AT NOT LESS THAN MINIMUM EDGE DISTANCES AND/OR SPACING INDICATED IN THE OF DIMENSIONAL ACCURACY AND MANUFACTURER'S LITERATURE. UNLESS SPECIFIED OTHERWISE, ANCHORS SHALL BE EMBEDDED IN THE APPROPRIATE WALL SHEATHING NOTED ON STRUCTURAL DRAWINGS OR SCHEDULES SHALL BE ATTACHED DIRECTLY TO THE FACE DESIGN CRITERIA AND ADDITIONAL REQUIREMENTS. FOOT INC HOLDDOWNS FASTENERS, ETC. SUBSTRATE WITH A MINIMUM EMBEDMENT OF 8 TIMES THE NOMINAL ANCHOR DIAMETER OR THE EMBEDMENT REQUIRED TO FRAMING MEMBERS. SEE ARCHITECTURAL DRAWINGS FOR ALL NON—STRUCTURAL SHEATHING REQUIREMENTS. ADDITIONAL SEE GENERAL NOTES FOR A PRE—ENGINEERED ITEM ARE PRELIMINARY AND S BJECT TO CHANGE AFTER REVIEW SUPPORT THE INTENDED LOAD. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED, SHALL BE SHEATHING REQUIRED BY ARCHITECTURAL DRAWINGS SHALL BE ATTACHED TO THE OUTSIDE FACE OF STRUCTURAL INDICATED WITHIN WHICH SUPPORT DRAWINGS. THESE SHOP DRAWINGS SHALL ALSO BE SU MITTED TO THE BUILDING DEPT. ASA SUBMITTED TO THE ENGINEER WITH CALCULATIONS THAT ARE PREPARED AND SEALED BY A REGISTERED PROFESSIONAL SHEATHING. THE PRE—ENGINEERED SHOP TO THE PERMIT DOCUMENTS. ENGINEER SHOWING THAT THE SUBSTITUTED PRODUCT WILL ACHIEVE AN EQUIVALENT CAPACITY USING THE APPROPRIATE DEFERRED SUBMITTAL DESIGN PROCEDURE REQUIRED BY THE BUILDING CODE. WALL FRAMING MAY BE PANELIZED (WITHOUT GYPSUM WALLBOARD OR SHEATHING). SUBMIT PANEL DRAWINGS FOR FORMWORK & a140RING• THE FORM AND SHORING SYSTEM SHALL BE DESIGNED BY A FLORIDA REGISTERED EN NEER IN ACCORDANCE WITH .ACI 301 & ADHESIVE FOR REINFORCING DOWELS IN EXISTING CONCRETE SHALL BE EITHER THE HIT HY150 MAX INJECTION ADHESIVE ADHESIVE SUPPLIED BY SIMPSON STRONGTIE COMPANY, REVIEW. "MINIMUM AS GREATER ON DRAWINGS. 347 "RECOMMENDED PRACTICE FOR CONCRETE FORMING". SUPPLIED BY HILTI FASTENING SYSTEMS, EPDXY—TIE SET EPDXY FASTENERS, EPCON G5 EPDXY ADHESIVE SUPPLIED BY ITW TIMBER FASTENING SHALL BE PER FBC FASTENING SCHEDULE" UNLESS NOTED CAPACITY AS NOTED. SEE PLANS. POWER—FAST EPDXY INJECTION GEL SUPPLIED BY POWERS SHALL BE 72 BAR DIAMETERS, UNLESS NOTED CONNECTORSTOBE SIMPSON OR APPROVED ALTERNATE, WITH MINIMUM FORMWORK FOR POST—TENSIONED SLABS SHALL ALLOW HORIZONTAL MOVEMENT OFC NCRE RAMSET/RED HEAD OR APPROVED EQUAL. MINIMUM EMBEDMENT LENGTH DURING STRESSING OF TENDONS. OTHERWISE. ALL NAILS SHALL BE COMMON WIRE NAILS. SHORING AND RE—SHORING. PLANS MUST BE SIGNED AND SEALED BY A FLORIDA REGI TERED ENGINEER AND SUBMITTED WITH PLYWOOD WALL SHEATHING ROUGH HARDWARE, JOIST HANGERS, STRAPS, HOLDOWNS, ETC, SHALL BE MANUFACTURED BY "SIMPSON STRONG—TIE" CALCULATIONS. CALCULATIONS FOR THE RE—SHORING PROCESS MUST INCLUDE THE DURING AND THE STRIPPING CYCLE 15/32" APA RATED PLYWOOD SHEATHING, 32/16. COMPANY OR APPROVED EQUAL. THE MAXIMUM SIZE AND NUMBER OF FASTENERS SPECIFIED BY THE MANUFACTURER 'BASED ON THE CONSTRUCTION SCHEDULE. THE ASSUMED CONCRETE STRENGTH AT T E TIME OF STRIPPING ANY NEW SLAB PER TO SUPPORT WITH THE END JOINT OF THE PANEL ALIGNED SHALL BE USED UNLESS NOTED OTHERWISE. AND MUST BE SUBSTANTIATED BY PROVIDING CONCRETE MIX DESIGN AND EXPECTED ENGTH GAIN WITH AGE. THE BASED ON THE ASSUMED PANELS SHALL BE ORIENTED WITH LONG SIDE THE TWO ADJACENT PANELS (NO CONTINUOUS PANEL JOINTS). THE FIRST 4'-0" OF SHEATHING AT OF FINISH SUCHAS BULKHEADS CALCULATIONS MUST SHOW THAT THE SLABS SUPPORTING A NEW SLAB ARE NOT OVE —STRESSED SHALL INCLUDE CALCULATIONS FOR WITH THE CENTER OF SHALL BE ZIP PANEL TYP. THROUGHOUT, MINIMUM SIZE OF CONNECTION SHALL BE 8d COMMON NAILS BE AND OFIIREBGDCCKING TO CUT OFF ALLCONCEALED DRAFT OPENINGS, VERTICAL , STRENGTH AND THE AGE AT THE TIME OF POURING. ALL RE—SHORING CALCULATIONS BOOM S PFETC. THE FOUNDATION SPACING OF CONNECTION SHALL BE 8" O.C. EDGE & 6" O.C. FIELD. SEE PLAN FOR INCREASED BU KSNPROVIDE REQUIRED BY BUILDING OFFICIAL AND ARCHITECT). MUD SILLS AND ANY CONSTRUCTION LOADING SUCH AS CONCRETE PLACING TO WOOD. MAXIMUM BETWEEN CEILING AND FLOOR AREAS (AS FINAL SIGNED AND SEALED SHORING AND RESHORING DRAWINGS SHALL BE ISSUED TO THE ENGINEER OF RECORD FOR THE NAILING REQUIREMENTS AT SHEARWALLS. BOLTS (IF APPLICABLE) SHALL BE INSTALLED IN HOLES BORED WITH A BIT 1/16" LARGER THAN THE DIAMETER OF THE PROJECT AND THE THRESHOLD BUILDING INSPECTOR FOR HIS USE TO INSURE COMPLI CE WITH THESE DRAWINGS. NO FLAT FLOOR DECKING BOLT. BOLTS AND NUTS SEATING ON WOOD SHALL HAVE CUT STEEL WASHERS UNDER HEADS AND NUTS. NUTS SHALL SLAB SHALL BE STRIPPED AND RESHORED UNTIL CONCRETE HAS ACHIEVED A MINIMU Of 85% OF DESIGN STRENGTH AND 72 23/32" APA RATED TO AND GROOVE FLOORING: 24" O.C. SPAN RATING. BE PULLED TIGHT AND AGAIN CHECKED AND TIGHTENED JUST PRIOR TO ENCLOSING BOLTED MEMBERS. COUNTER BORE HOURS OF AGE. BASED ON THE LOWEST CONCRETE TEST. PANEL ALIGNED WITH FOR BOLTED HEADS OR NUTS ONLY WHERE SO INDICATED ON THE DRAWINGS AND THEN TO SUFFICIENT DEPTH TO LONG SIDE OF PANEL SHALL BE PERPENDICULAR TO THE SUPPORT WITH THE END JOINT OF THE HOUSE THE BOLT HEAD OR NUT AND WASHER. CUT OFF EXCESSIVE BOLT PROJECTION WHERE NECESSARY. NICK THE CENTER OF THE TWO ADJACENT PANELS (NO CONTINUOUS PANEL JOINTS). PANELS SHALL BE CONTINUOUS OVER THREADS TO PREVENT LOOSENING. TWO OR MORE SPANS. MINIMUM SIZE OF CONNECTION SHALL BE 10d COMMON NAILS TO WOOD. MAXIMUM SPACING OF CONNECTION SHALL BE 6" D.C. EDGE & 6" O.C. FIELD. DECKING SHALL ALSO BE GLUED TO THE SUPPORTING MEMBERS. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR SOIL SHALL BE PRESSURE—TREATED. PT LUMBER INDICATED IN SECTIONS PRESERVED WITH SODIUM BORATE (DOT—DISODIUM eggGHCH GEEING cIaEATHING• PO OCTABORATE TETRA HYDRATE). IF HOWEVER, ACO OR NON—DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL GREATER) OSB OR PLYWOOD ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED, IF ACZA PRESERVATIVE IS USED, ALL ATTACHED FASTENERS LONG SIDE OF PANEL SHALL BE PERPENDICULAR TO THE SUPPORT WITH THE END JOINT OF THE PANEL ALIGNED WITH SHALL BE STAINLESS STEEL. THE CENTER OF THE TWO ADJACENT PANELS (NO CONTINUOUS PANEL JOINTS). PANELS SHALL BE CONTINUOUS OVER TWO OR MORE SPANS. MINIMUM SIZE OF CONNECTION SHALL BE 8d COMMON NAILS TO WOOD. MAXIMUM SPACING OF CONNECTION SHALL BE 6" O.C. EDGE & 6" O.C. FIELD. 0 Lou Pontigo and Assoclates, Inc. 420 Osceola Avenue lax, Beach, Florida 32250 Ph. 242.0908 Fax. 241-9557 FL CA # 8344 SC CA# 3579 Luis A, Pontigo. PE FL PE#53311 REV."45 DATE FlELD ALTFRATKN cwmc.oa s,ALLAcr �u comxu a •s�cwres Hwaro rasucAnv s„xxruxAs rm FxxlRcni'G"b www raAr v �. Nre+r A T "—�n ro Ass"nres. w e xxmow.L a� 1 WJ U Lij LL Z>= LQQQU cn = Uj U 00 �MM U_ W � CP z WLn U .- DESIGN CRITERIA AND GENERAL NOTES ,N°ox w'A`w"`Nos` n,e PUN NAME RESIDENCE DESIGNMRAWN/CHECKED es wArZ LAP DATE DB.27.16 SCALE AS N07ED LPA No. CELL-17—olid CONTROLNo. 8685 SHEET so.] SHEET 2 oF 21 METAL CONNECTORS ANO FAc_TENERS ALL EXPOSED METAL STRAPS AND. HANGERS SHALL BE GALVANIZED G185 (1.85 OZ/F 2) OR BETTER, SIMPSON PRODUCTS SHALL BE ZMAX GALVANIZED. II'' HANGER AND STRAPS INSTALLED OVER ACQ OR ACZE PRESSURE TREATED LUMBER SH wLL B& STAINLESS STEEL ALL EXPOSED WOOD FASTENERS SHALL BE HOT DIPPED GALVANIZED TO MEET THE SP IFICATIONS OF ASTM153 OR BETTER. FASTENERS INSTALLED INTO ACC) OR ACZE PRESSURE TREATED LUMBER SHALL BE ST INLESS STEEL. ^'GthEEREO MISCELI ANEOUc c'IRUGTLLRES: ANY EYEBROW, CANOPY, ALUMINUM COMPONENT OR ANY OTHER BUILDING APPENDAGE CO TRACTOR NOT SPECIFICALLY DETAILED SHALL SUBMIT SHOP HEREIN SHALL BE DESIGNED BY OTHERS AT THE EXPENSE OF THE CONTRACTOR. TO THE MAIN STRUCTURE INDICTING TNGCONNECTION POINTS, DRAWINGS OF MISCELLANEOUS ATTACHED STRUCTURES AND FASTENER REQUIREMENTS PRIOR TO FABRICATION OF MISCELLANEOUS AND PRIOR TO OTHER REACTIONS COORDINATEIREMENTS CONSTRUCTION FCOMMAIN STRUCTURE, SHALL WITH ANY -LOADING PRE-ENGINEERED PONENTSUCH AS ROOF FLOOR ANDROOF TRUSS ENGINEERING. I AMINA D V NEER LUA BER (uICROLI AM1 LAMINATED VENEER LUMBER SHALL BE 1.9E MICROLLAM LVL AS MANUFACTURED BY T USS JOIST MACMILLAN OR AN APPROVED EQUAL. GS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW. SIGNEDAND SHOP DRAWINGS SHALL INCLUS SPACING, BRACING LAMINATED VENEER LUMBER SHALL HAVE THE FOLLOWING PROPERTIES: ALLOWABLE BENDING STRESS 2600 PSI ALLOWABLE COMPRESSION PARALLEL TO GRAIN 2510 PSI ' ALLOWABLE HORIZONTAL SHEAR 285 PSI ALLOWABLE COMPRESSION PERPENDICULAR TO GRAIN 750 PSI MODULUS OF ELASTICITY 1,900,000 PSI 3 SHEAR MODULUS OF ELASTICITY 118,750 PSI ! MADD ES, HOLESOR CUTS SHOWNE ALLOWED BY7 AL APPROVAL; ALL OTHER MEMBERITI ARE TO BEDETAILAPPROVED THE RAL ENGINEER. MANUFACTURER SHALL PROVIDE A COMPLETE SET OF DESIGN. CALCULATIONS SHALL 8 MANUFACTURER PROVIDED BY THE CONTRACTOR TO THE ARCHITECT/ENGINEER FOR REVIEW. PARALLEL STRAND LUMBER (PARA LAMI PARALLEL STRANDLUMBER SHALL BE 2.DE PARALLAM PSL AS MANUFACTURED BY TR ISS JOIST MACMILLAN OR AN APPROVED EQUAL. SIGNED AND SEALED SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR RE VIEW. SHOP DRAWINGS SHALL INCLUDE SIZE, SPACING. BRACING AND ALL SUPPORT HANGERS. - PARALLEL STRAND LUMBER SHALL HAVE THE FOLLOWING PROPERTIES: ALLOWABLE BENDING STRESS 2900 PSI - ALLOWABLE COMPRESSION PARALLEL TO GRAIN 2900 PSI ALLOWABLE HORIZONTAL SHEAR 290 PSI ALLOWABLE COMPRESSION PERPENDICULAR TO GRAIN 750 PSI MODULUS OF ELASTICITY 2,000,000 PSI - SHEAR MODULUS OF ELASTICITY 1.25,000 PSI NOTCHES, HOLES OR CUTS IN DETAIL B7H ARE ALLOWED WITHOUT NAL APPROVAL; ALL OTHER MEMBER MODIFICATIONS ARE TO BEAPPROVED E STRUCTURAL ENGINEER. WOLMANIZED PARALLEL STRAND LUMBER SHALL BE TREATED WITH CA -C PRESERVATI IN ACCORDANCE WITH MANUFACTURER'S REQUIREMENTS.. MAXIMUM MOISTURE CONTENT AFTERTREATMENT AN DRYING SHALL BE 197. STRUCTURAL STEEL MATERIALSf STRUCTURAL STEEL A572 or A992 (50 KSI) CHANNELS, ANGLES, PLATES A36 (36 KSI) RECTANGULAR STEEL TUBES A500 Or, B. (46 KSI) PIPES A53 Gr. B HIGH STRENGTH BOLTS A325N ANCHOR BOLTS A307 or ASTM F1554 (36 KSI) WELDING ELECTRODES E70XX DETAIL, FABRICATE, AND ERECT ALL STRUCTURAL STEEL IN ACCORDANCE WITH AISC FOR DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. ALL STRUCTURAL STEEL WORK SHALL CONFORM TO THE AISC SPECIFICATION FOR STR�ECIFICATION CTURAL STEEL FOR BUILDING - ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN, 14TH EDITION. WELDING FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH AWS CODE D1.1 A D VISUALLY CONFORM TO AWS SECTION 6 AND TABLE 6.1. FABRICATION /ERECTION INSPECTIONS BY THE CONTRACT PER AWS D1.1 SECTION 6, SHALL BE BY ASCERTIF EDCIERTIFIED WELDING INSPECTORS(WI) COR SENIOR WELDING ) PER AWS t OR AWS INSPECTOR (1WI) PER VERIFICATION INSPECTIONS BE BY AWS B5 1 WELDS SHALL BE MADE ONLY BY OPERATORS EXPERIENCED IN PERFORMING THE TYPEIOF WORK INDICATED. WELDING SHALL BE DONE IN ACCORDANCE WITH APPROPRIATE WELD PROCEDURE SPECIFICATION SS (WPB'S) WELDERS SHALL BE FAMILIAR. WITH THE APPLICABLE WPS'S. WELDS NORMALLY EXPOSED TO VIEW IN THE INISHED WORK SHALL BE SUNIFORMLY UCH SURFACES AND SHALLGBEUND SMOOTH. PROTECTED FROME WELDING IS DAMAGE DUE DONE WE D S ARKS, SPAT ERSS OR FINISHED OR TRAMP METAL.SURFACES, AWELDER VAILABLE FOR GINS INSPECTION UPONSREQUEST,SHALL BBOTHIrINAINED AT THE SHOP HANDLTE OF IN THETHE FIELD OR AND SHALL BE READILY A CERTIFIED WED INSPECTOR (CWI) SHALL INSPECT AND DOCUMENT COMPLIANCE WtTIl THE FOLLOWING: CONFIRM WELDER QUALIFICATIONS PRIOR TO START OF WORK. REVIEW ALL (WPS) PRIOR TO START OF WORK.. CONFIRM MATERIALS IN FABRICATIONS CONFORM TO SPECIFICATIONS. OBSERVE JOINT PREPARATION, FIT -UP AND WELDER TECHNIQUE. IDENTIFY ALL MULTI -PASS FILLET WELDS, SINGLE PASS FILLET WELDS GREATER T AN 5/16" AND COMPLETE / PARTIAL JOINT PENETRATION GROOVE WELDED BUTT JOINTS THAT REQUIRED CONTINUOUS INSPECTION. VISUALLY INSPECT ALL WELDS PER AWS SECTION 6.5 AND TABLE 6.1 ALL WELDS SHALL BE 3/16" MINIMUM FILLET WELDS U.O.N. OR AS REQUIRED BY DESI STRUCTURAL GROUT SHALL BE SHRINKAGE RESISTANT NON -EXPANSIVE, NON- METAL C GROUT WITH A MINIMUM PLACED AROUND SBA E PLATE AND THESIVE STRENGTH OF SOTRUICTURAL GROUT EN TESTED (SHALL BEDPOURED .TH A DRY-1DAMPF RMS SHALL BE PRIME: ALL STEEL SURFACES, BOTH EXPOSED AND CONCEALED ARE TO RECEIVE ON SHOP COAT OF PAINT AND FIELD SPOT PRIME ALL WELDS, SCARS CONN., ETC., WHERE PAINT IS DAMAGED. ALL ALVANIZED STEEL SHALL HAVE ALL WELDS, SCARS, ETC.. RE -GALVANIZED IF DAMAGED. DEVIATION FROM THE CONNECTION DETAILS DEPICTED IN THE CONTRACT DOCUMENTS SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE STRUCTURAL ENGINEER. STRUCTURAL ENGIN ER SHALL BE COMPENSATED BY THE CONTRACTOR FOR THE COST INVOLVED IN THE REDESIGN OF CONNECTIONS FOR E CONVENIENCE OF THE CONTRACTOR. WATERPROOFING: THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF ALL WA R PROOFING. 1 Lou Ponsigo and Associates, Inc. 420 Osceola Avenue lax. Beach Florida 32250 Ph. 242.0908 Fax, 241.9557 FL CA # 8344 SC CA# 3579 r Luis A. P.o"So. PE FL PE#53311 REV190145 DATE FIELD ALTERATION A�Tewm To xwwANr stwx�wu min Norxenraae w„e«i xuv v� m�.sim'�in�mo a+rswry ='A=—.qr�'�Nx°R+°�' Acx4�rsul.aea �wcx� srmaroN U_4 U- Z>_ LU Vl2W wu U m (YU < co W LnL U Q DESIGN CRITERIA AND GENERAL NOTES m eax A�.� ,u w,- ,"er�ac rix PLAN NAME RESIDENCE DESIGN/DRAWNCHECKED CS WAC LAP DATE 08.27.18 SCALE AS NOTED LPA No. CELL -17-01141 CONTROL No, 688.5 SHEET SO.2 SHEET 3 OF 21 V-8. __-_-__ --_ __ - �J_-�__------------- Lou cfaie8�l nC. 1 � — -- — -- — —\ I = 1 ax. B Osceola Avenue ____ / I 8 ---, Ph. 242-0908 Fzx 241-9557 - � tl e h F ondz 32250 I FL: CA k 8344 50 CAW 3579 , I I , I --------------- 10 f I 1 ------------t __----------- I i I __ _________ I , 11 j I _I LuisA Pontigo. PE FL PER53311 a __ _ REV4510t'6 DATE _ — FIELD ALTEIiAT30N : Al I - ` ��eaxAr smu I - — - — � ---- - T L4: n`f'no+�Awcm`wn'u�rwr�a�revx"w m" e 8'-7" 4'-11}/4" 7'-2" 1'-11y4" I -Y2" I I I ( 3'-1034" � 1 I i Lj ' - 1 - -- ----- f --- -- 7-------- -- a -I iLL 'ILLI - - --- -- Z , I W U co N I 5•_237/" 7'-1Y4• 4'-9Y2" I 3'-8" f j W U i I 1 3y2" I E- I 00 i JPF In 7_ 2 -70 I 1 1 O Q " n I I I I —I- I —__—_I - --_— --'- - _— © -------- - --- - - I- - -- I - --- I -— --J _— I 12'-1Y2. PILE LAYOUT - --- - - - - - - PLAN I I -11}/2" j'j 7 4 � � � n_ pP 4 2" 4 -0" I W-10" _ » _ 7 SV2 -4y4 P� 12'-8Y4" 12'-4" 4'_5". ,,�}Oo"Awws.wnorn�mHs 17._7•: it' -7" - ---- A © © O BS 9 O O © H O O BAR gCEa PUN NAME RESIDENCE DEMGN/ORAWN/CHECKED CS WAC LAP PILE LAYOUT PLAN SCALE: 1/4" - 1'-0" DATE 08.2].16 SCALE AS NOTED LPA No, CELL -17-01141 CONTROL No. 8685 SHEET S1 OA SHFFT 4 OF 91 T f 1 SLOPE T 4" BREAK—AWAY SLAB ON GRADEw/5'x5' SAW—CUT GRID 15'-4Y2" 25'—B}2" B'-3" 1 15-4h a 'va I -- it ---- --- Fa RECESS PI ---'-- ARI t u 4'— x N - -------- + 1 4'—C s. T/SLAB +21.67 RECESS I -------------- -+;� NAVD Ai 7'_tYz 1. T SLAB I, +21.25' _ NAVD 7" REINFORCED CONCRETE SLAB FORMED ON FILL W/ A CONTINUOUS MAT OF #4 O 12"o.c E.W. BOTTOM ,no 7'_ 1,V2" iM NT SLAB +21.17 NAVD G.. 8'-1Y" OT SLAB +21.67' Y REINFORCED CONCRETE NAVD SLAB FORMED ON FILL W/ L IJ J A CONTINUOUS MAT OF IFr�� #4 ®12"o.c E.W. BOTTOM �aoEi F� - �7D 63'-4" SLAB DIMENSION PLAN SCALE: 1/4" - V-0" NAVD EDGE ON CANTI T/PAVERS 42 ] S �+19.42' NAVD 1 11 U __f1__ T� +19.42 NAVD I i� it Lou PonUgo and A ss oci ate s, In<. 420 Osceola Avenue Ja beach. Florida 32250 Ph. 242-0908 Fax.241-9557 FL: CA # 8344 SC CA# 3579 a Luis A. Pu ntigo. PE i FL PE#53311 REVISgM DATE FlELD ALTBIATIDN '.. Es o—am .uwswww s nrvEF ��iLffA Mort ceT£oxcAY.� "i Cnl-61W1G10 � ASEfKNTES MA B A[Am[NNLBY.NEEWr'�ocxt WLU-� U tL Z>= 0 Fn 2:U �WU m E- z LU UQ -Iu DIMENSION N PLAN N r�—SCAWLEE UN .Ll�L1i/J-DCPA P AN NAME RESIDENCE SIGN/DRAWN/CHDEECKED CS WAC LAP DATE 08.17.18 SCALE AS NOTED LPA No. CELL -17-01141 CONTROL Na. 8685 1 SHEET R SLOB SHEET 5 OF 21 L ON GRADE w/5'x5' T/FRANGIBLE T/GB 4 5 STANDOFF PAD, SAW -CUT GRID F TI +16.33' 51.01 _ SEE 11/S1.01 +16.33' NAVD S1.01 4 NAVD r Z - - �- - - - -r -1 S7.01 _ --- -------------- , --1 -�`l� r-------�+- +16.33 .5 ?l�I 3 -r �I NAVD UI 4 vl 51.01 ___-___ L T PAVERS 51 0 I' - -- I I I 1 RECESS PER j I_ + F- SLOPE - - ARCH i , NAVD BREAKAWAY STAIRS I BY BUILDER T- T/SLAB L +17.56' R NAVD _. B P 5 ON 57.0 BY T, RS 11 y 1111�'-i -' ---- ----- --- " - I I = --- `_ - , i r-- -IrF TYP - 1 03 ----- _ y rj 2 / -- - -7-7-A _ , I 51.01 1 3 __ .. I I I r/ +27.25' I rt ti v.ot I I I I NAVD ---------- E - - _ 6 I I ; . 47 NAVD ( -�... _ S1.01 I 1 i I7 I - J T/SLAB 4'-0 I I 1 I IT -_-�� I I I I I 1 e L -- j{ ---------s S I I I I 1 I I I I I i �- L ! --- --- r rl -L=mT SLAB I L - - - - - J I I I +21.67 I I RECESS PER I 1 1.0---- HT I I 2 i NAVD j ARCH 2�OPE. �� I I I F- I T SLAB I I I 1 3 I I I I scot I '11 I /P OL +21.25' I I I 51.07 I , I B N A CONC. STAIRS AND LANDING BY BUILDER i NAVD I I 51307 I j I I 11 NA O ON 1.5 PCF EXPANDED POLYSTYRENE I I I ___ , FILL (MIN COMPRESSIVE STRENGTH 20 I __ __-j L__r_-_1_______---U E Z_-----------� 5 I I f S GRADE 4 AS MANUFACTURED 1 psi) IN UL a I P BY CARLISLE COMPANY (OR EQUAL). T/GB 51.01 �7 ---------- I -- ---- --- -------------ti s- 3 NAVD S1.01 I IFt_�_ l I 1.0 AVD SEE 2/S1.02 T/SLAB j ;'� 51.01 i i i, •' , - - I +21.,T , �_- �FOOTING I i I I - - '' - - - �00po, ❑ F7 33' +1NAVD 51.Ot NAVD 1 T GB +16AVD.33' N 2 I 57401 1.0 j 53 F _. -- I I I . I I T GB I i SIM B 1 1 i I 6 fI� r• +16.33' SIO, , , I II , , s,.m , I I NAVD I I I I I I NON-FRAN BPAVERS 51.0 L----- I I ON GRADE BY 5501 I I I _ I I OTHERS S1.01 - ... ---1--- -- Z ---------U I - - - J -O- -----_. - - Z - ------- _ ------- --Z---s---- _ --------L ---1 ---------------- r st3o1 - s18ot T/FRANGIBLE I� O LTi -- - - PER RECESSARCH I I +16.33' I AVD NLj +2Y 1.Li 67' NAVD r-- I , I , I I i ., i L= I I I L_- I I J I� FRANGIBLE I ,. ., ,,:. I 8 I - - - -_ __. I -..,T/GB 6 6 6 I c S1.01 I 1.0 , T P VERS BREAKAWAY STAIRS BY BUILDER 3 + 8.33' S1.01 S1.01 I l I 1.0 AVD SEE 2/S1.02 - - Ing-� �FOOTING T F0017.2' �00po, ❑ F7 33' +1NAVD 51.Ot NAVD T GB +16AVD.33' N - - - 57401 FOUNDATION PLAN SCALE: 1/4" - V-0" r m Lou Pontigo and Associates Inc 420 Osceola Avenue lax. Beach Floods 32250 Ph 242-0908 Fax 241-9557 FL: CA # 8344 SC. CA# 3579 C a Luis A. Pontigo, PE FL PE#53311 REVISIONS DAIS FIELD ALI.ATION T/PAVERS Awao,o +19.25' NA 25' FOUNDATION LEGEND J 14" DIAMETER AUGERCAST PILE, SEE 1/S1.01 INDICATES GRADE BEAM, SEE SHEET 57.01 FOR REINFORCEMENT INDICATES DETAIL/SECTION NUMBER s9 INDICATES SHEET NUMBER T.O.S. TOP OF SLAB ELEVATION INDICATES DIRECTION OF OUTER BARS WITHIN REINFORCING MAT. SEE 10/S1,01 NOTES: 1. TOP OF SLAB ELEVATION VARIES, SEE PLAN. 2. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS, FLOOR SLOPES AND STEPS NOT SHOWN. 3. COORDINATE TOP OF SLAB NTH ARCHITECTURAL PLANS PRIOR TO CONSTRUCTION W J LL U LU Z>= 0Q w U mLUco r/< V' W Ln U FOUfN �D AAA �ATION PLAN V P AN NAME RESIDENCE DESIGN/DRAWN/CHECKED CS WAC LAP DATE 08.27.1' SCALE AS NOTED LPA No. CELL -17-01141 CONT0.01-W. 8685 SHEET S1.0 I.O SHEET 6 OF 21 n EXT;MAIN;H;OUSE)) ITHIN 3" B (TYP) I I I 1 At' NAVD % �`14"0 AUGER CAST PILE w/ 7-#5 & #3 TIES 0 12" DO PILE SECTION GEOTECH ENGINEER TO VERIFY PILE DEPTH. SEE NOTE ON SHEET S1.O TYPICAL PILE ELEVATION S1.01 SCALE: 1/4" = 1'-0" •I PROVIDE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. 95 DOWEL BAR VERTICALLY, (EVERY OTHER COURSE). TERMINATE JOINT #5 DOWEL BAR 0 12" O.C. REINFORCEMENT AT CONTROL SEE DETAIL ABOVE JOINTS EL. +21.67' NAVC TOP OF SLAB 8" MASONRY STEMWALL WITH #5 DOWEL BARS —_- 0 24" ON -CENTER #4 0 12" O.C. GROUT ALL CELLS. EACH WAY BOTTOM V7" CONCRETE CONCRETE SLAB VAPOR BARRIER +17.00' TO +19.Uu CLEAR 18'x18" CONCRETE NAVD B" CMU WALL, GRADE BEAM WITH 1/3 SPAN TOP REINFORCING n SOU +1 7 NAV 4-#5 TOP AND BOTTOM TOP OF BEAM /SLAB E - +ARIES GARAGE: +16.3' NAW & #3 STIRRUPS 0 12" GB -1 TYPICAL GRADE BEAM NAVD REINFORCING: 4-#5 TOP & O.C. #5 DOWEL BAR GRADE BEAM AND STRUCTURAL SLAB HOUSE— E: +21.67 NAVD EL. +16.3' NAVD 0 24" O.C. C • a. 2" CLR '''' EL- 2 LAYERS OF ,111,1OgAQE_B +1�'63' NgyAl„i X41 SECTION (LAP SEAMS) 51.01 I-/ #4 0 12" O.C. EA. WAY. BOTTOM #5 0 12" O.C. EL. +21.67' W/ STD 90' BEND NAVD (TYP) TOP Of SLAB � 1/3 SPAN TOP REINFORCING I� 7" STRUCTURAL `ol CONCRETE SLAB iu GRADE BEAM REINFORCING CONTINUOUS THROUGH PILE CAP, SEE SECTION 3/51.01 OUTLINE OF GRADE BEAM BEYOND, SEE SECTION - 3/57.1 3-#5 EACH WAY ABOVE PILE #5 0 12" OC TOP 1/3 SPAN TOP REINFORCING 2_#4 SUPPORT TL LAB Houses E: +2-1.67' NAVD • - PORCH: +21.07' NAVD #4 0 12" OC EA. GARAGE: +17.5' NAVD F11ARAGE: WAY. BOTTOM ILE CAP SEE T/SLABLAN FOR LOCATIONS HOUSE: +21.67 NAVD T. PILE CAP PORCH: +21.07' NAWU +1 NASGARAGE: +17.5 NAWORCH: +19.07NAW +15.96' NAW 14"0 AUGER CAST PILE PER DETAIL 1/51.01. SEE PLAN FOR LOCATION 2'-6- SINGLE PILE CAP AND STRUCTURAL SLAB 2 SECTION 51.01 SCALE: 3/4" 7" STRUCTURAL WHERE REO'D BY 0 CONCRETE SLAB PROVIDE RECESS IT GLASS DOORS. 9" G6" STEP SEE ARC 7" STRUCTURAL /-CONCRETE SLI�I m I EL. +20.00' l NAVD (TYP) BOTTOM OF G DE BEAM REINFORCING, GRADE BEAM 4-#5 TOP & BOTTOM W/ #3 TIES 0 12" O.C. GRADE BEAM W/ 6'• STEP SECTION 7" STRUCTURAL CONCRETE SLAB 1/3 SPAN TOP REINFORCING 1/3 SPAN TOP REINFORCING ___[r #5 0 12" OC TOP r 2-#4 SUPPORT L CLEAR w \#4 012" OC EA, w WAY. BOTTOM WITHIN A 4'-0" STRIP B" CMU WALL, BOT_. PILE CAP 1/3 SPAN TOP REINFORCING n SOU +1 7 NAV REINFORCINU 1'-8" PORCH: +19.07' NAW /SLAB E - +ARIES GARAGE: +16.3' NAW GB -1 TYPICAL GRADE BEAM NAVD REINFORCING: 4-#5 TOP & BOT. W/#3 TIES 0 12" OC GRADE BEAM AND STRUCTURAL SLAB 3 SECTION '\O1 SCALE: 3/4" 7" STRUCTURAL CONCRETE SLAB (10)#5 TOP EA, WAY #5 DOWEL BAR EMBEDDED 9" INTO a- 2-#4 2-#4 SUPPORT GRADE BEAM g #5 0 12" OC TOP STD 90' BEND 1/3 SPAN TOP REINFORCING 'n #4 0 12" 7" STRUCTURAL OC EA. n N BOTTOM.WAY CONCRETE SLAB MONOLITHIC CONCRETE GRADE BEAM, SEE PLAN - FOR LOCATIONS GB -1 TYPICAL GRADE BEAM REINFORCING: 4-#5 TOP & it BOT. W/#3 TIES 0 12" OC GRADE BEAM AT EDGE CONDITION CLEAR WITHIN A 4'-0" STRIP B" CMU WALL, U 1/3 SPAN TOP REINFORCING 1/3 SPA TOP REINFORCING 2-#4 REINFORCINU 7' _8^ /SLAB E - +ARIES SUPPORT NAVD T/SLAB CONC. GRADE BEAM. BOT GRADI- BEAM HOUSE— E: +21.67 NAVD EL. +16.3' NAVD SEE DETAIL 3/S1.01 C • a. 2" CLR '''' • 2 LAYERS OF -- #4 0 12" OC EA. (LAP SEAMS) o WAY. BOTTOM A EL +21 67' NAW (TYP) ivPILE CAP SEE TOP OF SLAB PLAN FOR LOCATIONS BOT. PILE CAP I -- - ---- � HOUSE: +19.67' NAW BOTTOM OF *WAY SLAB (BEYOND) 3-#5 EACH ABOVE 16"x16" MASONRY PIER 14"0 AUGER CAST PILE WITH 1-#5 VERTICAL PER DETAIL 1/S1.01. SEE REBAR IN EACH CELL PLAN FOR LOCATION CONCRETE NAVD _ GRADE BEAM WITH 6 SECTION 4-#5 TOP AND BOTTOM � TOPOF BEAM - & #3 STIRRUPS O 12" 57.01 SCALE: 3/4" = 1'-0" O.C. 30" WIDE x 24" BAR, I I DE EP PILE CAP #5 O 12" OC TOP (Y3" SPAN) SEE DETAIL CONTINUITY Z -BAR (DO ) SE ABOVE AT STEP LOCATIONS +76.3' NAW EL. SEE _ � CAH�Y EXTEND PILE REBAR 3-#5 EACH WAY 04 O 12" OC EA. WAY. BOTTOM TO TOP Of GRADED BEAM - CONTINUOUS THRU MAINTAIN 3" OF COVER 14"0 AUGER CAST PILE #4 O Z -BAR RECESS PER DETAIL 1/S1.01 0 12" O.C. SECTION SEE PLAN FOR LOCATION 7 SECTION 5 51.01 SCALE: 3/4- 1 -0 S1.01 #5 DOWEL BAR EMBEDDED 9" INTO a- 2-#4 2-#4 SUPPORT GRADE BEAM g #5 0 12" OC TOP STD 90' BEND 1/3 SPAN TOP REINFORCING 'n #4 0 12" 7" STRUCTURAL OC EA. n N BOTTOM.WAY CONCRETE SLAB MONOLITHIC CONCRETE GRADE BEAM, SEE PLAN - FOR LOCATIONS GB -1 TYPICAL GRADE BEAM REINFORCING: 4-#5 TOP & it BOT. W/#3 TIES 0 12" OC GRADE BEAM AT EDGE CONDITION s SECTION _10"),SECTION _ S1.01 SCALE: 3/4" = 1'-O" 51.01 SCALE: 3/4" = V-0" CONCRETE STAND-OFF PAD TO MATCH ARCHITECTURAL COLUMN WOOD POST DIMS. FOR BOX COL. w/#3 PER PLAN. HAIRPINS AT EA. CORNER & #3 CLOSED TIE AT TOP TYPICAL ANCHORAGE PER CONST. SPECS. - PAVERS BY Z OTHERS a� TI__ 1111 O I Q 2'-6" x 2'-6" x 12" DEEP CONC. FOOTING 2' w/3-#5 w/3-#5 EA. WAY BOT 11 SECTION 51.01 SCALE: 3/4" Mm Lou Pontigo and Associates. Inc. 4200sceola Avenue Jaz. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL CA# 8344 5C CA# 3579 Luis A. Pontigo. PE FL PE#53311 EREVISK)M011AIE FlELD ALIFRATIaV ga Tes� "rax"ow °w,"a Muo �,xx�wn�c,� e .aA--Ls�sol IN man., FOUNDATION DETAILS �,'A�wws x�non,urse,Ne T HECKEDAP LPA No. CELL -17-01141 CONTROL No. 8583 SHEET 51.01 SHEET 7 OF 21 CLEAR 2" CLEAR w B" CMU WALL, U SEE PLAN FOR REINFORCINU 7' _8^ /SLAB E - +ARIES GRADE BEAM REBAR COVER NAVD OUTER BARS, WHERE REQUIRED BOT GRADI- BEAM EL. +16.3' NAVD -• a G C • a. 2" CLR '''' 2 LAYERS OF INNER BARS 6 MIL VAPOR BARRIER (LAP SEAMS) SLAB REBAR PLACEMENT s SECTION _10"),SECTION _ S1.01 SCALE: 3/4" = 1'-O" 51.01 SCALE: 3/4" = V-0" CONCRETE STAND-OFF PAD TO MATCH ARCHITECTURAL COLUMN WOOD POST DIMS. FOR BOX COL. w/#3 PER PLAN. HAIRPINS AT EA. CORNER & #3 CLOSED TIE AT TOP TYPICAL ANCHORAGE PER CONST. SPECS. - PAVERS BY Z OTHERS a� TI__ 1111 O I Q 2'-6" x 2'-6" x 12" DEEP CONC. FOOTING 2' w/3-#5 w/3-#5 EA. WAY BOT 11 SECTION 51.01 SCALE: 3/4" Mm Lou Pontigo and Associates. Inc. 4200sceola Avenue Jaz. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL CA# 8344 5C CA# 3579 Luis A. Pontigo. PE FL PE#53311 EREVISK)M011AIE FlELD ALIFRATIaV ga Tes� "rax"ow °w,"a Muo �,xx�wn�c,� e .aA--Ls�sol IN man., FOUNDATION DETAILS �,'A�wws x�non,urse,Ne T HECKEDAP LPA No. CELL -17-01141 CONTROL No. 8583 SHEET 51.01 SHEET 7 OF 21 I I I I EL. +21.67' A NAVD (TYP) SEE 4/S1.01� TOP OF MAIN SLAB I I I z -- _ x'14 -y. #5 DOWEL BAR EMBEDDED 9" INTO 2-#4 SUPPORT GRADE BEAM #5 0 12" OC TOP W/ ..� /--STD 90 BEND _ 11 — 113 SPAN TOP REINFORCING— T- EINFORCING T- --.III ,LTOP OF SLAB #4 0 12"\_ 7" STRUCTURAL I OC EA. WAY i' OT. OF GB CONCRETE SLAB BOTTOM. � L. +16.3 NAVD MONOLITHIC CONCRETE M� GRADE BEAM, SEE PLAN21 FOR LOCATIONS ,13-1 TYPICAL GRADE BEAM EINFORCING. 4-#5 TOP & LOT. W/#3 TIES 0 12" OC 1 SECTION 51.0 SCALE: 3/4" = 1'-0" 0 CMU WALL ABOVE SLAB HECKMAN DOVETAIL TRIANGLE TIE HECKMAN DOVETAIL (#103) W/DOVETAIL ANCHOR SLOT TRI NGLE TIE (#100) 0 24" O.C. VERT, MIN. (3) PER 4'-8" BREAK AWAY PANEL. SHEAR CAPACITY = 742 #/FT GRADE BEAM EDGE, SEE PLAN T/WALL 1/2" MIN. PERIMETER ISOLATION JOINT W/BACKER ROD e a e AND SEALANT. SEE SECTION A -A 8" FRANGIBLE CMU WALL W/#5 0 DOWEL BAR 32" O.C. MAX. IN GROUT FILLED CELLS (3 EACH PANEL). EMBEDDED INTO FOOTING BELOW. DO NOT DOWEL INTO 4'-B" MAXIMUM Y GRADE BEAM ABOVE. EACH PANEL 10x20 FOOTING w/1x4xi 2"Ig KEYED JOINT AT 4'-8" O.C. PROVIDE 2-#5 REBAR. BREAK REBAR AT JOINTS -FRANGIBLE SKIRT WALL S1.02/ SCALE: 3/4" = 1'-0" PAVERS ON STONE CAP, GRADE SEE ARCH .H IIILIIIKEYSTONE STONEGATE `D _ UNIT, INSTALL NEAR iv _-ILI VERTICAL IIIII�I'�- —III UNREINFORCED CONCRETE OR CRUSHED STONE LEVELING PAD FRANGIBLE KEYSTONE WALL SCALE: 3/4" = 1'-0" 7" TO 6" CONIC. SLAB w/#508" TOP w/9" 90' HOOK INTO FAR SIDE OF CONIC. BEAM #4010" TRANSVERSE TOP GRADE +16.0— 0" NAVD L' ADJUST HEIGHT AS REQUIRED FOR SEE PLAN GRADE (MAX 4") #4010" BOTT BOT. OF BEAMO +15.66 � z SECTION 57.0 1-#5 IN CONC. FILLED CELL EA. SIDE OF JOINT rA A aF 71 TROWELED MORTAR JOINT 4'-8" MAX. 1" DEEP MAX. O.C. 1x4x12"Ig SEALANT W/BACKER ROD KEYWAY SECTION A -A AT POUR BREAKS (TYP) 1" DEEP SAWCUT SLAB ON GRADE, w/ ELASTOMERIC -SEE PLAN SEALANT NOTES: 1) PROVIDE SAWCUTS TO CREATE APPROXIMATE 5' X 5' MAX. SQ. 2) SAWCUT CONC. SLAB WITHIN 4 TO 12 HOURS OF CONIC, PLACEMENT. 7 BREAKAWAY SLAB SLO SCALE: 3/4" = 1'-O" T/SLAB PORCH: +21.07' NAVD TOP OF MAIN SLAB EL. +21.67 NAVD (TYP) EL. +18.33' NAVD ADJUST HEIGHT AS REQUIRED FOR GRADE (MAX 4") 18"-32"d CONCRETE GRADE BEAM WITH 4-#5 TOP AND BOTTOM (#4012"O.C. HORIZ. EA FACE) & #3 STIRRUPS 0 12" O.C. #5.. f, 9AR #50 12" O.C. BOT EMBEDF TO r- 2-#4 SUPPORT L AM #5 0 12" OC TOP W/ STD 90' BEND 1/3 SPAN TOP REINFORCING `n #40 12" O.C. 7" STRUCTURAL i0 TEMP. REINF. CONCRETE SLAB .- MONOLITHIC CONCRETE GRADE BEAM, SEE PLAN - FOR LOCATIONS GB -1 TYPICAL GRADE BEAM REINFORCING: _ 4-#5 TOP & BOT. W/#3 TIES 0 12" OC a J 0 n TOP OF MAIN SLAB EL. +21.67' NAVD (TIP) GRADE BEAM TOP REINFORCING CONTINUOUS THROUGH PILE CAP EL. +20.17' NAVD (TYP) B/GRADE BEAM WALL BELOW AS REQ'D TO _ISH GRADE, SEE 4/S1.02 NOTE:. COMPACTION OF BACKFILL AGAINST THE FRANGIBLE CMU WALL SHALL BE DONE W/ LIGHT COMPACTION EQUIPMENT IN LOW H GRADE EL. VARIES LIFTS IN ORDER TO AVOIDTO +19.00' DAMAGE TO THE FRANGIBLE ^ m NAVD WALL AND CAUSE STRUCTURAL FAILURE. CMU WALL SHALL BE BRACED FULL HEIGHT UNTIL SLAB F ABOVE IS CAST AND CURED. - 10x20 FRANGIBLE FOOTING GRADE BEAM (EAST -WEST DIRECTION) 3 SECTION 1.0 SCALE: 3/4" = 1'-0" 2-#4 SUPPORT B" CMU WALL-\ r #5 0 12" OC TOP W/ STD 90' BEND 1/3 SPAN TOP REINFORCING #4 0 12" OC L 7" STRUCTURAL EA. WAY CONCRETE SLAB BOTTOM. ----- OUTLINE OF GRADE BEAM BEYOND, SEE a SECTION 4/S1.01 GRADE BEAM TOP REINFORCING 1 2" CONTINUOUS THROUGH PILE CAP, SEE SECTION 4/S1.01 3-#5 EACH WAY ABOVE PILE 1'-3" 14"0 AUGER CAST PILE PER DETAIL 1/S1.01. SEE 2'--6- PLAN OR LOCATION SINGLE PILE CAP AT EDGE CONDITION s SECTION S1.0 SCALE: 3/4" = 1'-0" 7" STRUCTURAL CONCRETE SLAB 2-#4 SUPPORT B DETAIL S7.0 SCALE: 3/4" = 1'-0" DRAIN PER ARCH I L_ #4 0 12" OC EA. WAY. BOTTOM BOT. PILE CAP A P CH: +1 NA GB -1 TYPICAL GRADE BEAM REINFORCING: 4-#5 TOP & BOT. W/#3 TIES 0 12" OC 1'-8•, FRANGIBLE RETAINING WALL (WHERE REQUIRED), SEE DETAIL 4/S1.02 0 N i .l T/SCAR EL VARIES +17.67' TO +17.5' NAVD BOT. PILE CAP EL. +15.96' NAVD STOP GRADE BEAM BOTTOM REINFORCING AT PILE SEE ARCH FOR FINISH #5 0 8" OC TOP SEE DETAIL 6/S1.02 Lou Pontlgo and Associate s. Inc. 4200xeola Avenue I- Beach Florida 32250 Ph. 242-0908 Fax241-9557 FL CA # 8394 SC: CA# 3579 C s Luis A. Pontigo. PE FL PE#53311 REVl510fds DATE FIELD ALTERATION oAsxAw; — To W —j U Lli U' Z>= 0 wVccoo rvWU_ W - % V z I W In J UF - Q FOUNDATION DETAILS --jL LNAME RESIDENCE DESIGNORAW NCH ECKED CS WAC LAP DATE 08.47.19 SCALE AS NOTED LEAN.. CELL -17-01141 CONTROLN.. 98135 SHEET S1.02 SHEET 8 DF 21 EL. +21.10'NAVD J, TOP OF POOL BOND BEAM EL. +14.93' NAVD � 807. GRADE BEAM POOL SECTION JAI F. 1 /9" = 1'-0" EXPANSION JT A. EL. +21.10' EL +13.93' NAVD BOT. GRADE EAM POOL SECTION SCALE: 1/2" - 1'-0" #3 VERTICAL ® 8"0.c #4 HORIZONTAL 8"o.c POOL 2-#4 SUPPORT #5 ® 8" O.C. J/ EA. WAY BOT a 4-#5 TOP & BOTTOM w/ #3 STIRRUPS 0 12'o.c GRADE BEAM REINFORCING 1'-2•' POOL SECTION AT SUNSHELF 11.1 F• S/4 = 1'-0 TOP OF PO( BOND BEAM SLINSHIELF \L #50 8" ox EA. WAY B( #4 'Z' BAR 0 8" O.C. �#3 HORIZONTAL ® 8"o.c A EL. +13.93' NAVD "' BOT. GRADE BEAM 14"0 AUGERCAST CONCRETE ANCHOR PILE EL. +20'-1011NAVD _.---- __ - WATER LEVEL I! 27 EL NAVD B +14.RA BEAM EL. +21.33' NAVD 0 OL UtUA EL. +19.42' NAVD N TERRACE EL. +13.93' NAVD BO . G ADE BEAM SPA #3 VERTICAL ® B"o.c J U #4 HORIZONTAL 2–#4 SUPPORT --1 V � a 4-#5 TOP & BOTTOM W/ #3 STIRRUPS 0 12"o.c GRADE BEAM REINFORCING POOL DRAIN BOND BEAM_ SEE 8/S2.0P #3 HORIZONTAL B"o.c, CENTERED EA. FACE #4 VERTICAL O 8"o.c, CENTERED, ALIGNLD w/ SLAB REINFORCING EA. FACE a 4-#5 TOP & BOTTOM W/ #3 STIRRUPS 0 12"o.0 GRADE BEAM REINFORCING 3 POOL WALL DETAIL 1.0 SCALE: 3/4 - 1 –0 16" CONCRETE SPILLWAY POOL WALL. FINISH, SEE ARCH T/POOL WALL L. +21.10 NAVD 12" STRUCTURAL CONCRETE POOL SHELL WALL POOL i #5 ® 8"o.c TOP `8" STRUCTURAL RS' CING a TOP 1/ 3 3 SP CONCRETE SLAB #S ® B"O.0 UI EA. WAY BOT. BEND OVER VERTICAL #5 AUGERCAST PILE REINFORCING INTO GRADE BEAM/SLAB 14"0 AUGERCAST 1'-2" CONCRETE ANCHOR PILE ,{T/POOL WALL L +21.tOrNAVD 'EL. +21.10' NAVD OP OF POOL BOND BEAM BOND BEAM SEE B/S2.OP MAINTAIN 2" CONCRETE COVER AROUND OPENING #4 VERTICAL 0 8"o.C, CENTERED, ALIGNED w/ SLAB REINFORCING _#3 HORIZONTAL ® 8"o.0 0 E�NBEA DEEP WELL BOT. GRADE BEAM DRAIN 14"0 AUGERCAST CONCRETE ANCHOR PILE ADD 4pcs #4 x 3'-0" DIAGONALS AROUND DEEP WELL DRAIN OPENING #5 11 12" O.C. EACH WAY POOL SLAB REINFORCING EL. +SEE PLAN 2'-0" MIN DEEP WELL DRAIN OPENING s POOL SECTION AT SPA REINFORCING DETAIL 1 0 SCALE: 3/4 = 1 –0 1 0 SCALE EL. +19.27' NAVD TOP OF SPA SEA #3 'Z' BARS '? /-12" O.C. #5 -Zj BAR 18" O.C. 8" STRUCTURAL I CONCRETE SLAB r2–#4 SUPPORT �#5 0 8"o.c EA. WAY BOT. 4–#5 TOP & BOTTO w/ #3 STIRRUPS 012"o.c GRADE BEAM REINFORCING BEND OVER VERTICAL #5 AUGERCAST PILE REINFORCING INTO GRADE BEAM/SLAB 2'-0" MIN\ -14"0 AUGERCAST CONCRETE ANCHOR PILE 4 POOL SECTION AT STAIRS 1 0 SCALE: 3/4" = 1-0 #5 ® B" O.C. TOP 1/3 SPAN TOP REINFORCING 1/3 SPAN TOP REINFORCING 2–#4 B" STRUCTURAL SUPPORT CONCRETE SLAB 2–#4 SUPPORT OD 1 00 #5 ® 8" O.C. 1i 1 3» 1 EA. WAY BOL #5 ® B" O.C. CLR a EA. WAY BOT 24"x20" GRADE BEAM w/4-#5 TOP & BOTT.& #3 STIRRUPS ® 12" O.C. 2,_0» SECTION 1.0 SCALE: 3/4" - 1'-0" rm Lou Pontigo and Associates, Inc. 420 Osceola Avenue lax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA Is 8344 SC- CAN 3579 E C Luis A. Pontigo, PE FL PE#53311 REVISIONS JDAW- I Eo n �w �aaD„s � ALrEwwm� w.UE W J U Uj u' Z>7 O• Q QV LT W W �yW'� U LN Q U �m� C3, ' z Lu Ln U�Q POOL DETAILS e o—s— LAN NAME RESIDENCE DESIGN/DRAWN/CHECKED CS WAC LAP DATE 08.x7.18 SCALE AS NOTED LPA No. CELL -17-01141 CONTROL No. 8685 SHEET 51.03 SHEET 9 OF 21 -8" -0" 'EL. +21.10' NAVD OP OF POOL BOND BEAM #3 'Z' BARS '? /-12" O.C. #5 -Zj BAR 18" O.C. 8" STRUCTURAL I CONCRETE SLAB r2–#4 SUPPORT �#5 0 8"o.c EA. WAY BOT. 4–#5 TOP & BOTTO w/ #3 STIRRUPS 012"o.c GRADE BEAM REINFORCING BEND OVER VERTICAL #5 AUGERCAST PILE REINFORCING INTO GRADE BEAM/SLAB 2'-0" MIN\ -14"0 AUGERCAST CONCRETE ANCHOR PILE 4 POOL SECTION AT STAIRS 1 0 SCALE: 3/4" = 1-0 #5 ® B" O.C. TOP 1/3 SPAN TOP REINFORCING 1/3 SPAN TOP REINFORCING 2–#4 B" STRUCTURAL SUPPORT CONCRETE SLAB 2–#4 SUPPORT OD 1 00 #5 ® 8" O.C. 1i 1 3» 1 EA. WAY BOL #5 ® B" O.C. CLR a EA. WAY BOT 24"x20" GRADE BEAM w/4-#5 TOP & BOTT.& #3 STIRRUPS ® 12" O.C. 2,_0» SECTION 1.0 SCALE: 3/4" - 1'-0" rm Lou Pontigo and Associates, Inc. 420 Osceola Avenue lax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA Is 8344 SC- CAN 3579 E C Luis A. Pontigo, PE FL PE#53311 REVISIONS JDAW- I Eo n �w �aaD„s � ALrEwwm� w.UE W J U Uj u' Z>7 O• Q QV LT W W �yW'� U LN Q U �m� C3, ' z Lu Ln U�Q POOL DETAILS e o—s— LAN NAME RESIDENCE DESIGN/DRAWN/CHECKED CS WAC LAP DATE 08.x7.18 SCALE AS NOTED LPA No. CELL -17-01141 CONTROL No. 8685 SHEET 51.03 SHEET 9 OF 21 NOTE: ALL PERSPECTIVE DEPICTIONS HEREIN ARE CONCEPTUAL IN NATURE AND NOT INTENDED TO REPRESENT EXACT APPEARANCE. VIEW FR SITE LOCATION WEST L N C O b N 00 U a CAI QvWi W ww x lz fH Qa w a AAAy D��i eN� o wp i O t' p 0i w tiw Wzw VIEW FROM EAST A GENERAL PROJECT NOTES: DRAWING INDEX: SHEEP PILELAYOUT PUN - PI.OB= 17.4' NGVD'29 PER FLDEP DUVAL MONUMENT R047. d AVENUE 70NING INFORM.TON: SHEET 3.2- FIRST FLOOR DIMENSION PLAN SHEET S7.0 - FOUNDATION PLAN SHEET 57.0- FOUNDATION DETAILS THE BUILDING DESCRIBED HEREIN IS A SINGLE FAMILY RESIDENCE TO BE CONSTRUCTED AT 1549 BEACH AVENUE ON THE SOUTH THE ATTACHED DRAWINGS DESCRIBE THE PROPOSED CONSTRUCTION OF A NEW SINGLE FAMILY RESIDENCE AT 1549 BEACH SHEET 57.02= FOUNDATION DETAILS LANDSCAPE DRAWINGS: SHEET 4.1= SECOND FLOOR PLAN SHEET 51.03= POOL DETAILS IN ATLANTIC BEACH, FLORIDA. ARCHITECTURAL DRAWINGS: SHEET S11.1= IST LEVEL WALL FRAMING PLAN EASTERLY OF THE EAST LINE OF SAID BLOCK 62 AND WESTERLY OF THE EROSION CONTROL LINE ESTABLISHED IN PUT BOOK 35 PROLONGATION OF THE SHEET 4.3= SECOND FLOOR CEILING PLAN THE BUILDING DESIGN AS DESCRIBED HEREIN IS INTENDED TO BE COMPLIANT WITH ALL REQUIREMENTS OF THE FLORIDA BUILDING SHEET C= COVER SHEET L7= PLANTING PLAN SHEET S1.3- 2ND LEVEL WALL FRAMING PLAN NORTHERLY UNE OF THE SOUTH 10 FEET OF SAID LOT 8 AND BOUNDED ON THE SOUTH BY THE EASTERLY CODE, RESIDENTIAL- 2014 EDITION (FDC). THE 2011 EDITION OF THE NATIONAL ELECTRIC CODE, THE 2010 EDITION OF THE NFPA 101 LIFE SAFETY CODE, THE 2014 FLORIDA FIRE PREVENTION CODE, AND ALL PERTINENT ZONING REGULATIONS OF THE CITY OF SHEET 1.0= SURVEY SHEET 1.7 ® FDEP SITE PLAN OVERVIEW THE SOUTHERLY LINE OF SAID LOT 6. SHEET 6.1= ROOF FRAMING PLAN 0= ROOF PUN SHEET 6. SHEET Si.5- TOWER AND CLEARSTORY PLANS AIIANTIC BEACH, FLORIDA. ALL REQUIREMENTS OF THESE CODES, WHETHER REFERENCED HEREIN OR NOT, MUST BE OBSERVED SHEET 1.2- FDEP SITE PLAN STRUCTURAL DRAWINGS: OMIEXIST EXI GARAGE COTTAGE. THE EXISTING GARAGE COTTAGE IS TO REMAIN BUT TO BE RENOVATED. THE EXISTING MAIN HOUSE IS TO SHEET 7.1= GATEWAY PAVILION DESIGN THROUGHOUT THE CONSTRUCTION PROCESS. SHEET 1.3= FDEP SITE SECTION AND DETAILS SHEET SO.0- GENERAL NOTES SHEEP 52.3- TYPICAL WOOD FRAME DETAILS W D.E.P. CERTIFICATION: THESE DESIGN DRAWINGS ARE IN COMPLIANCE WITH STANDARDS ESTABLISHED IN SECTION 828-33.008 OF SHEET 2.0- SITE PLAN OVER SURVEY SHEET SO.1- GENERAL NOTES SHEET 9- BUILDING ELEVATIONS r l THE FLORIDA ADMINISTRATIVE CODE. D.E.P. ALL SHORE PARALLEL HORIZONTAL STRUCTURAL ELEMENTS REST AT ELEVATIONS AT OR MINED TO BE 163' NAVD'88 LISTED AS SHEET 2.1= IMPERVIOUS AREA PLANS RE GRADING AND DIMENSION PLANS SHEET 50.2® GENERAL NOTES EXISTING SITE S COVERED BY BUILDINGS, DRIVEWAYS AND WALKS THAT AMOUNT TO A TOTAL IMPERVIOUS AREA OF 5,490 SF v ABOVE THE CALCULATED CREST OF THE WAVE WRING A 100 YEAR STORM EVENT DETER IN SHEET 2.2= 5 SHEET 3.0- ATTACHED GARAGE FIRST FLOOR PLAN SHEEP PILELAYOUT PUN - PI.OB= 17.4' NGVD'29 PER FLDEP DUVAL MONUMENT R047. SHEET 3.1= FRST FLOOR PLAN SHEET SlSLAB DIMENSION PIAN 70NING INFORM.TON: SHEET 3.2- FIRST FLOOR DIMENSION PLAN SHEET S7.0 - FOUNDATION PLAN SHEET 57.0- FOUNDATION DETAILS THE BUILDING DESCRIBED HEREIN IS A SINGLE FAMILY RESIDENCE TO BE CONSTRUCTED AT 1549 BEACH AVENUE ON THE SOUTH SHEET 3.3= FIRST FLOOR CEILING PLAN SHEET 4.0= ATTACHED STUDIO SECOND FLOOR PLAN SHEET 57.02= FOUNDATION DETAILS 10 FEET OF LOT 8, ALL OF LOTS 5,6 AND 7, BLOCK 62, ATLANTIC BEACH, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN SHEET 4.1= SECOND FLOOR PLAN SHEET 51.03= POOL DETAILS PUT BOOK 6, PAGE 1 OF THE CURRENT PUBUC RECORDS OF DUVAL COUNTY, FLORIDA, TOGETHER WITH A STRIP OF LAND LYING SHEET 4.2= SECOND FLOOR DIMENSION PLAN SHEET S11.1= IST LEVEL WALL FRAMING PLAN EASTERLY OF THE EAST LINE OF SAID BLOCK 62 AND WESTERLY OF THE EROSION CONTROL LINE ESTABLISHED IN PUT BOOK 35 PROLONGATION OF THE SHEET 4.3= SECOND FLOOR CEILING PLAN SHEET S7.2- 2ND LEVEL FLOOR FRAMING PLAN PAGES 59, 59A, AND 590 OF SAID PUBLIC RECORDS, BOUNDED ON THE NORTH BY THE EASTERLY PROLONGATION OF SHEET 5- TOWER PUNS SHEET S1.3- 2ND LEVEL WALL FRAMING PLAN NORTHERLY UNE OF THE SOUTH 10 FEET OF SAID LOT 8 AND BOUNDED ON THE SOUTH BY THE EASTERLY SHEET 51.4- ROOF FRAMING PLAN THE SOUTHERLY LINE OF SAID LOT 6. SHEET 6.1= ROOF FRAMING PLAN 0= ROOF PUN SHEET 6. SHEET Si.5- TOWER AND CLEARSTORY PLANS THE PROPERTY S ZONED "STING TWO STRUCTURES CURRENTLY ON THE PROPERTY, A MAIN HOUSE AND DETACHED SHEET 7.0= CONCEPTUAL POOL DESIGN SHEET S2.0- TYPICAL MASONRY DETAILS SHEET S2.1= MASONRY ELEVATIONS OMIEXIST EXI GARAGE COTTAGE. THE EXISTING GARAGE COTTAGE IS TO REMAIN BUT TO BE RENOVATED. THE EXISTING MAIN HOUSE IS TO SHEET 7.1= GATEWAY PAVILION DESIGN SHEET S2.2- MASONRY DETAILS T REMOVED AND REPLACED WITH A NEW ONE ALOHA W5 ANEW SWEATED POOL. ALL SETBACK REQUIREMENTS ARE TO BE MET OR EXCEEDED. THE COTTAGE ENCLOSES LESS THAN 75% OF THE HEATED AREA OF THE MAIN HOUSE AND IS SEPARATED FROM SHEET 8.0- RENOVATED COTTAGE PLANS SHEET 8.1- EXISTING AND RENOVATED COTTAGE ELEVATIONS SHEEP 52.3- TYPICAL WOOD FRAME DETAILS THE HEATED AREA OF THE MAIN HOUSE BY 20 FEET. THE MAXIMUM HEIGHT OF THE MAIN BUILDING IS LESS THAN 35' AS SHEET 8.2= EXISTING AND RENOVATED COTTAGE ELEVATIONS SHEET S2.4- WOOD FRAMING DETAILS SHEET S2.5- WOOD FRAMING DETAILS MEASURED FROM THE TOP OF ITS ROOF TO THE EXISTING AVERAGE GRADE, RECORDED AS 17.2' NAVD 1988 ON THE ATTACHED SHEET 9- BUILDING ELEVATIONS SHEET S3.0= PAVILION PLAN AND DETAILS AGREEMENT NOTE LABELED AS EXHIBIT 1 ON' SHEET 2.2. SHEET 10= BUILDING ELEVATIONS EXISTING SITE S COVERED BY BUILDINGS, DRIVEWAYS AND WALKS THAT AMOUNT TO A TOTAL IMPERVIOUS AREA OF 5,490 SF SHEET 11- BUILDING SECTIONS THE OR 31.26% OF THE TOTAL 17,560 SF SITE, THE PROPOSED NEW COVERAGE WILL INCREASE THE IMPERVIOUS AREA TO 8,498 SF SHEET 12= BUILDING SECTIONS OR 48.39% OF THE PROPERTY. SEE SHEET 2.1 FOR DETAIL. NEW ONSITE STORMWATER RETENTION WILL BE PROVIDED AS SHEET 13= BUILDING SECTIONS REQUIRED BY GRADED SWALES. EXISTING DRAINAGE PATTERNS WILL BE OTHERWISE MAINTAINED. SEE SHEET 17 FOR CALCULATIONS. SHEET 14= BUILDING SECTIONS SHEET 15= BUILDING SECTIONS B O DING II NFORMATION: SHEET 16- BUILDING SECTIONS SHEET 17= BUILDING SECTIONS AND STORMWATER CALCS THE PROPOSED BUILDING OCCUPANCY IS SINGLE FAMILY RESIDENTIAL. GROUP R-3. SHEET 18.0= WALL SECTIONS THE PROPOSED CONSTRUCTION TYPE IS HERE CONSIDERED TYPE V -B WITHIN TWO STORIES SHEET 18.1= WALL SECTIONS THE BUILDING STRUCTURE WILL GENERALLY CONSIST OF CONVENTIONALLY FRAMED WOOD ROOF BEAMS AND RAFTERS OVER WOOD SHEET 18.2= WALL SECTIONS SHEET 18.3= WALL SECTIONS FRAMED WALLS AT THE SECOND FLOOR OVER PREFABRICATED WOOD FLOOR TRUSSES OVER 8" CONCRETE MASONRY WADS AT THE WALL SECTIONS FIRST FLOOR OVER A CONCRETE SLAB SUPPORTED BY CONCRETE GRADE BEAMS AND AUGER CAST PILINGS. SEE STRUCTURAL SHEET 18.4- SECTIONS ENGINEERING DRAWINGS FOR STRUCTURAL DETAIL. SHEET 18.5- WALL SHEET 18.6= WALL SECTIONS THE HOUSE IS TO BE CONSIDERED AN ENCLOSED STRUCTURE WITH OPENING PROTECTION PROVIDED BY IMPACT RATED EXTERIOR SHEET 18.7= WALL SECTIONS DOORS AND WINDOWS. SHEET 18.8- WALL SECTIONS SHEET 18.9= WALL SECTIONS SHEET 20- AERIAL PERSPECTIVE VIEWS SHEET 21= GROUND LEVEL PERSPECTIVE VIEWS uA HOUSE BUILDING TAB"TIONS, SHEET 22= INTERIOR PERSPECTIVE VIEWS PROPOSED ENCLOSED CONDITIONED AREA: SHEET 24- DOOR AND WINDOW SCHEDULES SHEET 27= SITE LIGHTING WITH FIXTURE TYPES FIRST FLOOR - 3244 GSF SECOND FLOOR - 3006 GSF SHEET 28= FIRST FLOOR ELECTRICAL PUN TOTAL- 6252 GSF SHEET 29- SECOND FLOOR ELECTRICAL PUN PROPOSED COVERED PORCH AREA: FIRST FLOOR- 994 GSF SECOND FLOOR- 673 GSF TOTAL- 1667 GSF PROPOSED ENCLOSED UNCONDITIONED AREA: FIRST FLOOR- 463 GSF PROPOSED CONDITIONED VOLUME FOR BLOWER DOOR TEST: FIRST FLOOR NET AREA -2962 NSF X13' VERTICAL- 38,506 CFT INCLUDING FLOOR AND ATTIC CAVITY ABOVE SECOND FLOOR NET AREA -2787 NSF X9' VERTICAL- 25,083 CFT ATTIC NET CONDRIONED VOLUME- 7,400 OFT TOWER NET AREA- 170 NSFX 6' VERTICAL- 1020 CFT TOWER ATTIC- 184 CFT TOTAL CONDITIONED VOLUME- 72,193 CFT COVER C 12-22-17 02-05-18 1 06-13-18 08-26-18 _ - N < � N ANGLE POINT 1 OPPOSITE R-46 ^ MAP 0 F SURVEY g Ug95� THE SOUTH 10 FEET OFLOT A ALL OF LOTS 5, 6 AND 7, BLOCK 62, ATLANTNC BEACH, W O ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 6, PAGE 1, OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY FLORIDA, TOGETHER WITH A STRIP OF LAND LYING EASTERLY OF THE EAST LINE OF SAID BLOCK 62 AND WESTERLY OF THE EROSION p�p�� "'1 CONTROL LINE ESTABLISHED IN PLAT BOOK 35 PAGES 59, 59A, AND 59B OF SAID PUBLIC / RECORDS, BOUNDED ON THE NORTH BY 774E EASTERLY PROLONGATION OF THE NORTHERLY Z17.1" Ij LINE OF THE SOUTH 10 FEET OF SAID LOT 8 AND BOUNDED ON THE SOUTH. BY TH£A U W U Re Q c EASTERLY PROLONGA77ON OF THE SOUTHERLY LINE OF SAID LOT 5. P4 rn v3,d Aa�WN d / z / at Hwy GI 40/ y1 i SCALE: 1' - 20' 1 VL 1 gY PLAT 11 1111 j 18th STREE �+1 I!>. / 1 , LOT 12 'CUT) ,; (202.58' ,EQ---��-�_-- + CF '�1'1 ►ry !',�,7J+ 1 o a L-�- -17 ER PLAT 4 1 I LOT 11, TMXCEPT THE x ('1111 u 0 NORTH 5 FEET OF LOT wcr rD+cF NOR I-`. 1 II1 i i w / � aaP• - °tt'C'rt'y ess 11• - - — 11-��{I V ply '� u / IilElfif fAl '- - - LO? 101 I1 !+R rel 4 STORY ' d DNR MONUMENTRia 72-8i-78 MEAN HIGH _ WATER LINE 2.1' x0.1 x-0'S AIAW ' 1226" s'-"- 1\' LOT 9 SEASONAL HICK x�d'Z i 1 I i'� � 0 WAIER LINE 9.r Q t 9a0° roF y,�� 8 r 135. PPa1e tl " a- XCEPT THE I i III 1 1 LOT 8, .L* >° ' I 11 111 I 1 1 II 11 11 i 11' 1 1 I. 1 NCGD Y s"6E w - 4 1nVAa tMe. earl 1 °w"T 11 1 1 1 I 1 1 1 1 \ F11i'� 120a3e n. rt PtsvAcr /• :1 1 1 _ - I I '1 x x - IVII s 2.183998.2 ° At x .. -.:11 1111 11111 NORTHING = 530.895.5 t ras/st wa+ / I +'- \ y �I' 1 1 11:x1 I NII II IW rs ell At 111 11 el � 1 I. s1 11. -I le TING eP ewa's+LL _ r. n'�� �re 1 1 1 \ 11 j_11 P e I 1 1 i t �I 11i 1 1 1 \♦ 1 (I J° EAS 1 1 1 1 1 SOUT41_10 FEET OF_ L07 _ 135. ema 1 11 1 11 Tf 1 11 1 g 1 1 1 1 1 I \ 1 i h\ 11+11=1 I Ill 1 li 1 1 I I r2.+\ ( Ir \ 1 0 - i(A 1 VI 1 1e6ut W"3 TH -- -ut r n e' STE'PI 11 ' s�Fa 1 \1 11 11 1\ 1 1 1 4. 1 1 1 1- 4 rt I3J4' * 1 1 rua twat' �- , 1 111115 I e l 1 1 1 1 1 I 1 1 I \ I f 11 \ 1 BENCHMARK i 1 1 1 7.. 74 1 111 1- - 1\ 11# j I I �r•' I I<I. I 1 I I \a 11_ \ 1 - MAG NAIL AND DISC 'm I p PAO 1nTao LOT 1� IAB ,.�.1 11 �1 - 11 I I �0 Y I I I I I I It'.) I 1 I I ll \ 1 LB 3672 ELEVpn �1� 11 1 rxr 1.woa 4' '0.'. _ 1 1 11 , �,49 1 1' ♦ I I 1 I I I I 1 IL�i I I 1 I 1 11 \ 1 12.16 NAW B8 1 I I Il \ 1 - 157.54' 1 1 1 1 I I I I 1111 ♦ I I I I i 11 N01ES 81 I I 1-.11, _ I. 7W5 15 A TOPOGRAPHIC AND BOUNDARY SURVEY.sf's Y FRAME i 1 �b t '+'0'� N_.. I I ! lit I (1 I I $ I I xa pio /� KR a m,cAm r 2 Sr11R '» 1 1;. -JL / ♦ I I 11 I e 1 1 1 1 1 11 I 11 \\\ \1 2. BEARINGS BASED ON A CALCULATED UNE BE1N£EN 'li 1 R - _ rt e 1 NCCa CE 740. 1549 - / / I 1 III 11 1 \ it '� s'! DEPARTMENT OF NATURAL RESOURCES MQVUMEVT TT AL - / FlNI F100R•i8.69 1 i 1 ¢ 1 111 °1 I�j 1 1 1 I I \ tt r lv NUMBERS 72-81-Af8 AND 72-81-AIB PER THE COASTAL �iy 'i' I -°'�0• \\ rtae y IAr' I , 1 \ _ YI / 1 / II I I I I I 1 S� 11 x141 xt.¢ CONS7RUCOON CONTROL UNE (CCCL) FOR DUVAL COUNTY, fly !' L a / I 1 j (I 1 1 1 1 1 1 1 1 I I 1 I I FLORIDA BASED .GPS DBSERVA11CN5 MMT 8 ,� �• li 8i / / l I 11 I I 1 1 I I 1 1 1 1 I I I I I x31 J 774E CURRENT COASTM CON57RUCRON CONTROL LINE 13.t�+ `C . no' �r - 1 \ 11 F_,,,_ / , Will 11 1 11 1 I I 1 I 1 1 .ae. �71T E RECORDED /N MAP HOOK C PAGES 72 THROUGH 72H, 1 •� x14s 3 ♦ a 12'180.17' ti"� - _ 3 ` \+ I 1 I i DUVAL. COUNTY, RECORDED ,NLY 21, 1992. v d3 ' - _ _ >� ,y coiEAF&'. ,'') cn+LAF iy ( a MEAN HIGH WATER LINE (MHWJ DETERMMED USING 1 tyT� 1 1 Il l flat I F EXTENDED DATUM FOR RD£ SIARON BTT-0291 .- 4 \f - S (eAGKsoNwLLE BEAOH AL - 2.111 (NAND',A-). RDF d ISS DY _ 1 - 11 RANGE SOY). 2 3 S SEASONAL HIGH WATER LINE AS DEFINED BY FLORIDA �� ' ^ 15$.10'�� 1n .T STATUTES CHAPIER 161.05) (6X.)2. 'Sees°Ad h19h-feeler I -t 1 I - LOT 5 /9. F - 2 i4� �Q 10' LO, SPO° l/ne' meals Ma llne famed by the erte/es°Mm & the tZ' 1 i I - /\ 61+ - gig 33L NMA9 snore -d rhe eteatlen nT r5D Pa°'^Ar er rn. I°cal S; i..l I.}T j i ♦\"W 0• '1 m.oA N11M rage wea meott npn .°la. y'ppp 1 05'14z00.2s' (FlnD 1111 2.10 + (45"1"107) ®97 (NAND 1989✓ � , PDP6R it I I / 6. CGmRD/NA7ES BASED ON STATE PLANE COORDINATE _ I/NbDD'MwMKe rOKF x 13176' e- SYS7EM, EAST ZONE, NAD27 PER 711E RECORDED COASTAL ' T� jtt PPF 4 +' twos FRAME yl WX 1 _ CONSiRUCRON CONTROL LINE AND CONVERIED TO HAD STORY y _ 198) DAVM USING CORPSCON 6.O I. THREE STOR i q $ , b "� I� 7 BENCH MARK USED IS MAC NAIL AND DISK IN WESTERN N. m LOT 4 48.87' —=1525 'F P EDGE OF PAVEMENT 28 3672' IN FRONT OF 1549 BEACH dl Y iR 7411. _ PROPERTY AVENUE, ELCVAROV . 886' (NAVD 1988). to n 1 1 8 THE EROSION CONTROL UNE AS RECORDED IN PLAT yam{ pA SURVEY AY BOOK 35 PAGES 38, 39A 8 388 OF THE CURRENT PUBLIC M RECORDS OF DUVAC COUNTY, FLORIDA IS THE EASTERLY 1 MOST PROPERTY LINE FOR PRIVATE LANDS INCOUSAINTY D COUNTY. 9. THE OVMER OF RECORD PER THE OVVAC PROPER,' APPRAISERS OFFICE IS CELLAR .2.1.1 M J. ra GPS RUN USING SPECTRA PRECISION EPOCH 50 AND iR/MBLE wTS SOFTWARE 1 11. 7NE GENERAL PERMIT UNE SHOWN AS PER OFFICIAL , 132.93' - LOT 3 1 • O RECORDS BOO( 12975 PAGE 1781 OF 1Hf CURRENT _ _ - PUaUC RECORDS O° DUVAL COUNTY. FLIX60A. _�- THIS SURVEY WAS MADE FOR THE BENEFf WN 1 WILLIAM CELLAR AND JOANNE CELLAR. 12-22-17 1 LOT 2 �"- _-- i - THE PROPERTY SHOHEREON APPEARS TO LIE IN 1 - 112—DS-1 8 FLOOD ZONES "X" (AREA OUTSIDE OF THE 0.291 ANNUAL CHANCE FLOODPLAIN) AND `AO-,(DEP, TH 2) AS W£LL AS 1 _ CAN BE DETERMINED FROM THE. L00I INSURANCE RATE MAP No. 12031CO409K REWSED JUNE 3, 2013 FOR P DNR 1-AF9 Nr i / �- 72-81-AI9 DUVAL COUNTY, FLORIDA.( /yQrypk� DONN W. BOATINRIGHT, P.S.M. D.E.P. UPDATE- DECEMBER 1, 2107 FLORIDA LIC. SURVEYOR and MAPP NOT VALID NATNOUi THE S AND THE ANGLE POINT I k81i POOL LOCATION AND 77£S TO C.C.C.L. ADDED APRIL 26, 2016 FLORIDA UC. SURVEYING & MAPPING BUS! ' RIONAL YORRAISED SEAL OF A FLORIDA LICENSED OPPOSITE R-47�,-' \bA HECKEDNBYAPPER' FILE: 2017-1657 DRA N BY: BOATWR GHT LAND SURVEYORS inc. 1500 ROBERTS DRIVE JACKSONVILLE BEACH FLORIDA DATE: MARCH 23. 2016 SHEET — Of U co M 0 „ -._�. ,54 ,� I y a e �. li la I la Ip _ Allo Z Z Z Z O O O I 1� Iw I Iw Iw ., I I4 LL I I0 I0 H I I I i I 157.8' FROM CCCL TO FASTERNM V EDGE OF NEIGHBORING POOL --i-415 fROM CCCLTO EASTERNMOST EDGE DF NEIGHBORING PORCH POST - 132.8' FROM CCCL TO EASTERNMOST EDGE Qk,NEIGHBORING HOUSE 0a I II _ III I I II I I II iI G 1 I I I I I I I I I I I EXISTING SURVEY WITH KEY DISTANCES NOTED J U U U 5_06' 1 214.4' FRO CCCL TO EAST END OF 4' HIGH ALUMINUM PICKET FENCE 163.2' FROM CCCL TO EASTERN ST EDGE OF NEW STONE TERRACE 155.4' FROM _CCCL TO EASTER EDGE Of NEW POOL 139 4 FROM CCCL TO EASTERNMOST E OF NEW PORCH POST - - - - 131.1'FROM CCCL TO EASTERNMOST EDGE OF NEW HOUSE ENCLOSURE WALL - I _ 125.4' FROM CCCL TO EAST EDGE OF 6' COfECE WALL X TO WESTERN EDGE OF NEW HOUSE 1 _ I - �� 111IIII�'1 ■ IN'7i®I I81! IC FROM CCCL TO OF 6' CMU FENCE WALLI I� to NOTES: I� I� 1. THESE DESIGN DRAWINGS ARE IN COMPLIANCE WITH _ Ip STANDARDS ESTABLISHED IN SECTION 62B-33 OF THE FLORIDA ADMINISTRATIVE CODE Im Im 2, ALL ELEVATIONS REFER TO DATUM NAVD 1988 PROPOSED SITE PLAN WITH KEY DISTANCES NOTED p N oN0 tj NO q FON z z�x W Qv���do yAy Alpdyg�� a 8' 16' FDEP SITE PLAN OVERVIEW 1.1 12-22-17 02-05-18 -. IZ ILL i I4.. i4 IW I 1° IW OW -. 0 �. 0W PROPOSED SITE PLAN WITH KEY DISTANCES NOTED p N oN0 tj NO q FON z z�x W Qv���do yAy Alpdyg�� a 8' 16' FDEP SITE PLAN OVERVIEW 1.1 12-22-17 02-05-18 214.4' FROM CCCL TO EAST END OF 4' HIGH ALUMINUM PICKET FENCE _ 163.2' FROM CCCL TO EASTERNMOST EDGE OF NEW STONE TERRACE v 155.4' FROM CCCL TO EASTERNMOST EDGE OF NEW FOOL ' v-- -- —��- -- : - -- -- -- --- -- -- -- I 139,4']_FROM CCCL TO EASTERNMOST EDGE OF NEW PORCH POST 131.1'FROM CC��L TO EASTERNMOST EDGE OF NEW HOUSE ENCLOSURE WALL I I I _ 125.4' FROM CCCL TO EAST EDGE OF 6' CMU FENCE WALL f 50.6' FROM CCCL TO WESTERN EDGE F N_E_W HOUSE 40 SFX $ DEEP ELL AREA FILLED H RAVEL WRAP DIN GEOTE%TILE FABRIC BURIED UNDER 18' Of TOP SOIL AROUND CLEANOUT/OVERFLOW PIPE - - _ IN GE UNDER STAIRS P DIVIDE DRAINAGE PIPE UNDER WALL PROVIDE DRAINAGE PIPE UND R WALKING SURFACE " _ _ --- A --.- BRON��o O't�E i - -- -�pzwl - / Nf,N EXISTING WALL NEW WALL PROVIDE 6R_ - - I -ol 7R 5 �'"`^�� L(') w-v�... ,�— 11 .+-16 n1.� I! F ALUMINUM PICKET FEIN ---- t '-01 +17 I T�!P'-"'_. `.l \ d t(EIGHT ® MIN 4B MA%0" t I - ���7 4 1/2" I--- - -- - i I CONORLrLr-�','E + 4' woE CONCRETE _ _ - DRIVE TAY +4""` ;.. LL LLL L LLL ' \ I I Ila o" 4" hI � ' 2D.0 i + 5 /2» 7 23.4 I , 1 CONDR DR EWAY' _ _ +1 '-6" I LI DECK DRAIN OWEL W TE R TO DRY I I - I (TD) I WEL — — y�1 (, -- -- - TDS I': / ---- J I + t a AT GFucfo CONCRETE RI EWAY (T's) _ 1 - �+ 5 ..i �.. - — }_19,_6» II 1 I 1' 1TO BE ANDFLAGPOLE 1 DECK 1 2" 4 / - L wuN IRs To DRAM III I I + 3 / OPEN V + 4'-1" � I it I 1 DR{VE`TA TO IBE RENO47�3&D - _ _ _ — _ — _ s' I , (TOS) .I , 71-t0 '"'t" 'TENPORARt SILT FENCE DURING ONSERUCTION - + 4 75.0 I " coN ETE EWAv J I I 6• � I F 1 / + + 1'-4 I Lp oll 1 .- v + cNOL 117'-6 Q0 I _ - I III • I 0+13-5 I I I _•' •`t,.L.?J_.=_:_ 1 CONCRETE WAY -1..+14 0 1 AT WAY (Tos) Q._ -- --- I POOL , I .:. ham— 8 �" I I L _� 3 „�„ , RAIN t +1 Z- --=O�' --- I I I I II II I l -to' L I ;_o,z )ERSTD -D- o" I i c4oc-0 — _� I — ❑ ❑ --- --- i 1 / / t AU j f x� '!i deo BLocK ri o626 CU t / 1 /NDER� LI II I o. STOR MWATERE 1 STORAGE / s 7 +1 -5 7 Y 8 H ,; a'_B vn s 1 I +t1='S$ I -1" 9 �T / �i a��. .I _ 1 I f- I +16 s I I 1 6 I o - !� I I' root LLL -BB U - Y'T' I j i �.— -''� 7I-0" ws[ s10 AC AC fENC[ +i' 'CELL LLLLL 1 // STO I WATERT _ �.�� •• LATE LLLL LLLLL. / STOt Gd I �' L'/. /"� '.+1 =0" _�.,,. , 1 - 4k. tO' 2' DEEP. U-Ef�WRH G L' RAPPED N 0 LE FAB / A MINUM PICK .FENCE '—=------ , J / �� / /,• 1 0•• _ " / _�- ��,. _ �{_LS. QD &DRIED NDER I 0 OP SDR IROUND CLFA / FL. P / HEI HT '®-MIN 41" MAX 8°=—= — — 0 POOL EN L,± -&_p"- - - -- -_ --. 9TEMPORARY SILT F DURING 0 iIDN CMU MALL MAX 6' ABOVE GRADE CLOSURE FENCE WHER EXISTING 6' HIGH PRNACY FENCE IS ABS I�iTj,J J C) Lli 68.8' FROM CCCL TO EAST EDGE F 6' CMU FENCE WALL o 0 0oa p "'., �_ Z Z_ Z Of Of 1L OT 4 THREE o 0 0 0 r... _.— —.,_ _€�A .. _. _ __ m m m -- — m = _ cr tAt _i r7l Bey IC: 1525 W W W 1 w O _• t7 r _. W Z Z Z Z CC, 00 i? >w w w w o A l _ __ __._. __. __ ,_._ � w � w Lu � w 0 CA p p p t -0T 3 c/) IQ N W E S 4' 8' 1 ENLARGED FDEP SITE PLAN WITH GRADING 1.2 12-22-17 02-05-18 11"Ar CMU OPEN BOTTQ4 LINIM BLOC, BOND BEMs ARCHIlUTURAL FINISH ARCHITECTURAL CAP' AS PEP 04IO'S rj I-aO:S'-D" k'OHTAL AS PER ��' REOUIREIAENTS ��_ IIEONII®ACN1E _.__. __ wj 1-63 '.EPTICAL - - o CMU OPEN ®OTTOM' CYDS CELL FILL AL CESJS Lr1R7_ fadCN Baro BEAM TNM SC4.D r/ CONCRETE - OY 1 -*5 COIiTINUOUS NO SUPCHAPGC -----------------.-�-- MVD - - saw —_-------- — Z----- ----- —— -------_------—) r Mw ARCHITECTURAL FINISH PEPMTIFL rOPAI A� AEEP NOTES AS PEP SHIELDING SCREEN AT EASTERN HALF OF PIT WALL, SHIELD TO J O.C. REUENTS REQUIpD.IENTS l,si- IN CELJ. --------------- A/,• OOTRTRd � I �• JCINT TYPICALS•_4" RETAINING WALL SEGMENT DETAIL a SCALs 3/4• = V -O' _KET iENCE II I SOLID LINE SHOWS TOP OF PROPOSED GRADE I I DASHED UNE SHOWS TOP OF EXISTING GRADE ------------- ---------- MoD______-__-__- ------- - -.--------------- BDD_-_--------- -,- '----- _. 4J. HkVD -T FILL QUANTITIES REQUIRED SEAWARD OF CCCL Z W E _ Z ��_ a' CMU PETAINNG WALL---.� wj 1-63 '.EPTICAL - - o • 24. 0.C. CENTERED N CYDS CELL FILL AL CESJS 24" HIGH REMOVABLE SC4.D r/ CONCRETE - T-43 IJWFICAI. a� -----------------.-�-- MVD - - saw —_-------- — Z----- ----- —— -------_------—) r Mw STANDARD NT BENDAM P L J ZI 26• MN. LIP +/ •,%PTICAL SHIELDING SCREEN AT EASTERN HALF OF PIT WALL, SHIELD TO SWALE ,ENFORCING O 24' 01 _. _ •_4. -_. - V)) I ---_ I X5.0-- _.-_ -_- -- ------ 75.0--------- -- --_- - - - - -- -I MVD ------ 1--- -- ---- R - Ae rhe•-eaw crTna6 Ery F.I.I. (1) - I I -. _. 24 12•.36' CONCRETE FOOTINO 1I 4-lµ.4-0' AND L i _. - - - - ------- _----------------------------I-----r--------------------- 1 --=MVD •1 µ . 2'_4 NONZORTAL _. _. HATClR:D AREA REPRESENTS APPROX 136 CYDS NAND I CYDS • 24 IC. m I/ OF FILL IN lUDIN6 30 CPRS PT ENRS OF PWL NAVD 100 YEAR STORM WAVE CREST ELEVATION AT R-47 ) AREA REPRESENTS 13fl- F(R 1 I 1 DEPRESSION 1N I 2L5• MIN. LAP r/ VERTICAL RlINFORCJNC O ?A= O.C. LL ELS ATCHED PP— a CYDS OF CUT 4 POR le CYDS OF FILL f SWTHCAST I I YNO NOT SIbVN 1 NATCNED AREA REPRESENTS NI 617 CYDS OF FILL p ------------- - -- -----------------------HAVID r CL �BED q rµN5._0• 1�_p• 3•_0^ 1_p^ SCREEN. PROVIDE PLUGS TO INSTALL RETAINING WALLN O'-4• r�L• a- 1' 0 PPONOE KEYWAY cousmucnau ,IOINr J -D• �, ' IN RETAttNG WALL EmnuG a 6•-4• D c. LP GAS SUPPLY LINE 4-0" MAXIMUM EXPOSED r R" CMU RETAINING "IVALL THIN STONE VENEER OVER SECTION ,/s- �S SCALE 3/e - V-0• SEALANT TP. 4 PRE-POPMED BDTH PAtm NEOPPFNE II FULL NEIGNTOF WALL • 21c acl. TOP AND BOTTOM. '• 'A D ' PER MANUFACTURER 74 ALIGNED WI/ VERTICAL DOWELS . ' RECOMMENDATIONS. CONCRETE RING W/ i4 012' 3" NOR: EPIICAL FIRST C.J IDIC+TES Ct1L E4CH WE OF CENTER UNE OF CDWPKL ,OMT. NLL ALL CGN'T'"N J""T. C., CELLS SOLD ATTH COMPETE CMU CONTROL JOINT ,. FILL ALL DETAIL S SOLID�'�' F T a N.T.S. r/�CONCRETE l,si- IN CELJ. --------------- A/,• OOTRTRd � I �• JCINT TYPICALS•_4" RETAINING WALL SEGMENT DETAIL a SCALs 3/4• = V -O' _KET iENCE II I SOLID LINE SHOWS TOP OF PROPOSED GRADE I I DASHED UNE SHOWS TOP OF EXISTING GRADE ------------- ---------- MoD______-__-__- ------- - -.--------------- BDD_-_--------- -,- '----- _. 4J. HkVD -T FILL QUANTITIES REQUIRED SEAWARD OF CCCL Z W E _ Z ��_ _mo- - - - -- - - - - - - - W1 0l ------------------ NAA'n------------ Las ------------NI--.--1-1-.------- ¢ w -- EXCAVATION/CUT FROM O 24' O.C. C IN 118 CYDS __ LLa 24" HIGH REMOVABLE CLU. F'B.LO - CYDS -- -------------- -----------------.-�-- MVD - - saw —_-------- — Z----- ----- —— -------_------—) r Mw -- z P L J ZI DECK 136 CYDS SHIELDING SCREEN AT EASTERN HALF OF PIT WALL, SHIELD TO ol -- 1'N2" BOTTOM RAIL _. _ •_4. -_. - V)) I ---_ I X5.0-- _.-_ -_- -- ------ 75.0--------- -- --_- - - - - -- -I MVD ------ 1--- -- ---- R - Ae rhe•-eaw crTna6 Ery F.I.I. (1) - I I -. _. 24 CYDS L i _. - - - - ------- _----------------------------I-----r--------------------- 1 --=MVD THROUGH OCTOBER 31. AP'D BO• BEND AND _. _. HATClR:D AREA REPRESENTS APPROX 136 CYDS NAND I CYDS �RINO BURIED IN CERAMIC OF FILL IN lUDIN6 30 CPRS PT ENRS OF PWL NAVD 100 YEAR STORM WAVE CREST ELEVATION AT R-47 ) AREA REPRESENTS 13fl- F(R 1 I 1 DEPRESSION 1N I 2L5• MIN. LAP r/ VERTICAL RlINFORCJNC O ?A= O.C. A7T ATCHED PP— a CYDS OF CUT 4 POR le CYDS OF FILL f SWTHCAST I I YNO NOT SIbVN 1 NATCNED AREA REPRESENTS NI 617 CYDS OF FILL p ------------- STONE ATOP GRAVEL -- -----------------------HAVID --------- --- — — — — — — — — — ----I-----L-------------------------J--NA �BED q PROPOSED SITE SECTION X 1�_p• 3•_0^ 1_p^ SCREEN. PROVIDE PLUGS TO B• CMU SITE SCREEN NALL- 9 FILL QUANTITIES REQUIRED SEAWARD OF CCCL CCCL W/ 1-0 M-11CAL ��_ EXCAVATION/CUT FROM O 24' O.C. C IN 118 CYDS FILL UNDER HOUSE PAD = 617 CYDS 24" HIGH REMOVABLE CLU. F'B.LO 21 CYDS FILL FOR SITE EAST SITEWORK AND UNDER POOL STAINLESS STEEL LIGHT CELLS SOLID wl CONCRETE 44 CYDS DECK 136 CYDS SHIELDING SCREEN AT EASTERN HALF OF PIT WALL, SHIELD TO PERIMETER FOOTINGS 1'N2" BOTTOM RAIL ,.�. 24• DIAMETER REMAIN IN PLACE FROM MAY 1 TSI'AMDr 24 CYDS STAINLESS STEEL GAS THROUGH OCTOBER 31. AP'D BO• BEND AND j CYDS �RINO BURIED IN CERAMIC PRECAST STONE GP WITH 2L5• MIN. LAP r/ VERTICAL RlINFORCJNC O ?A= O.C. A7T CYDS STONE ATOP GRAVEL RECESSES i0 RECEIVE POSTS ATTACHED TO LIGHT SHIELDING �BED q FOR DRAINAGE 1�_p• 3•_0^ 1_p^ SCREEN. PROVIDE PLUGS TO 1 538 CYDS COVER HOLES WHEN SCREEN 12•&W. CONCRETE FOOTING I LP GAS SUPPLY LINE NOT IN USE. Wj CONTNJUOUSp •� WDH READILY THIN STONE VENEER OVER 2'-2• HORIZCINTAL .. ... ..._ ' • . ' f AVAIUBLE SHUT OFF VALVE AND CONTROLS 3. THIN SE MORTAR OVER 9' • 21c acl. TOP AND BOTTOM. '• 'A D ' PER MANUFACTURER 2 THICK CAST IN PLACE ALIGNED WI/ VERTICAL DOWELS . ' RECOMMENDATIONS. CONCRETE RING W/ i4 012' 3" CLE 3-pS CONTINUOUS H FACE 1'-2" 8" 1"-2" " JOINT STONE TILE THIN SET OVER I I TU N EXPANSION F T 4e' MAXIMUM ExPO5EV = —4 INAVD 'sa S" ' CMT! CDURTYAPD WAI ' SECTION SECTIDN AT FIRE PIT x'L.D4LI�L -6 SCALE_. 3/4' - i'-0• FPI EXCAVATION/CUT QUANTITIES SEAWARD OF (N%CAL) FILL QUANTITIES REQUIRED SEAWARD OF CCCL CCCL POURED CONCRETE RING WALL ENCLOSING FIRE PIT AS EXCAVATION/CUT FROM AUGERCAST PILES= 118 CYDS FILL UNDER HOUSE PAD = 617 CYDS EXCAVATION/CUT FROM SWIMMING POOL= 21 CYDS FILL FOR SITE EAST SITEWORK AND UNDER POOL EXCAVATION/CUT FROM WEST SITEWORK= 44 CYDS DECK 136 CYDS EXCAVATION/CUT FROM PERIMETER FOOTINGS 1'N2" BOTTOM RAIL ,.�. FILL AT SOUTHEAST CORNER OF PROPERTY AND GRADE BEAMS = 24 CYDS = 12 CYDS EXCAVATION/CUT FROM RETENTION SWALE= 22 CYDS FPI 1.3 TOTAL EXCAVATION/CUT PROPOSED= 229 CYDS TOTAL FILL REQUIRED- 765 CYDS /NCIH -PLASTIC, INORGANIC. GRANULAR SOIL COMPACTED 04-05-18 TO A DENSITY OF AT LEAST MAXIMUM NET DAPORTED FILL REQUIRED SEAWARD - CCCL= 95% Of THE PROCTOR DRY DENSITY (ASTM D 1537) I 538 CYDS ALL SAND MATERWL EXCAVATED FROM EXISTING SITE SHALL BE RELOCATED AND UTILIZED AS CLEAN COMPACTED FILL SEAWARD OF THE CCCL PROVIDING THE SAND QUALITY MEETS DEP REQUIREMENTS. 10 0 M M W¢On On n�v:I dviWLr�w �LT:T WWaLxjti L) On On v A Ad N T"Lw$ 0 C4 Wa a Z 11 0 w x L� 8' 16' A (N%CAL) 3,LL3,-_. I,. 9. POURED CONCRETE RING WALL ENCLOSING FIRE PIT AS ARCHITECTURAL DETAIL FDEP SITE A5 PER DWHER OPENING THAT CONTINUES 4 I's 0G. SECTION DOWN THROUGH HOLE AT 3" SQUARE POSTS 0 C-0- O.C. ; CALCULATION' 1'N2" BOTTOM RAIL ,.�. AND DETAILS BASE STRUCTURAL SUB 1.3 lI6' DIA. LIMEROdc COMPACTED TO A DENSITY " II - 1 -"x FPI 1.3 DRY DENSITY (ASTM D 1537) I 02-05-18 /NCIH -PLASTIC, INORGANIC. GRANULAR SOIL COMPACTED 04-05-18 TO A DENSITY OF AT LEAST MAXIMUM STONE PAVERS OVER 95% Of THE PROCTOR DRY DENSITY (ASTM D 1537) I STRUCTURAL CONCRETE SUB I I I i FIRE PIT LIGHT SHIELDING SCREEN I PLAN AT FIRE PIT 10 0 M M W¢On On n�v:I dviWLr�w �LT:T WWaLxjti L) On On v A Ad N T"Lw$ 0 C4 Wa a Z 11 0 w x L� 8' 16' A (N%CAL) 1' 2' 4' EXTRUDED ALUMINUM TOP RAIL ARCHITECTURAL DETAIL FDEP SITE A5 PER DWHER 1" SQUARE PICKETS WITH I's 0G. SECTION CUT/FILL 3" SQUARE POSTS 0 C-0- O.C. CALCULATION' 1'N2" BOTTOM RAIL AND DETAILS BASE 1.3 lI6' DIA. LIMEROdc COMPACTED TO A DENSITY OF AT (EAST BS% OF ME MODIFIED PROCTOR MAXIMUM 12-22-17 DRY DENSITY (ASTM D 1537) STA6RIIED SUBGRADE, 02-05-18 /NCIH -PLASTIC, INORGANIC. GRANULAR SOIL COMPACTED 04-05-18 TO A DENSITY OF AT LEAST MAXIMUM 95% Of THE PROCTOR DRY DENSITY (ASTM D 1537) I I 10 0 M M W¢On On n�v:I dviWLr�w �LT:T WWaLxjti L) On On v A Ad N T"Lw$ 0 C4 Wa a Z 11 0 w x L� 8' 16' A ELEVATION AT 4' TO 5' HIGH ALUMINUM FENCE 1' 2' 4' EXTRUDED ALUMINUM TOP RAIL ARCHITECTURAL DETAIL FDEP SITE A5 PER DWHER 1" SQUARE PICKETS WITH I's 0G. SECTION CUT/FILL 3" SQUARE POSTS 0 C-0- O.C. CALCULATION' 1'N2" BOTTOM RAIL AND DETAILS BASE 1.3 lI6' DIA. LIMEROdc COMPACTED TO A DENSITY OF AT (EAST BS% OF ME MODIFIED PROCTOR MAXIMUM 12-22-17 DRY DENSITY (ASTM D 1537) STA6RIIED SUBGRADE, 02-05-18 /NCIH -PLASTIC, INORGANIC. GRANULAR SOIL COMPACTED 04-05-18 TO A DENSITY OF AT LEAST MAXIMUM 95% Of THE PROCTOR DRY DENSITY (ASTM D 1537) I ELEVATION AT 4' TO 5' HIGH ALUMINUM FENCE Ncu 2,47„ V P7`1 pvp,.UH,Qo t l 5 SF IMPE'I V IOUS ® AREA / r / 327 SF IMPERVIOUS AREA 17,560 SF t / , / / / / /• / / / , / / , / , / / TOTAL AREA 12 50 3383 r� 327 / 525 5 5490 SF `/ ,/ TOTAL �r l.�' / // / / / IMPERVIOUS AREA•'� W 7a ! =31.26% OF TOTAL U PROPERTY WU,,, a 4, EXISTING IMPERVIOUS AREA PLAN BRONZE COLORED — _ I . ' . - I 'ALUARNUM PICKET FEN _ I L-------- I HEICHF O MIN 48* -MAX _�-- I /I WE IOU 1 CONORETE OR OEWAY o CC� AND LE N h 17,560SF TCITAL. Y. 'SITE AREA. C S / aeo wAL - I- r 5905 CONCRETE eWAv — c r a m © Vy / / /T / /r , ' 1 ' / // / I : h L I 583 ' I T ., Q {.r o[Pms�+ r / / r / / u r,'%- / .I' I . .P I 6.6$ I' / / 1 1 r --T / ,I / / I'. 754 ---- liB 49SF 8- E '.: IMPERVIOUS 6 , TQTAL F . CONCRETE AY I \ \ \ \., � \ � \ � � � YTP eKr+ �E / / ,J / / I I `.' IMPERVIOUS ..:'F ...:. AREA SITE AREA, t PLANS t smaxxnxvwcomTot-weTWE I'I r �( , / / , r / / r j. 4839'/. OF Y� .< mursemaemaa -- r6.TQTAL,P.ROPERT //. / / � t..,,, "•,:..' I .'. I - iwkrrxwomamw.�-------� '_7 .11.�. V / / / I t , I WWaKM IaP �. caruawnrt2.1 L: 1. . / /i o$���`o° oo; : : r1 ---- ---✓� — — f r / / / 6 / 1 1 SEE SHEET 17 / 5 / h � / F . FOR STORM � -P / t I 12-22-17 I SPA WATER i . . / '.'.'.'. RETENTION I.._.. ;� �/ J I ��'CALCUL PIONS � , 02—OS-18 ', :' / � ,,/ moo°°�o.is $ be a . - :'.-, . . I i.' 1" // / r / +a � r"' / ;� // r r � // / f / i! ',•:� 1 06-13-18 r V / is 'j ' / ' ' j /''. %. i.• --f 1'. --""� .', GTr� r� —_=-- .;L_. I \• - --- --- I - I � A�PCKET FENOE- / 118ISF IMPERVIOUS AREA { W. i� NEr O'MM 48' MAX 60• 1 1 _ AREA PLAN i I I J - _ _ " - _ • POOL ENCLOSURE FENCE WHERE IX6TING 8' HIGH F'RNAGY FENCE 5 ASSENT PROPOSED IMPERVIOUS CMU WALL WVC 8' GRADE _-.- -. Z(v117 Jilt'/v � Jz ;tl5 �9 l�f ECENED "Otto �4A.i %,a�rYer�na CA .. ...n Aw.w... Cn4.oa. '�•ST� 1.LuNAIP EXHIBIT 1 CONCRETE DRI &VAY - -0 CONCRETE DRIVEWAY I I I I I I I I I I CONCRETE R AY c� S I I + �z•-s t TO IBE RE TED _. _ '-5. " CONCRETE AY - _ _ _i -0" r c� al CONCRETE W AY _7" --- -6- (GARAGE —6" ■ KI =IIl�° 11 1M _I I; cm----- ------- I I I I 40 SF X Y DEEP DRYWELL AREA FILLED MATH GRAVEL WRAPPED IN GEO7DpttE FABRIC BURIED UNDER 18" OF TOP SOIL AROUND CLEANOUT/OVERFLOW PIPE_ N Q, b cN - �"il GPb1iARi 3Li dE 68fIFO 011 i;► - - - --- BliEil2E Z`dl0it�6 - - - 00 0. M p N v �-•, y -_-- _ AI:UNINUAf PICKET FIE - I. O F I?^p'� N M MEIGHF O MIN 48•. MAXO' 1 Q' "• U S Q 1 � LLL..LLLLLL .+ I 0 P 1 .7W ¢WWZxN PIPE UNDER POOL DECK EMEI CARRIES WA,ER _b: �. I� w�ior�__ am4,E� ; _ _ruuetr uo sAwoxrDu - -.- - A J: 1b �t18`— � � � - " BWM'bE -- I _---_ RAINLENER TO w' TO DRY WELLS AT NONiH ANO RUTH SIDE �e- 1 I I I I EXISTING WOODLE I I O yG� V R"" CC 4 ' I;� ' I Q 0. DECO BEDFLAGPO _ x REMOVEDD1 I. ~ W O N W STORMWATER' STORAGE+76 L1 —�r:.iv: 1p i I I I_ I i 1 - :' a, ,vwoRwaroamNamus.s¢rtaorvwl. ro J/10 BF - ' . ;pgWoe eoau NPmro •_6^ F NLFADER TO DRAIN I I t, i I- I. -.�,�` —OIMMIOC 1. - uN -- �Q --�_.� WLT dEWLOM +, R,_pG- .. ( - I - 1. 1EAIPORMT SRT FENCE. DURNC'CONSTRUCTION ,. 1 _b: �. I� w�ior�__ am4,E� ; _ _ruuetr uo sAwoxrDu - -.- - A J: 1b �t18`— � � � - " BWM'bE -- I _---_ RAINLENER TO �e- 1 iRUT:oRID ' I;� ' I Q I I STORMWATER' STORAGE+76 L1 —�r:.iv: 1p i I I I_ I I I - :' a, ,vwoRwaroamNamus.s¢rtaorvwl. ro J/10 BF - ' . ;pgWoe eoau NPmro •_6^ . I DRAM AM VO sr a OMNRG 10 eFSf 5lHF BNA W,AL I uDRE ,INN Boa sF a _ _ _ _ _ arAr BLOEmvBIOR enmuus utA—NLY°A¢' -.�,�` —OIMMIOC 1 1 I .1. ., f O -- �Q --�_.� WLT dEWLOM +, R,_pG- .. ( - jj r ❑ L$ 9Q ( I - GATE 4±11, .. � I o 71 I I I I' ' o° - '��- _ OMU WALL NA,M B' ABOVE GRADE I ! � X, 1 POOL ENCLOSURE FENCE WHERE EXISTING 8' HIGH PRIVACY FENCE IS ABSENT N W�E S 4' 8' 1 DRAINAGE PLAN AND SITE PLAN 2.2 12-22-17 02-05-18 /1\ 06-13-18 _3^ 1 �I °I DRAM II 1 1 I .1. ., f O SPA I ! � X, 1 ra u - 1 -. �11 u LLS LLLLLLI.LLL 4% LL LL . /0'X 2 DEEP }�A�L�,[ LE<rWfIX ply'.` _0 I I 117 _ / I I BRONZE L- jlTW NDNiL"WRAPPED EiTU FSC -/ MINUM P KE7 FENCE BURIED UNDER 1 OB' i TO" P 501E iiAM1ND CfEANOUT/ R. % / H 'O MIN 40' MA% 60 - TEUPORMAW SRT FENCE DURR CONSTRUCTION DRAINAGE PLAN dam- la- N W�E S 4' 8' 1 DRAINAGE PLAN AND SITE PLAN 2.2 12-22-17 02-05-18 /1\ 06-13-18