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355 W 3rd St RES18-0385 new single-family home permit --.11..A/J-,:,„ City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) J �� 800 Seminole Road /�� j .. r Atlantic Beach, Florida 32233-5445 G S 1 46 0 3 u S Phone(904)247-5826 • Fax(904)247-5845 `t a ` a _rs• >%' E-mail: building-dept@coab.us Date routed: o City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM SS W. 3r� , Property Address: Department review required Ye No r uilaing Applicant: A- 1YVQA1 S\ C.on SA . 6 F j a v i 1 In • Planning &Zoning Tree Adminis ra or Project: (\4.L-3 S1(.\6\.�—V(1,f`n\ l,y a,�„•, •��,Lr\i4 �SlbicWorks `/ J (Public Utilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection 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 tI,enied. ❑Not applicable (Circle one.) Comments: BUILDING PLAN 1 &ZONING Reviewed by: Date: /1-3v'i O TREE ADMIN. Second Review: proved as revised. ['Denied. Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES (y PUBLIC SAFETY Reviewed by: Date: /2'/f7'�—d FIRE SERVICES Third Review: ❑Approved as revised. ['Denied. ['Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 OFFICE COPY r,----t. B q , --) y -) Building Permit Application Updated 10/9/18 ''.I City of Atlantic Beach Building Department **ALL INFORMATION \ 800 Seminole Road,Atlantic Beach, FL 32233 HIGHLIGHTED IN GRAY 'tip, Phone: (904) 247-5826 Fax: (904) 247-5845 Email: Building-Dept@coab.us IS REQUIRED. Job Address: TBD Camelia Street, Atlantic Beach, FL 32233 Permit Number: i✓s I 0 — O 3 &S"- Legal SLegal Description 18-34 17-2S-29E .117 Atlantic Beash Sec H Lot 5 BLK 107 RE# 170874-2500 Valuation of Work(Replacement Cost)$ $186,359.00 Heated/Cooled SF 1,789 Non-Heated/Cooled 654 • Class of Work: ' 'New ❑Addition DAlteration ❑Repair ❑Move ❑Demo ❑Pool ❑Window/Door • Use of existing/proposed structure(s): nCommercial ®Residential • If an existing structure,is a fire sprinkler system installed?: r--"Yes giNo • Will tree(s)be removed in association with proposed project?f 'Yes(must submit separate Tree Removal Permit) WiNo Describe in detail the type of work to be performed: New Construction - Single Family Residential Florida Product Approval# See Product Approval Form _for multiple products use product approval form Property Owner Information Name Beasley, Ronald & Donna Address 237 Southern Rose Drive City Jacksonville State FL Zip 32225 Phone (904) 728-8288 E-Mail Beasley1204(c�gmail.com Owner or Agent(If Agent,Power of Attorney or Agency Letter Required) n/a Contractor Information Name of Company Intervest Construction of Jax. Inc. Qualifying Agent Joseph W, Blanco Address 14785 Old St. Augustine Road city Jacksonville State FL zip 32258 Office Phone (904) 652-2543 Job Site Contact Number (904) 652-2543 State Certification/Registration# CBC1257263 E-Mail miwilford(a�icihomes.com_ Architect Name&Phone# N/A Engineer's Name&Phone# Jesse R. Alexander Murray Engineering (904) 342-8751 Workers Compensation Insurer Bridgefield OR Exempt❑ Expiration Date 10/01/2019 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 regulating 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 IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTIC F COMM. • CEMENT. Ronald & Donna Beasley A (.71i __Joseph W. Blan (Signature of Owner or Agent) ' natur of Co tractor) Signed and sworn to(or affirmed)before me his 6th day of Signed and sworn to(or affirmed)before me this 6th day of November, 2018 by Noveniper. 2IliB ,bv—,rs�,4d-1_Ci/e�r:u Eli-- -_ K SHNER N/.4� ti4W W.I.RI . 4 ar aue 4� i :44;.4,64f-47: ��►va nus /l . 47.• • . „v. .':, i i,:: �wi� 1". :° + fl r 1tk Tiotary Public =a*-`.°= •1'�" i_ . , u `• �''� Commission # GG 256396 •• '�` * c My Comm.Expires Feb 15,201. 1 N a ILII ♦e , %� My Commission Expires ;..4�oP Commission # FF 169470 — [ Personally Known O' =,;,,,111 � September 09, 2022 ( PersonI leit°WWOR Bonded through National Notary Assn. 0 [ ]Produced Identification [ ]Produc d e ifi t of n ` v---- Type of Identification: , Type of Identification: ,(//A Recorded 10/02/2018 04 : 30 PM, RONNIE FUSSELL CLERK CIRCUIT COURT DUVAL COUNTY RECORDING $27 . 00 . STATE OF c : • • COUNTY OF u.l - NOTICE OF COMMENCEMENT The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property: a. Street Address: 0 Main Street,Atlantic Beach FL 32233 b. Legal description: SEE EXHIBIT A 2. General description of improvement: single family dwelling 3. Owner information: a. Name and address: Donna Sue Beasley Ronald Dean Beasley 237 Southern Rose Dr,Jacksonville FL 32225 b. Interest in property: FEE SIMPLE c. Name and address of fee simple title holder(if other than Owner): 4. Contractor Information: a. Name and Address: Interrest Construction of Jax,Inc.-Yahan Sookedo 2399 Bellville Rd., Daytona Beach FL 32219 b. Phone number: c. Fax number (optional,if service by fax is acceptable): 5. Surety: a. Name and address: b. Phone number: ( ) c. Fax number(optional,if service by fax is acceptable): U d. Amount of bond: $ 6. Lender: a. Name and address: Hancock Whitney Bank b. Phone number 866-700-9324 c. Fax number(optional,if service by fax is acceptable): 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7, Florida Statutes: a. Name and address: b. Phone number: ( ) c. Fax number(optional,if service by fax is acceptable): (__) Notice of Commencement_FL Page 1 of 2 W•vwar}ry} 5. In addition to himself, Owner designates the following person(s) to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. a. Name: b. Phone number: b. Fax number(optional, if service by fax is acceptable): 9. Expiration date of notice of commencement(the expiration date is 1 year from the date of recording unless a different date is specified). WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES,AND CAN 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 COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 5 -L STATE OF yc� - ICt{ /3,— COUNTY OF t.`-A) The foregoing i strument was sworn to,subscribed to and acknowledged before me this day of ,20 5 by Donna Sue Beasley, Ronald DeanBeasley,who did take an oath and who: t �i /are personally known to me. oduced current- ?,,z{i V' -�i.`!-' fiiver's license as identification. _. produced as identification. • Notary P +tic (Notary Seal Must Be Affixed) ( Nam: .7.17=4P5-/0• My Comi' ss •n Expire-. I Corn ion umber./ AN 6?1ESP .::;.;:?-; :..4 N-:Br/n'Public-State o'Florida i ',.1\' "' Coci ssion P GG 160508 • ^ms's LtrCorry Exs'es Nov tS 2021 Notice of Commencement_FL Page 2 of 2 WWtr miliv EXHIBIT "A" ALL OF LOT 5 AND A PORTION OF LOT 6,BLOCK 106, ACCORDING TO THE PLAT OF SECTION H ATLANTIC BEACH,ACCORDING AS RECORDED IN PLAT BOOK 18, PAGE 34, OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGIN AT THE SOUTH EAST CORNER OF SAID LOT 6,BLOCK 106; THENCE S.88°56' 00" W.ALONG THE NORTH RIGHT-OF-WAY LINE OF WEST 3RD STREET,(A 50 FOOT RIGHT-OF-WAY) 73.90 FEET; THENCE N.01°29'36" W. 69.95 FEET TO THE SOUTH LINE OF SAID LOT 5, BLOCK 106; THENCE S.88° 53' 27" W.ALONG LAST SAID LINE,28.03 FEET TO THE EAST LINE OF LOT 5,BLOCK 107, SAID PLAT OF SECTION H ATLANTIC BEACH; THENCE N. 01°24' 36" W,ALONG LAST SAID LINE, 50.00 FEET TO THE SOUTH LINE OF LOT 4, BLOCK 106,SAID PLAT OF SECTION H ATLANTIC BEACH; THENCE N. 88° 53'26" E.,ALONG LAST SAID LINE, 102.23 FEET TO THE WEST RIGHT-OF-WAY LINE OF MAIN STREET, (A 50 FOOT RIGHT-OF-WAY); THENCE S.01°19' 01" EAST,ALONG LAST SAID LINE, 120.00 FEET TO THE POINT OF BEGINNING. OFFICE COr" r Revision Request/Correction to Comments **ALL INFORMATION a, 16:41" HIGHLIGHTED IN „ s., City of Atlantic Beach Building Department GRAY IS REQUIRED. -`y 800 Seminole Rd, Atlantic Beach, FL 32233 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: KCS ig 03a5 ED Revision to Issued Permit OR Corrections to Comments Date: 124 7/e Project Address: in Cl i Fl St- Contractor/Contact t- Contractor Contact Name: ims r 114)( ?__) ( !^ 7Contact Phongok.F LI / Email: /yin_ 0)2_ ...)aito Description of Proposed Revision/Corrections: flek_C-ALI 4ACiut 2- 7D Li I J p nel affirm the revision/correction to comments is inclusive of the proposed changes. pri ted name) • Will proposed revision/corrections add addition ar o, age to original submittal? ENo h Yes (additional s.f.to be added: / 1 I ) • ill proposed revision/corrections add additional increase i - i i invalue to original submittal? �No n*Yes (additional increase in building "a ue:$ U )(Contractor must sign if increase in valuation) *Signature of Contractor/Agen . 4 / a i ,,,,,...-...,, (Office Use Only) P Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Di.(;------5-C) 'O� ) Revision/Plan Review Comments rtment Review Required: ,,,^ Building / J I Manning&Zoning Reviewed By Tree Administrator Public Works 1Z��v�� p/ Public Utilities Public Safety Date Fire Services updated/0/17/18 r /r; 7') s CITY OF ATLANTIC BEACH i - _ OFFICE C 0 800 SEMINOLE ROAD _______") ' ATLANTIC BEACH, FL 32233 (904) 247-5800 '`Jri1�r BUILDING REVIEW COMMENTS Date: 11/29/2018 Permit#: RES18-0385 Site Address: 0 MAIN ST Review Status:denied RE#: 170873 1000 Applicant: INTERVEST CONSTRUCTION OF JAX, INC Property Owner: BEASLEY GERALDINE ET AL Email: miwilford@icihomes.com Email: Beasley1204@gmail.com Phone: 9046522543 Phone: 9047288288 9046522543 THIS REVIEW IS ONE OF MULTIPLE DEPARTMENT REVIEWS. Revisions may not be submitted until ALL departments have completed their respective reviews. Revisions submitted MUST respond to EACH department review. Submittals that respond to only one or a few correction items will not be accepted. Correction Comments: It appears that the lot that will be built upon is in Base Flood Elevation of 6ft. An AE Zone. You will be required to make the Finish Floor Elevation at 8.5 Feet. I will be sending you a pdf file that shows the calculation for this process. Verify and confirm. Contractor shall sign and date two site plans with the corrected F.F.E. 42(Submit 2 copies of the Manual S Compliance Report to complete the energy calculations. .Y Submit 2 copies of the ICC-ES Evaluation Report for the Hardie Plank Lap Siding. This is for aiding the /installers and inspector that this product is being properly installed. Manufacturer's installation instructions and engineering is needed for the Metal Roof product from Englert, Inc. 2 copies. /r') -- /z- ,o r Building Mike Jones Building Inspector/Plans Examiner City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 904.247.5844 Email:mjones@coab.us &mailed Review 6or� ►I/\-- 1 f /( 3�-ao�� j.y ( Resubmittal Notes: . • All revisions and changes shall clearly stand out from the rest of the drawing on the sheet as a revision by way of completely encircling the change with "clouding".The revision shall also be identified as to the sequence of revision by indicating a triangle with the revision sequence number within it and located adjacent to the cloud.The revision date and revision sequence number shall also be indicated in a conspicuous location in the title block for each sheet on which a revision for that sequence occurs. For projects still in the initial review stage and permit pending, all sheets with revisions shall be inserted into each set of drawings.The original sheets must be clearly marked "VOID" but are to be left within the set of drawings. Complete new sets of drawings will not be accepted.ADDITIONAL ITEMS MAY BE REQUIRED DEPENDING UPON NEW INFORMATION AND CLARITY OF FINAL PLANS SUBMITTED FOR REVIEW. 3-Ait•r„ City of Atlantic Beach APPLICATION NUMBER � gfriellrn� Building Department (To be assigned by the Building Department.) 800 Seminole Road Atlantic Beach, Florida 32233-5445 h'G'S ' 0 3 KS-- Phone(904)247-5826 • Fax(904)247-5845 l` I a + 1 a -on 9 E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: SS IA)• 3 '4 s4 . Department review required Yes No _ p rr u mg Applicant: A-(\ivPif jLS\ �OnSA • o r j j K C• Planning &Zonin� i Tree AdministratEr Project: ¶�-t*) S1(\ \t;-f a,rn, 14 d,1„) .Ltk,„ c works Public Utilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection 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. Denied. nNot applicable (Circle one.) Comments: BUILDING /� b PLANNING & ZONING Reviewed by: Date: ! / --3o- TREE 3 V- i d TREE ADMIN. Second Review: Approved as revised. ❑Denied. Not 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 t�A4-rjr, City of Atlantic Beach - APPLICATION NUMBER �s T Building Department ��V ° (To be assigned by the Building Department.) r 800 Seminole Road Q /_ + �( Jit r) Atlantic Beach, Florida 32233-5445 NOV 2 7 2018 !-G J 1 U — 0 3 u Phone(904)247-5826 • Fax(904)247-5 I a l 18 �' ton yr V E-mail: building-dept@coab.us BY. Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: S5 ‘A), ( 'S4 • Department review required Yes No n rr :Lf sing Applicant: 3,-( ve..{\ s-S\ COnSA • o r jk yI J-y1(,• 'fanning &Zoning Tree Administra or Project: '\{,�,J SA(Z6l.�—Fa,fY,k 14 ALI .�i,vtir , LbbcWorks Piihlic Utilities Public Safety Fire Services Review fee $ Z5- - -- Dept Signature Gc__J Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection 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 N STATUS Reviewing Department First Review: I Approved. ❑D ied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING & ZONING Reviewed by: ---A------ Date: // --4k TREE ADMIN. Second Review: Approved as revis d. nDenied. ❑Not 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 City of Atlantic Beach PUBLIC UTILITIES DEPARTMENT 902 Assisi Lane Jacksonville, FL 32233 (904) 247-5834 NEW WATER / SEWER TAP REQUEST Date d I -2 b -( e Service Address 35--,S w 3 re_40 S� Number of Units Commercial Residential Multi-Family New Water Tap(s) & Meter(s) Meter Size(s) New Irrigation Meter Upgrade Existing Meter from to (size) New Reclaim Water Meter Size New Connection to City Sewer V Applicant Name Billing Address City State Zip Phone Email Applicant Signature 8 CITY STAFF USE ONLY Application # r I — 0 3 5- Water System Development Charge $ � I ( Lb, 00 Sewer System Development Charge $q, 0 50, (�[] Water Meter Only $ Reclaim Meter Only $ Water Meter Tap $ R(1, O3 Sewer Tap $ Cross Connection $ 5-001 f�o Other $ CO. q TOTAL $ (42 O O , CJ ) (Notes) APPROVED Date 7/— Zg Public Utilities Director or Authorized Signature ALL TAP REQUESTS MUST BE APPROVED BY THE PUBLIC UTILITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED ( y : � I Y 1111111111r .. . • • yr* ,, ,,,,,..:::.:_r:„. • , .ski'' 3 I.,,, a ! • 357 jp 4 • 4 b,, i e. 1 e . * b .•y - .Illi ' r;< . 4"SEWER LATERAL t �• 351 -r • 441 alriaVilla ...rA=+bay' - . - - .i 1 ;3RD ST . —_r.r•�IMM lr :mss- . rim izz-rsi =-- ma zr �r� w . H l C 1 4.w . ''` ..� _., ,s.3:' ., - .. . �, ol.As;y„ City of Atlantic Beach APPLICATION NUMBER js0 Building Department f)EcIvE (To be assigned by the Building Department.) A )r� 800 Seminole Road j • r Atlantic Beach, Florida 32233-5445 ; '1 .S 46- 03 0 S Phone(904)247-5826 • Fax(904)247 5$4� Nov 2 7 2018 I Q -jn �� E-mail: building-dept@coab.us ## Date routed: I a IL l 181 City web-site: http://www.coab.us 10,______. APPLICATION REVIEW AND TRACKING FORM Property Address: SS W- 34 -s4 . Department review required Yes No _ rid. C. Applicant: \ { )L-S\ Cons-\ . j F j 6k_K f • Planning &Zoning Tree Administrator Project: nk,k..) (16\.eA1ti rn k 1y AAJ �tvAs9 P_• is Works • • is Utilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection 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. Denied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING & ZONING Reviewed by' , ,./?.Or ;„ , Date: //-62910a TREE ADMIN. Second Review: A roved as revised. ❑ pp ❑Denied. ❑Not 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 \Js PP. _, Comp. By: S/W s Date: 11/29/2018 rs ) Public Works Department City of Atlantic Beach Permit No: RES 18-0385 Address: 355 West 3rd Street Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that the difference between the pre-and postdevelopment volume of stormwawter runoff be stored on site. Volume of Runoff is defined as follows: V=CAR/12 Where: V=Volume of Runoff C =Coefficient of Runoff A=Area of lot in square feet R=25-yr/24-hr rainfall depth (9.3-inches for Atlantic Beach) Predevelopment Runoff Volume: Lot Area (A) = 10,269 ft2 Runoff Coefficient Area Lot Area Description (ft2) (ft2) "C" Wtd"C" Impervious 0 10,269 1.00 0.00 Pervious 10,269 10,269 0.20 0.20 Runoff Coefficient(C)= 0.20 Runoff Volume V= 0.20 x 10,269 x 9.3 / 12 V= 1,592 ft3 Postdevelopment Runoff Volume: Lot Area (A) = 10,269 ft2 Runoff Coefficient Area Lot Area Description (ft) (ft2) "C" Wtd "C" Impervious 3,313 10,269 1.00 0.32 %ISA= 32.3% Pervious 6,956 10,269 0.20 0.14 Runoff Coefficient(C)= 0.46 Runoff Volume V= 0.46 x 10,269 x 9.3 / 12 V= 3,646 ft3 Required Storage Volume DV= Postdevelopment Runoff Volume-Predevelopment Runoff Volume DV= 3,646 - 1,592 DV= 2,054 ft3 Retention MASTER WATER RETENTION 11/29/2018 rif9 Comp. By: S/W so Date: 11/29/2018 ti z Public Works Department City of Atlantic Beach Permit No: RES 18-0385 Address: 355 West 3rd Street Provided Storage: Elevation Area Storage (ft) (ft) (ft3) 5.4 640 0 BOTTOM size 80 X 8 6.0 1,860 750 TOB size 93 X 20 Elevation Area Storage (ft) (ft) (ft3) 5.4 200 0 BOTTOM 100 X 2 6.0 880 324 TOB 110 X 8 Elevation Area Storage (ft) (ft) (ft3) 0.0 0 0 BOTTOM 0.0 0 0 TOB Inground storage=A*d*pf A=Area= 2740.0 d=depth to ESHWT= 2.4 pf=pore factor= 0.3 Inground Storage= 1972.8 ft3 Required Treatment Volume= 2,054 ft3 Supplied Treatment Volume= 2,723 ft3 Retention MASTER WATER RETENTION 11/29/2018 -fcyREVOCABLE ENCROACHMENT AGREEMENT �'r• � ' City of Atlantic Beach **ALL INFORMATION r)) 800 Seminole Road,Atlantic Beach, FL 32233 tHIGHLIGHTED IN GRAY / IS REQUIRED. REVOCABLE ENCROACHMENT AGREEMENT by the City of Atlantic Beach, Florida, a municipal corporation organized and existing under the laws of the State of Florida, hereinafter referred to as"CITY"and Beasley. Ronald and Donna of Atlantic Beach, Florida, hereinafter referred to as"USER". 3;5 W, 3rd 5---(-\(a,-1- RE 5 1g- 6385 WITNESSETH: That the CITY does hereby grant the USER permission on a revocable basis as described herein the right to enter upon the property for the purpose as described in the City of Atlantic Beach. This work is generally described as Single Family Residential . Any facility maintained, repaired, erected, and/or installed in the exercise of the privilege granted remains subject to relocation or removal on thirty(30)days'notice by CITY to USER,said notice to USER shall be given by certified mail,return receipt requested,to the following address TBD Camelia Street, Atlantic Beach, FL 32233 . • In the event it is necessary for the CITY or the City's approved representative or other franchised utility to enter upon the above described easement or property of the CITY, the USER shall replace at the USER's sole expense, any and all material necessarily displaced during the action of maintaining, repairing, operating, replacing or adding to of the utilities and facilities of the CITY or franchise utility provider. • The facilities allowed by the permit shall meet the current requirements of the City Code, Building Codes, Land Development Code and all other land use and code requirements of the CITY, including City Code Section 19-7(h) which states "Driveways that cross sidewalks: City sidewalks may not be replaced with other materials, but must be replaced with smooth concrete left natural in color so that it matches the existing and adjoining sidewalks." • The USER, prior to making any changes from the approved plans and/or method, must obtain written approval from the City of Atlantic Beach Public Works Department, for said change within 30 days after the day of completion. • This permit shall inure to the benefit of, and be binding upon, the USER and their respective successors and assigns. • USER shall meet the terms and conditions of this permit and to all of the applicable State and CITY laws and/or specifications, to include utilities locate requirements and use limitations/requirements of easements, public right-of-ways and other public land. USER further agrees that the CITY and its officers and employees shall be saved harmless by the USER from any of the work herein under the terms of this permit and that all of said pc„..n.fficy_ifliaINAliierre here ssumed by a USER. Ronald Beasley Donna Beasley Date 11/06/2018 Property Owner/Agent(signed in presence of Notary Public) STATE OF FLORIDA, COUNTY OF DUVAL The foregoing instrument was acknowledged this 6th day of November , 20 18 , by ., . L/ -,`rrG‘)/ .,) j)A l� ,who personally appeared before me and (printed name of Signer) acknowle•ged that he/she signed the instrument voluntarily for the purpose expressed in it. YOHAN SOOKDEO I' __40*-,'=State of Florida-Notary Public Agit /UL/ i_ •/ '�•' Commission # GG 256396 Department Approval: Sigof Not. Public,State of Florida s';0,`o?; My Commission Expires September 09, 2022 nally Known ��' [ ]ifil cedIdentification(Type) U Scott Wil iams, Public Works Director H:\Applications&Forms\Word Documents\20180831 Revocable Encroachment Agreement.docx Revision Date:8/31/18 City of Atlantic Beach In-Fill Lot Drainage Calculations ADDRESS: Lot 5/6 West 3rd Street DATE: 14-Sep-18 Atlantic Beach,FL The applicant shall be required to provide onsite storage,such that there is no increase in the rate or volume of COAB RULE: flow to offsite,from every developed or redeveloped parcel,and for any addition or modification that increases the SEC 14-66(b) impervious surface area on a developed lot by ten(10)percent or four hundred(400)SF,whichever is smaller and provide documentations and calculations to demonstrate compliance. V=C*A*R/12 V=Volume of storage(ft3) C=Runoff Coefficient(use 0.6 for 50%impervious,use 0.4 for 25%impervious or 0.2 for 0%impervious) A=Area of the lot(ft2) R=25yr/24hr rainfall depth(9.3 in) PRE-development Lot Area A= 10288 ft2 Imp Area A,= 0 ft2 %IMP= 0 % C= 0.2 R= 9.3 V= C A R 0.2 10288 9.3 /12 PRE V= 1595 FT3 POST-development Lot Area A= 10288 ft2 Imp Area A1= 3313 ft2 %IMP= 32 % C= 0.45 R= 9.3 VOLUME PROVIDED SWALE V= C A R Elev(ft) Area J.t2 0.45 10288 9.3 /12 Top of Storage 6 2906 POST V= 3588 FT3 Bottom of Storage 5.4 983 ONSITE STORAGE VOLUME REQUIRED= 1993 ft3 VOLUME PROVIDED SWALE= 1167 ft3 VOLUME PROVIDED IN SOIL TOTAL STORAGE VOLUME PROVIDED= 2044 FT3 AREA 2923 FT2 DEPTH TO SHWL 1 FT VOLUME OF SOIL 2923 FT3 POROSITY 0.3 STORAGE PROVIDE SOIL PORE 876.9 FT3 ALPHA SOUTHEAST C.A.NO.29643 September 14, 2018 Atlantic Beach Site Drainage Improvements In-Fill Lots Lot Address: Lot 5/6 West 3rd Street Atlantic Beach, FL NARRATIVE: The attached calculations are provided to support the lot drainage design at West 3rd Street in the City of Atlantic Beach, FL. The calculations were performed utilizing the equations in the city ordinance sec 24-66(b). The referenced project site is currently vacant and the calculations consider 0% impervious as the predevelopment condition. The total lot area shown in the pre and post calculations was calculated from the table provided in the survey. The proposed project will construct a home, driveway, walkway and stormwater storage facility. The runoff coefficient was provided based on the impervious values and associated coefficients of sec 24-66(b) of the code. ..`` 0 D' PFl //, E N.,*1••;rd") No.84559 * * ";:40/6 ; STATE OF W< •.;.0 R.0./.44/ - //1is%Nif A`, t��•\% Reynold D. Peterson, Sr Project Manager FL P.E. #84559 Civil Design and Construction Management Professionals 7400 Baymeadows Way,Suite 210 Jacksonville FL 32256 Ph:904-680-0547 Fx:904-448-0401 )FFICE COPY PERMITTED BUILDING DATA DO NOT WRITE BELOW — OFFICE USE ONLY Applicable Codes: 6th Edition (2017) Florida Building Code DEVELOPMENT SIZE: Habitable Space (ft") / 789' Non-Habitable Space (ft") 6 5- V LAND INFORMATION: Zoning District k 6- Flood Zone Minimum FFE ?r. 5 44-- BUILDING INFORMATION: Construction Type V 15 Occupancy Group S-n311 Fa m ; // Number of Stories I Max Occupancy Load Fire Sprinklers Required /i(/f+ CONDITIONS/ COMMENTS: Rev. 2.7.2018 S- r/-e o 10 Flo ✓'s 0/01- FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Monterey 1789 Left S Builder Name: ICI Homes Street: Lot 6 Camelia Street Permit Office: Duval City,State,Zip: Atlantic Beach,FL 32233 Permit Number: Owner: Joe Blanco Jurisdiction: 261300 Design Location: FL,Jacksonville NAS County: Duval(Florida Climate Zone 2) 1.New construction or existing New(From Plans) 9. Wall types (2020 ft2) Insulation(R) Area(ft2) 2.Single family or multiple family Single-Family a. Frm wall,vnl ext,3/8"wood sht 19.0 1640.00 b. Frm wall,3/8"wood shth,r-19 c 19.0 380.00 3.Number of units,if multiple family 1 c. N/A 4.Number of bedrooms 3 d. N/A 5.Is this a worst case? No 10. Ceiling types (1815 ft2) Insulation(R) Area(ft2) a. Attic ceiling,asphalt shingles 38.0 1738.33 6. Conditioned floor area above grade (ft2) 1789.00 b. Attic ceiling,asphalt shingles 19.0 76.17 Conditioned floor area below grade(ft2) 0 c. N/A 7. Windows (265 ft2) Description Area(ft2) 11.Ducts R Area(ft2) a.Sup:House,Ret:House,AH:House 6.0 295.06 a.U-Factor: Dbl,0.330 265.00 b. SHGC: 0.24 b.U-Factor: 12.Cooling systems kBtu/hr Efficiency SHGC: a.Split air source heat pump 34.8 SEER:15.0 c.U-Factor: b. SHGC: 13.Heating systems kBtu/hr Efficiency d.U-Factor: a.Split air source heat pump 34.6 HSPF:8.5 SHGC: b. Area Weighted Average Overhang Depth: 6.886 ft 14.Hot water systems Area Weighted Average SHGC: 0.240 a.Electric conventional(50 gal) Cap:50 gal EF:0.95 8. Floor types(1814.50 ft2) Insulation(R) Area(ft2) b.Conservation features a. Bg floor,light dry soil,on gra 0.0 1814.50 (None) b. N/A c. N/A 15.Credits None Glass/Floor area: 0.146 Total Proposed Modified Loads: 47.53 PASS Total Baseline Loads: 47.71 I hereby certify that the plans and specifications covered by Review of the plans and specifications ••, VIE S T�'w this calculation are in compliance with the Florida Energycovered by this calculation indicates = � ' P 6. w s compliance with the Florida Energy t. -_ .f` Code. 'k ,. t a ' / �/ Code. Before construction is completed, - ._ _,;� f a PREPARED BY: /,,,-,kA9t, 9, - e y,,-D, this building will be inspected for k ° r '' f ;.;;` C 12/04/18 compliance with Section 553.908 i " i.," DATE: Florida Statutes. 'Su _ P I herebycertifythat this building,as desi-fied, is in _ ; g i,- compliance with the Florida Energy e. Zoo WEIC",r• OWNER/AGENT: ..�/.4;�E' 4,i'' ? BUILDING OFFICIAL: DATE: ! it �'/81 DATE: -Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.3.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50(R402.4.1.2). 2018-Dec-04 08.56:51 4111- wrightsof>t Comfort Builder by Wrightsoft 18.0.31 RSU12270 Right-Energy®Florida 2017 Section 405.4.1 Compliant Software Page 2 •, .., : _.-, C:\Users\rbrown\Desktop\Lot 6 OFFSITE-Beasley.rup Calc=MJ8 Front Door faces: S Doc # 2016107427, OR BK 17560 Page 307, Number Pages: 2, Recorded 05/12/2016 at 01:47 PM, Ronnie Fussell CLERK CIRCUIT COURT DUVAL COUNTY RECORDING $18.50 DEED DOC ST $0.70 OFFICE COiL Above Space Reserved for Recording Quitclaim Deed Date of this Document: May 9,2016 _ Reference Number of Any Related Documents: Property Tax Record Account# 170873-1000, 170874-2500, 170875-0000 Lien holder: Name None Street Address City/State/Zip Property Holder: Name Geraldine A Beasley Street Address 365 W 3'"Street Atlantic Beach,FL City/State/Zip 32233 Abbreviated Legal Description(i.e.,lot,block,plat or section,township,range,quarter/quarter or unit,building and condo name):18-034 38-2S-29E SEC H ATLANTIC BEACH LOT 6 BLOCK 107 O/R BK 977-534 and 17-2-S-29E CAMELIA ST 18-34 38-2S-29E.117 ATLANTIC BEACH SEC H LOT 5 BLK 107 and Lots 5,6 BLOCK 106, 18-34 38-2S-29E.281 ATLANTIC BEACAH SEC H. Assessor's Property Tax Parcel/Account Number(s): 170873-1000, 170874-2500,170875-0000 THIS QUITCLAIM DEED, Grantor, Geraldine Alice Beasley, to second party, Grantee, Geraldine Alice Beasley,Ronald Dean Beasley and Donna Sue Beasley whose address is 237 Southern Rose Drive, Jacksonville, FL 32225. (Grantees will be joint owners of the property with right of survivorship) WITNESSETH,That the said first party,for good consideration and for the sum of 1.00 Dollars ($1.00)paid by the said second party,the receipt whereof is hereby acknowledged,does hereby remise,release and quitclaim unto the said second party forever,all the right,title,interest and claim which the said first party has in and to the following described parcel of land,and improvements and appurtenances thereto in the County of Duval,State of Florida to wit: Irma.sacnilimeom Page 1 of 2 LF298-1•Rev.03A5 OR BK 17560 PAGE 308 OFFICE COPY IN WITNESS WHEREOF,The said first party has signed and sealed these presents the day and year first above written.Signed,sealed and delivered in presence of: Signature of Witness: = p f��G f�s35-?(:2/-Ss=371 -c� Print Name of Witness: "app—, i--- - ,�•—p� Signature of Witness: 4. Print Name of Witness: -POru(,;.se K. � –�0.L. (r1 I,DL�Yi)0.L 1.585-35' Signature of First Party: XL1.1 �yy ,`_0l/ `�� y Print Name of First Party: - Gev . ✓ % J State of: Florida County of: Duval �� On� 1,Zo16 before meC o.�-o\ lei\71,..\1-appeared Geraldine A.Beasley,personally known to me(or proved to me on the basis of satisfactory evidence)to be the person(s)whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies),and that by his/her/their signature(s)on the instrument the person(s),or the entity upon behalf of which the person(s)acted,executed the instrument.WITNESS my hand and official seal. Signature of Notary: (1,01.A)._ p1r ami Affiant Known t/ Produced ID Type of ID (Seal) Cary J.Maley fNOTARY Pusuc STATE OF FLORIDA Cane FF211841 Expires 7/6/2019 ilocniaBe.own Page 2 of 2 iF 1.Rev OW U1-1-1UL SUNY ;k_ o6-ge,sLy ea Turner Turner Pest Control LLC ^!v Pest 8400 Baymeadows Way#12•Jacksonville,Florida 32256 • l�'�Control Phone:904-355-5300•Fax:904- 353-1455 Toll Free:800-225-5305•www.turnerpest.com Pre-Construction Home Termite Servicing Agreement Property Owner's Name.;Z„ r. •7r. . .Zen_ REPAIRS: If subterranean termite damage occurs to the Covered Premises while this Agreement is in effect, then Turner will be Covered Premises Address: 7-460 Cg/lig(� •f e.�L responsible for the reasonable costs of repairs subject to the City, State, Zip Code: ,' 71/42474c ,Se�ic-41 above limitation.Turner is responsible for repairs only if it has i been given the opportunity to inspect the covered premises Email Address: miwilford@ICIHomes.com in the area requiring repair PRIOR TO THE START OF ANY REPAIRS.In the event that damage is discovered by parties other Billing Address (If different)14785 Old St. Augustine Rd. than Turner, the owner agrees to notify Turner of such damage within 48 hours of discovery of such damage. City, State, Zip Code: Jacksonville. FL 32258 Primary Telephone: (904) 652-2543 INITIAL INSPECTION: This Agreement calls for an Initial Inspection of the Covered Premises upon transfer of the property Alternate Telephone: (904) 424-6635 from the Builder to the Homeowner.All charges and fees for the Initial Inspection are included in the price of the pre-construction Type of Structure: Single Family Residential treatment, and are the responsibility of the Builder. Detached Structures Included: NONE This Agreement contains all the terms and conditions of the Warranty Start Date: 0+/ / 20/s Agreement and no other representations of statements will be binding upon the parties. No alterations of or additions to this Agreement (other than information to fill in the blanks) are Turner Pest Control,LLC(herein"Turner")is authorized to provide effective or enforceable unless the alteration or addition is signed the treatment for the prevention and control of subterranean by a corporate officer of Turner. termites to the Structure and Detached Structures listed at the above Covered Premises Address(herein"Covered Premises")on behalf of the Property Owner's Name(herein"Owner") listed above. Customer: Mike r INITIAL TREATMENT: This Agreement will become effective upon Date: 11/66/ 2018 full payment for the initial Pre-treatment by the Builder. Continuation of the termite protection is subject to payment of the annual renewal fees by the Owner, or Builder if unsold after twelve months after the Turner Representative: initial pre-construction treatment, and general terms and conditions l on the reverse side hereof. Date:l/ /406/ 2(18 ANNUAL RENEWAL FEE: This Agreement is renewable from year-to-year, upon re-inspection of the covered premises by Turner and upon payment of the annual renewal fee of $ due and payable in full on or before the Renewal Date of the Agreement.The Renewal Date is defined as each one This agreement confirms the installation, year anniversary starting with the "Warranty Start maintenance and monitoring of an approved Date." registered bait system used for subterranean termite prevention in accordance and compliance Turner reserves the right to adjust the annual with requirements of Florida Statutes 482. renewal fee as of the second (2nd) renewal year, or any year thereafter. Following expiration of the 4th year renewal, Turner reserves the right to require the covered premises to be completely retreated, at a rate to be determined by Turner, subject to Turner and owner entering into a new termite service agreement. COVERAGE: This Agreement provides for the re-treatment and DISCOVER repairs for damage to the Covered Premises limited to an aggregate VISA MasterCard of$ 1 Million . For as long as this Agreement remains in effect. Turner will perform any further re-treatment it finds necessary,free of charge,subject to the terms and conditions of this Agreement. OFFICE Cn" Pre-Construction Home Termite Servicing Agreement General Terms and Warranty Conditions 1) This Agreement provides for Turner to perform an initial pre- removal of stucco,coquina,or other exterior siding materials to a construction treatment and any subsequent treatments as minimum of four inches above the outside grade level. This may deemed necessary by Turner to the structure if a live infestation also include the removal of floor covering materials such as wood, of the specified subterranean termites is found in the structure marble,ceramic tile,vinyl,or any other floor covering placed over during the effective period of the Agreement. Turner will make the concrete slab floors. This may also include the removal of such repairs as necessary to correct damage with infestation planter boxes,cabinets,bathtub enclosures,or other obstacles to subject to the following conditions: allow Turner to gain access to the area requiring treatment. The •Damage was caused by specified subterranean termites customer agrees to pay all expenses to make all non-accessible areas accessible for treatment and/or inspection as deemed •Turner personnel verifies the evidence before it is altered or necessary by Turner. destroyed. •All repairs will be performed or supervised by Turner personnel 4) The Owner agrees to notify Turner of any additions and/or only unless otherwise agreed in writing by both parties. alterations to the Covered Premises.This may require the Owner to pay for additional treatment,service charge and/or adjustment •If damage is discovered to be a result of conditions other than to the renewal fee. Failure to notify Turner will terminate this subterranean termites or when conducive conditions have Agreement automatically as of the date the structural change(s) contributed to the presence of subterranean termites, the is made. customer agrees to accept responsibility in such cases for the cost of repairs. 5)In the event the property is sold,Turner will transfer the Agreement to the New Owner. The Agreement is assignable at the sole •Turner will repair only the specified areas damaged by the discretion of Turner. subterranean termites according to the conditions stated herein. Turner is not responsible for costs incurred to match 6.)In the event of non-payment of the Initial Treatment, renewal existing wall coverings,floor coverings,moldings,paneling,tile fees, cost of repairs performed by Turner caused by conducive or other cosmetic work. conditions contributing to infestation, or any other fees due to Turner under this Agreement, Turner has the right to terminate 2) This Agreement does not cover,and Turner will not be responsible for re- this Agreement effective the due date of the unpaid fees. treatment or repairs to any of the following: •Wood decks, wood steps, wood fences, wooden walk-ways, or 7.) In the event of a change in the existing law as it relates to this other wooden structures outside the foundation perimeter of Agreement, Turner reserves the right to adjust the Renewal the covered premises, or any area(s) of the structure where Fee, amend the terms of this Agreement and/or terminate this wood members are in direct contact with the ground. Agreement.The State listed in Service Address controls operation of this Agreement. •Area(s)where stucco,coquina,Styrofoam and any other material is applied in a manner conducive to infestation or is in direct 8.)Any claim or complaint of dissatisfaction under the terms of contact with the ground. this Agreement must be made in writing to Turner. Turner is •Area(s)where moisture conditions conducive to infestation exist, only obligated to perform under this Agreement provided the such as but not limited to faulty plumbing,roof leaks,elevations customer allows Turner access to the structure for any purposes re- above slab levels such as planter boxes or any other conditions contemplated by this Agreement, including but not limited to that supply water to termites allowing them to survive above inspection, whether the inspection was requested by the Owner ground. or deemed necessary by Turner. •Infestations resulting from moisture conditions including but not 9.)The Owner and Turner agree that any controversy or claim limited to fungus. between them arising out of, or relating to, the interpretation, performance or breach of any provisions of this agreement,shall •Damage to plants,trees,flowers, and/or shrubs adjacent to the be settled exclusively by arbitration administered by the American structure. Arbitration Association, under its commercial arbitration rules, •Personal expenses including but not limited to lodging, meals, and judgement on the award rendered by the arbitrator(s)may be transportation, loss of use incurred as a result of treatment, entered into any court having jurisdiction. In no event shall either and/or re-treatment,or damages therein. party be liable to the other for indirect, special, or consequential •Any other indirect expenses or consequential damages relating damages or loss of anticipated profits. to the existence of termites or termite damage. •Areas where Turner has documented conditions conducive to infestation that have not been corrected in a timely manner by the customer. •Damages or losses caused by war, fire, earthquake, floods, or other causes beyond the control of Turner. 3) Customer warrants full cooperation with Turner during the Agreement period and any renewal period and agrees to maintain MI Turner the structure free from any factors or conditions contributing to re- Pest infestation by specified termites.It is the customer's responsibility ''' ` to correct any conditions that may inhibit proper inspection and/ Control or treatment deemed necessary by Turner. This may include _)FFICE COPY ALPHA SOUTHEAST C.A.NO.29643 September 14, 2018 Atlantic Beach Site Drainage Improvements In-Fill Lots Lot Address: Lot 5/6 West 3rd Street Atlantic Beach, FL NARRATIVE: The attached calculations are provided to support the lot drainage design at West 3rd Street in the City of Atlantic Beach, FL. The calculations were performed utilizing the equations in the city ordinance sec 24-66(b). The referenced project site is currently vacant and the calculations consider 0% impervious as the predevelopment condition. The total lot area shown in the pre and post calculations was calculated from the table provided in the survey. The proposed project will construct a home, driveway, walkway and stormwater storage facility. The runoff coefficient was provided based on the impervious values and associated coefficients of sec 24-66(b) of the code. II N`‘ 00 0. PFT 1••i `� Q ..... . . ENS�c'•.9cP '. No.84559 A * * 9 /16 STATE OF ; L c? •��,OR10.0 , //•'i°S()NAL e\ \`‘ /,111111 Reynold D. Peterson, Sr Project Manager FL P.E. #84559 Civil Design and Construction Management Professionals 7400 Baymeadows Way,Suite 210 Jacksonville FL 32256 Ph:904-680-0547 Fx:904-448-0401 OFFICE COPY City of Atlantic Beach In-Fill Lot Drainage Calculations ADDRESS: Lot 5/6 West 3rd Street DATE: 14-Sep-18 Atlantic Beach,FL The applicant shall be required to provide onsite storage,such that there is no increase in the rate or volume of COAG RULE: SEC 14-66(b) flow to offsite,from every developed or redeveloped parcel,and for any addition or modification that increases the impervious surface area on a developed lot by ten(10)percent or four hundred(400)SF, whichever is smaller and provide documentations and calculations to demonstrate compliance. V=C*A*R/12 V=Volume of storage(ft3) C=Runoff Coefficient(use 0.6 for 50%impervious,use 0.4 for 25%impervious or 0.2 for 0%impervious) A=Area of the lot(ft2) R=25yr/24hr rainfall depth(9.3 in) PRE-development Lot Area A= 10288 ft2 Imp Area A;= 0 ft2 %IMP= 0 % C= 0.2 R= 9.3 V= C A R 0.2 10288 9.3 /12 PRE V= 1595 FT3 POST-development Lot Area A= 10288 ft2 Imp Area A;= 3313 ft2 %IMP= 32 C= 0.45 R= 9.3 VOLUME PROVIDED SWALE V= C A R Elev(ft) Area ftZ 0.45 10288 9.3 /12 Top of Storage 6 2906 POST V= 3588 FT3 Bottom of Storage 5.4 983 ONSITE STORAGE VOLUME REQUIRED= 1993 ft3 VOLUME PROVIDED SWALE= 1167 ft3 VOLUME PROVIDED IN SOIL TOTAL STORAGE VOLUME PROVIDED= 2044 FT3 AREA 2923 FT2 DEPTH TO SHWL 1 FT VOLUME OF SOIL 2923 FT3 POROSITY 0.3 STORAGE PROVIDE SOIL PORE 876.9 FT3 PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA Project Name: Offsite 06-Beasley RE#: 170574-2500 Permit#: PCS 1,S).- - 0 3 a' S Projcet Address: TBD Camelia Street,Atlantic Beach FL 32233 •)F F I C E COPY As required by Florida Statute 553.842 and Florida Administrative Code 9B-72, please provide the information and product approval number(s)for the building components listed below as applicable to the building construction project for the permit number listed below.You should contact your product supplier if you do not know the product approval number for any of the applicable listed products. Information regarding statewide product approval may be obtained at: http://www.floridabuilding.org. Product Description or Code Category/Subcategory Manufacturer Model No. Limits of Use Version State# Expiration Date A.EXTERIOR DOORS 1.Swinging Plastpro Distinction Series DP+50.0/-50.0 2017 15180.6 12/31/2018 2.Sliding Glass Door MIWD 420 Series DP+40.0/-40.0 2017 15332.2 12/31/2018 2.a.Sliding Glass Door MIWD 430 Series DP+40.0/-40.0 2017 15332.9 12/31/2018 2.a.Sliding Glass Door MIWD 440 Series DP+35.0/-40.0 2017 16054.3 12/31/2018 2.a.Sliding Glass Door Eagle View N/A DP+40.0/-40.0 2017 17200-R3 12/31/2018 Wayne Dalton 9100/9400 Series DP+26.90/-30.80 2017 FL9174.1 6/27/2038 3.Sectional DP+25.90/-28.80 FL9174.3 4. Roll up N/A NFA N/A NFA NIA N/A 5.Automatic NIA N/A N/A NEA NIA N/A 6.Sliding Glass Door PGT 470 Series DP+40.0/-40.0 2017 8208.1 11/11/2019 B.WINDOWS 1.Single Hung MIWD 3540 Series DP+40.0/-50.0 2017 17676.2 7/27/2020 1.a.Single Hung MIWD 3540 Series DP+30.0/-30.0 2017 17676.6 4/12/2019 1.a.Single Hung Eagle View NEA DP+40.0/-40.0 2017 16625.1 12/31/2018 2.Horizontal Slider MIWD 3580 Series DP+25.0/-50.0 2017 13349.2 12/19/2021 2.a.Horizontal Slider Eagle View N/A DP+40.0/-40.0 2017 16626.1 12/31/2018 3.Casement NFA N/A N/A N/A NFA NIA 4. Double hung N/A N/A N/A N/A N/A N/A 5.Fixed MIWD 3540 Series DP+75.0/-75.0 2017 17845.1 4/30/2021 5.a. Fixed N/A N/A N/A NIA NEA NEA 5.a.Fixed Eagle View N/A DP+40.0/-40.0 2017 16627.1 12/31/2018 6.Awning N/A NIA NIA N/A NIA N/A 7.Pass-through NEA NEA NEA N/A N/A NIR 8.Mullion Horiz. MIWD FOR 3540 N/A 2017 17676.16 4/12/2019 8.a. Mullion Horiz Eagle View N/A DP+35.0/-50.0 2017 16829.1 12/31/2018 9.Mullion Vert. MIWD FOR 3540 NIA 2017 15353.4 12/31/2018 10.Wind breaker NIA NIA N/A N/A N/A N/A 11. Dual action NIA NIA N/A NIA N/A N/A 12.Other: N/A N/A NIA NIA N/A N/A C.PANEL WALL 1.Siding-Fiber Cement James Hardie Hardie Plank Lap Siding None Known 2017 SL13192 1/1/2019 la.Soffit-Fiber Cement James Hardie Hardie Soffit Panel None Known 2017 SL13265 1/1/2019 2.Soffits Vinyl Kaycan 12"Triple 4 Vented Soffit None Known 2017 16503.1 12/31/2018 - 3. EIFS NIA NIA NIA N/A N/A N/A 4.Storefronts N/A N/A NIA 5.Curtain walls N/A N/A NIA NFA N/A N/A 6.Wall louvers NIA N/A N/A NEA N/A NFA - 7.Glass block US Block Windows V1500-6 Pam 1 of QSEE OTHER 2017 185 4/4/2022 PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA 8.Membrane N/A N/A N/A N/A N/A N/A 9.Greenhouse N/A NFA N/A N/A N/A N/A Dryvit Systems, Ext. Insul.&Finish System None Known 2017 SL3423 2/21/2019 10.Synthetic stucco Inc. y 11.Other: N/A N/A N/A N/A l N/A N/A Page 2 of 4 PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA Code Category/Subcategory Manufacturer Product Description Limitation of Use Version State# Expiration Date D.ROOFING PRODUCTS Tanko Heritage Installation should 2017 FL1956-R12 9/17/2019 1.Asphalt shingles comply with Mfg.soecs Tech Logic Corp. Synthatic underlayment For use in 2017 17194 12/31/2020 2.Underlayments discontinuous roofing 2.a.Underlayments Polyglass USA Polyglass TU+ N/A 2017 5259.1 4/24/2019 3.Roofing Fasteners N/A NIA N/A NFA N/A NIA 4. Nonstructural metal roof Englert,Inc. N/A 2017 11698.6 12/31/2019 5.Built-up roof NIA N/A NIA N/A N/A N/A Monier Boral TileSeal See limitations in Miami- 2017 14317-R1 10/13/2019 6. Modified bitumen Dade NOA 7.Single ply roofing NIA NIA N/A N/A N/A N/A 8. Roofing ties N/A NIA N/A N/A N/A N/A 9.Roofing insulation N/A N/A N/A N/A N/A N/A 10.Waterproofing NiA NIA NIA N/A N/A N/A 11.Wood shingles/shakes N/A N/A N/A N/A N/A NIA FL601-R8 MonierLifetile Roofing Tiles N/A 2017 7849.1/7849.2/ 12/16/2018 12. Roofing slate 7849.3 13.Liquid applied roofing NIA NIA NIA NIA NIA NIA 14.Cement-adhesives coats NIA N/A NIA N/A N/A N/A 15. Roof tile adhesive Karnak Corp. 100 Non-fibered emulsion N/A 2017 18516 1/1/2030 16.Spray applied NIA N/A NIA NIA NIA N/A polyurethane roof NFA NFA N/A NIA NFA NIA 17.Other: N/A N/A N/A N/A N/A N/A E.SHUTTERS 1.Accordion N/A NIA NIA N/A N/A 2.Bahama N/A N/A NIA NIA N/A 3.Colonial NA NA NIA N/A NIA 4.Roll-up NIA NIA NIA N/A N/A 5.Equipment NIA N/A N/A N/A N/A 6.Other: NIA N/A NIA N/A NIA F.STRUCTURAL COMPONENTS Simpson Strong Hurricane Ties Per Mfg.Specs 2017 10456.12- 12/31/2018 1.Wood connector/anchor Tie 11478.5 ITW Building Connector Plates Per TPI 1 2017 1999 12/31/2020 2.Truss plates Components 3.Engineered lumber Georgia Pacific Laminated Beam LVL None Known 2017 2023-R5 N/A 4.Railing NFA NIA N/A NIA N/A 5.Coolers-freezers NFP, N/A NIA NIP, NFA 6.Concrete admixtures NFA N/A N/A N/P, N/A 7.Material N/A NIA N/A N/A N/A 8. Insulation forms NEA NIA N/A N/A NIA 9.Plastics N/A NIA NIA NIA NIA 10. Deck-roof N/A NIA N/A N/A NIA 11.Wall NIA N/A NIA N/A NIA 12.Sheds N/A N/A N/A N/A N/A, 13.Other: N/A NIA N/A N/A N/A Page 3 of 4 PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA Category/Subcategory Manufacturer I Product Description I Limitation of Use I State# I Local# I G.SKYLIGHTS 1.Skylights NEA NEA NFA NFA NEA 2.Other: N/A NEA N/A N/A NEA H. NEW EX IERIOR ENVELOPE PRODUCTS 1 NEA NEA NEA NEA NEA 2 NEA NEA N/A NEA N/A In addition to completing the above list of manufacturers,product descriptions and State approval numbers for the products used on this project,the Contractor's shall maintain on the job site and available to the Inspector,a legivle copy of eah manufacturer's printed specifications and installation instructions along with this Product Approval Sheet. I certify that this product approval list is true and correct to the best of my knowledge. I further certify that use of different components other than the ones listed in this document must be approved by the Building Official Contractor/Authorized Ager Mike Wilford /`—�' /T °‘/ZCJ/? (Print) (Signature) Company Name: Intervest Construction of Jacksonville,Inc. Mailing Address: 14785 Old St.Augustine Road,Suite 3 City:Jacksonville State:FL. Zip Code: 32258 Telephone Number:004)-652-2543 Fax Number:(904)886-1043 Cell Phone Number:(904)424-6635 E-Mail Address:miwilfordAicihomes.com Page 4 of 4 FORM R405-2017 OFFI . FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Monterey 1789 Left S Builder Name: ICI Homes Street: Lot 6 Camelia Street Permit Office: Duval City,State,Zip: Atlantic Beach,FL 32233 Permit Number: Owner: Joe Blanco Jurisdiction: 261300 Design Location: FL,Jacksonville NAS County: Duval(Florida Climate Zone 2) 1.New construction or existing New(From Plans) 9. Wall types (2020 ft2) Insulation(R) Area(ft2) 2.Single family or multiple family Single-Family a. Frm wall,vnl ext,3/8"wood sht 19.0 1640.00 b. Frm wall,3/8"wood shth,r-19 c 19.0 380.00 3.Number of units,if multiple family 1 c. N/A 4.Number of bedrooms 3 d. N/A 5.Is this a worst case? No 10. Ceiling types (1815 ft2) Insulation(R) Area(ft2) a. Attic ceiling,asphalt shingles 38.0 1738.33 6. Conditioned floor area above grade (ft2) 1789.00 b. Attic ceiling,asphalt shingles 19.0 76.17 Conditioned floor area below grade(ft2) 0 c. N/A cts R7. Windows (265 ft2rea ) Description Area(ft2) 11•Da.Sup:House,Ret:House,AH:House 6.0 A295.06) a.U-Factor: Dbl,0.330 265.00 b. SHGC: 0.24 b.U-Factor: 12.Cooling systems kBtu/hr Efficiency SHGC: a.Split air source heat pump 34.8 SEER:15.0 c.U-Factor: b. SHGC: 13.Heating systems kBtu/hr Efficiency d.U-Factor: a.Split air source heat pump 34.6 HSPF:8.5 SHGC: b. Area Weighted Average Overhang Depth: 6.886 ft 14.Hot water systems Area Weighted Average SHGC: 0.240 a.Electric conventional(50 gal) Cap:50 gal EF:0.95 8. Floor types(1814.50 ft2) Insulation(R) Area(ft2) b.Conservation features a. Bg floor,light dry soil,on gra 0.0 1814.50 (None) b. N/A c. N/A 15.Credits None Glass/Floor area: 0.146 Total Proposed Modified Loads: 47.53 PASS Total Baseline Loads: 47.71 I hereby certify that the plans and specifications covered by Review of the plans and specifications "'�•�""�� this calculation are in compliance with the Florida Energy covered by this calculation indicates �tipE57 ? .' compliance with the Florida Energy r a� Code. / Code.Before construction is completed, /, u s rt PREPARED BY: 019zm ZAtiC j4,' i this building will be inspected for fl+it w ,,.7.::..1..,A� 3 compliance with Section 553.908 ; =fi 3 DATE: 12/04/18 Florida Statutes. __t___ # I hereby certify that this building,as designed, is in \':tq,e'",----.'''• .-- compliance compliance with the Florida Energy de. .O,, ..`` OWNER/AGENT: -/446' 4, •-°9_`3 BUILDING OFFICIAL: DATE: /Ve./gi DATE: j2`/0-' r -Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.3.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50(R402.4.1.2). 2018-Dec-04 08:56:51 tArric ht50 Comfort Builder by VVrightsoft 18.0.31 RSU12270 Right-Energy®Florida 2017 Section 405.4.1 Compliant Software Page 2 .-c>-,., C:\Users\rbrown\Desktop\Lot 6 OFFSITE-Beasley.rup Calc=MJ8 Front Door faces: S FORM R405-2017 Building Input Summary Report PROJECT Title: Monterey 1789 Left S Bedrooms: 3 Address type: Street address Building Type: FLAsBuilt Bathrooms: 2 Lot#: Lot 6 OFFSITE Owner: Joe Blanco Conditioned Area: 1789 Block/Subdivision: #of Units: 1 Total Stories: 1 Platbook: Builder Name: ICI Homes Worst Case: No Street: Lot 6 Camelia Street Permit Office: Duval Rotate Angle: 0 County: Duval Jurisdiction: 261300 Cross Ventilation: No City, State,Zip: Atlantic Beach, FL 32233 Family Type: Single-Family Whole House Fan: No New/Existing: New(From Plans) Terrain: Suburban Year Construct: 2018 Shielding: Suburban Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville NAS FL_Jacksonville-Cr 2 32 99 70 75 0 61 Medium BLOCKS # Name Area Volume 1 House 1814.50 ft2 18145.00 ft' SPACES # Area Volume Kitchen Occupants Bedrooms Intl!ID Finished Cooled Heated 1 foyer 68.00 ft' 680.00 ft' No 0 0 1 Yes Yes Yes 2 bed 2 147.00 ft2 1470.00 ft3 No 1 1 1 Yes Yes Yes 3 bed 3 187.00 ft2 1870.00 ft' No 1 1 1 Yes Yes Yes 4 owner's suite 258.00 ft2 2580.00 ft' No 2 1 1 Yes Yes Yes 5 o.wic 47.50 ft2 475.00 ft' No 0 0 1 Yes Yes Yes 6 o.bath 114.00 ft2 1140.00 ft3 No 0 0 1 Yes Yes Yes 7 bath 2 77.00 ft2 770.00 ft' No 0 0 1 Yes Yes Yes 8 kitchen 229.00 ft' 2290.00 ft' Yes 0 0 1 Yes Yes Yes 9 dining 224.00 ft2 2240.00 ft' No 0 0 1 Yes Yes Yes 10 utility 68.25 ft2 682.50 ft3 No 0 0 1 Yes Yes Yes 11 flex 143.00 ft2 1430.00 ft3 No 0 0 1 Yes Yes Yes 12 hall 35.00 ft2 350.00 ft' No 0 0 1 Yes Yes Yes 13 ahu 10.50 ft2 105.00 ft' No 0 0 I Yes Yes Yes 14 linen 6.25 ft2 62.50 ft' No 0 0 1 Yes Yes Yes 15 family rm. 200.00 ft2 2000.00 ft' No 0 0 1 Yes Yes Yes FLOORS (Total Exposed Area= 1815 sq.ft.) :1 # Floor Type Space Perimeter R-Value Area U-Factor Tile Wood Carpet 1 Bg floor,light dry soil,on grade depth foyer 8 ft 0 68.00 ft2 0.989 0 1.0 0 2 Bg floor,light dry soil,on grade depth bed 2 11 ft 0 147.00 ft2 0.989 0 1.0 0 3 Bg floor,light dry soil,on grade depth bed 3 11 ft 0 187.00 ft2 0.989 0 1.0 0 4 Bg floor,light dry soil,on grade depth owner's suite 24 ft 0 258.00 ft2 0.989 0 1.0 0 5 Bg floor,light dry soil,on grade depth o.wic 5 ft 0 47.50 ft2 0.989 0 1.0 0 6 Bg floor,light dry soil,on grade depth o.bath 22 ft 0 114.00 ft2 0.989 0 1.0 0 7 Bg floor,light dry soil,on grade depth bath 2 0 ft 0 77.00 ft2 0.989 0 1.0 0 8 Bg floor,light dry soil,on grade depth kitchen 13 ft 0 229.00 ft2 0.989 0 1.0 0 9 Bg floor,light dry soil,on grade depth dining 14 ft 0 224.00 ft2 0.989 0 1.0 0 10 Bg floor,light dry soil,on grade depth utility 0 ft 0 68.25 ft2 0.989 0 1.0 0 11 Bg floor,light dry soil,on grade depth flex 29 ft 0 143.00 ft2 0.989 0 1.0 0 12 Bg floor,light dry soil,on grade depth hall 0 ft 0 35.00 ft2 0.989 0 1.0 0 13 Bg floor,light dry soil,on grade depth ahu 0 ft 0 10.50 ft2 0.989 0 1.0 0 14 Bg floor,light dry soil,on grade depth linen 0 ft 0 6.25 ft2 0.989 0 1.0 0 15 Bg floor,light dry soil,on grade depth family rm. 29 ft 0 200.00 ft2 0.989 0 1.0 0 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip RoofAsph 2029 ft2 Dark 0.75 No 0.90 No 0 27 2 Hip RoofAsph 481 ft2 Dark 0.75 No 0.90 No 0 27 2018-Dec-04 08:56:51 41- wrightsoft" Comfort Builder by wrightsoft 18.0.31 RSU12270 Rig ht-Energy®Florida 2017 Section 405.4.1 Compliant Software Page 3 - C:\Users\rbrown\Desktop\Lot 6 OFFSITE-Beasley.rup Calc=MJ8 Front Door faces: S FORM R405-2017 ATTIC i # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 1814.50ft' N N 2 Full attic Vented 300 430.50 ft2 N N CEILING (Total Exposed Area= 1815 sq.ft.) 1 # Ceiling Type Space R-Value U-Factor Area Framing Fraction Truss Type 1 Attic ceiling,asphalt shingles roof foyer 38 0.026 68.00 ft' 0.10 -- 2 Attic ceiling,asphalt shingles roof bed 2 19 0.049 5.25 ft2 0.10 -- 3 Attic ceiling,asphalt shingles roof bed 2 38 0.026 141.75 ft' 0.10 -- 4 Attic ceiling,asphalt shingles roof bed 3 19 0.049 5.50 ft' 0.10 -- 5 Attic ceiling,asphalt shingles roof bed 3 38 0.026 181.50 ft2 0.10 -- 6 Attic ceiling,asphalt shingles roof owner's suite 19 0.049 12.00 ft2 0.10 -- 7 Attic ceiling,asphalt shingles roof owner's suite 38 0.026 246.00 ft' 0.10 - 8 Attic ceiling,asphalt shingles roof o.wic 19 0.049 2.50 ft2 0.10 - 9 Attic ceiling,asphalt shingles roof o.wic 38 0.026 45.00 ft' 0.10 - 10 Attic ceiling,asphalt shingles roof o.bath 19 0.049 10.50 ft2 0.10 -- 11 Attic ceiling,asphalt shingles roof o.bath 38 0.026 103.50 ft2 0.10 -- 12 Attic ceiling,asphalt shingles roof bath 2 38 0.026 77.00 ft' 0.10 -- 13 Attic ceiling,asphalt shingles roof kitchen 19 0.049 6.50 ft2 0.10 - 14 Attic ceiling,asphalt shingles roof kitchen 38 0.026 222.50 ft2 0.10 -- 15 Attic ceiling,asphalt shingles roof dining 19 0.049 7.00 ft' 0.10 -- 16 Attic ceiling,asphalt shingles roof dining 38 0.026 217.00 ft2 0.10 -- 17 Attic ceiling,asphalt shingles roof utility 38 0.026 68.25 ft' 0.10 -- 18 Attic ceiling,asphalt shingles roof flex 19 0.049 12.92 ft2 0.10 -- 19 Attic ceiling,asphalt shingles roof flex 38 0.026 130.08 ft2 0.10 -- 20 Attic ceiling,asphalt shingles roof hall 38 0.026 35.00 ft2 0.10 -- 21 Attic ceiling,asphalt shingles roof ahu 38 0.026 10.50 ft2 010 - 22 Attic ceiling,asphalt shingles roof linen 38 0.026 6.25 ft2 0.10 -- 23 Attic ceiling,asphalt shingles roof family rm. 19 0.049 14.00 ft2 0.10 -- 24 Attic ceiling,asphalt shingles roof family rm. 38 0.026 186.00 ft' 010 - WALLS (Total Exposed Area=2020 sq.ft.) Adjacent Cavity Width Height Sheathing U- Frm. Solar Below # Ornt To Wall Type Space R-Value Ft In Ft In Area R-Value Factor Frac. Absor. Grade% 1 S Exterior Frm wall,vnl ext foyer 19 8 0 10 0 80.0 ft' 0 0.068 0.25 0.75 0 2 - Partition Frm wall,3/8"wo foyer 19 8 6 10 0 85.0 ft' 0 0.068 0.25 0.75 0 3 W Exterior Frm wall,vnl ext bed 2 19 10 6 10 0 105.0 ft' 0 0.068 0.25 0.75 0 4 - Partition Frm wall,3/8"wo bed 2 19 14 0 10 0 140.0 ft' 0 0.068 0.25 0.75 0 5 W Exterior Frm wall,vn ext bed 3 19 11 0 10 0 110.0 ft' 0 0.068 0.25 0.75 0 6 N Exterior Frm wall,vn ext owner's suite 19 14 6 10 0 145.0 ft' 0 0.068 0.25 0.75 0 7 E Exterior Frm wall,vn ext owner's suite 19 8 6 10 0 85.0 ft' 0 0.068 0.25 0.75 0 8 W Exterior Frm wall,vn ext owner's suite 19 1 0 10 0 10.0 ft2 0 0.068 0.25 0.75 0 9 W Exterior Frm wall,vn ext o.wic 19 5 0 10 0 50.0 ft' 0 0.068 0.25 0.75 0 10 N Exterior Frm wall,vn ext o.bath 19 9 6 10 0 95.0 ft2 0 0.068 0.25 0.75 0 11 W Exterior Frm wall,vn ext o.bath 19 12 0 10 0 120.0 ft2 0 0.068 0.25 0.75 0 12 E Exterior Frm wall,vn ext kitchen 19 13 0 10 0 130.0 ft2 0 0.068 0.25 0.75 0 13 - Partition Frm wall,3/8"wo kitchen 19 7 0 10 0 70.0 ft' 0 0.068 0.25 0.75 0 14 E Exterior Frm wall,vnl ext dining 19 14 0 10 0 140.0 ft2 0 0.068 0.25 0.75 0 15 - Partition Frm wall,3/8"wo utility 19 8 6 10 0 85.0 ft2 0 0.068 0.25 0.75 0 16 E Exterior Frm wall,vnl ext flex 19 13 0 10 0 130.0 ft2 0 0.068 0.25 0.75 0 17 S Exterior Frm wall,vnl ext flex 19 11 0 10 0 110.0 ft2 0 0.068 0.25 0.75 0 18 W Exterior Frm wall,vnl ext flex 19 4 6 10 0 45.0 ft2 0 0.068 0.25 0.75 0 19 N Exterior Frm wall,vnl ext family rm. 19 16 0 10 0 160.0 ft2 0 0.068 0.25 0.75 0 20 E Exterior Frm wall,vnl ext family rm. 19 12 6 10 0 125.0 ft2 0 0.068 0.25 0.75 0 DOORS (Total Exposed Area=45 sq.ft.) 1 # Ornt Door Type Space Storms U-Value Width Height Area YP FtP Ft In Ft In 1 S Door,wd sc type foyer None 0.390 3 0 8 0 24.0 ft' 2 N Door,wd sc type utility None 0.390 2 8 8 0 21.3 ft' WINDOWS (Total Exposed Area=265 sq.ft.) Wall Overhang Interior 1 # Ornt ID Frame Panes NFRC U-Factor SHGC Storms Area Depth Separation Shade Screening 1 W 3 Viny Low-E Double Yes 0.330 0.24 No 18.0ft' 1 ft 4 in 1 ft 6 in None outdoor 2 W 5 Viny Low-E Double Yes 0.330 0.24 No 18.Oft' 1 ft 4 in 1 ft 6 in None outdoor 3 N 6 Viny Low-E Double Yes 0.330 0.24 No 45.0ft' 1 ft 4 in 1 ft 6 in None outdoor 4 N 10 Viny Low-E Double Yes 0.330 0.24 No 16.0ft' 1 ft 4 in 1 ft 6 in None outdoor 5 E 12 Viny Low-E Double Yes 0.330 0.24 No 12.Oft' 1 ft 4 in 1 ft 6 in None outdoor 6 E 14 Viny Low-E Double Yes 0.330 0.24 No 36.Oft' 1 ft 4 in 1 ft 6 in None outdoor 7 S 17 VinyLow-E Double Yes 0.330 0.24 No 36.Oft' 4 ft 6 in 1 ft 6 in None outdoor 8 N 19 Metal Low-E Double Yes 0.330 0.24 No 48.0ft' 17 ft 6 in 1 ft 6 in None outdoor 9 N 19 Viny Low-E Double Yes 0.330 0.24 No 36.0ft' 17 ft 6 in 1 ft 6 in None outdoor 2018-Dec-04 08.56:51 vvrightssoft' Comfort Builder by Wrightsoft 18.0.31 RSU12270 Rig ht-Energy®Florida 2017 Section 405.4.1 Compliant Software Page 4 ,u-,..- . ..,...r,_, C:\Users\rbrown\Desktop\Lot 6 OFFSITE-Beasiey.rup Calc=MJ8 Front Door faces: S GARAGE / # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 431 ft' 431 ft' 46 ft 10 ft 19 INFILTRATION # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 Wholehouse Blower Door 0.000446 2087 114.8 215.6 0.55 7.00 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Split air source heat pump HSPF:8.5 34.6 kBtu/hr 1 sys#1 COOLING SYSTEM „ # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Split air source heat pump SEER:15.0 34.8 kBtu/hr 1160 cfm 0.70 1 sys#1 HOT WATER SYSTEM 1 # System Type Subtype Location EF Cap Use SetPnt Conservation 1 Electric conventional 0.95 50 qal 60 qal 120°F None DUCTS Supply ------- ---- Return----- Air CFM 25 Percent HVAC# J it Location R-Value Area Location Area Leakage Type Handler Out Leakage QN RLF Heat Cool 1 House 6.0 295 ft' House 0 ft' Default Leakage House (Default) 6.00 1 1 TEMPERATURES Programmable Thermostat: N Ceiling Fans: Cooling [ X ]Jan [ X] Feb [ X] Mar [ X] Apr [ X] May [ X] Jun [ X] Jul [ X] Aug [ X] Sep [ X] Oct [ X] Nov [ X] Dec Heating [ X ]Jan [ X] Feb [ X] Mar [ X] Apr [ X] May [ X] Jun [ X] Jul [ X] Aug [ X] Sep [ X] Oct [ X] Nov [ X] Dec Venting [ X ]Jan [ X] Feb [ X] Mar [ XJ Apr [ X] May [ X] Jun I X] Jul [ X] Aug [ XJ Sep [ XJ Oct [ X] Nov [ X] Dec Thermostat Schedule: Florida Building Code,6th Edition Hours Schedule Type (2017) 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 75 75 75 75 75 75 75 75 75 75 75 75 PM 75 75 75 75 75 75 75 75 75 75 75 75 Cooling(WEH) AM 75 75 75 75 75 75 75 75 75 75 75 75 PM 75 75 75 75 75 75 75 75 75 75 75 75 Heating(WD) AM 72 72 72 72 72 72 72 72 72 72 72 72 PM 72 72 72 72 72 72 72 72 72 72 72 72 Heating(WEH) AM 72 72 72 72 72 72 72 72 72 72 72 72 PM 72 72 72 72 72 72 72 72 72 72 72 72 2018-Dec-04 08:56:51 wr ightsof ' Comfort Builder by VVightsoft 18.0.31 RSU12270 Right-Energy®Florida 2017 Section 405.4.1 Compliant Software Page 5 ,. . ., C:\Users\rbrown\Desktop\Lot 6 OFFSITE-Beasley.rup Calc=MJ8 Front Door faces: S FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX= 100 The lower the EnergyPerformance Index, the more efficient the home. 1. New home or addition 1. New(From Plans) 12. Ducts, location&insulation level a. Supply ducts: R 6.0 2. Single-family or multiple-family 2. Single-Family b. Return ducts: R c.AHU location: House 3. Number of units, if multiple-family 3. 1 13. Cooling systems Capacity 34.8 4. Number of bedrooms 4. 3 a. Split system: SEER 15.00 b. Single package: SEER 5. Is this a worst case?(yes/no) 5. No c. Ground/water source: SEER/COP d. Room unit/PTAC: EER 6.Conditioned floor area (ft2) 6. 1789.00 e. Other: 7. Windows,type and area* 14. Heating systems Capacity 34.6 a. U-Factor: 7a. Dbl, 0.330 a. Split system heat pump: HSPF 8.50 b. Solar Heat Gain Coefficient(SHGC): 7b. 0.24 b. Single package heat pump: HSPF c.Area (ft2) 7c. 265.00 c. Electric resistance: COP d. Gas fumace, natural gas: AFUE 8. Skylights e. Gas furnace, LPG: AFUE a. U-Factor: 8a. f. Other: b. Solar Heat Gain Coefficient(SHGC): 8b. 15.Water heating systems 9. Floor type, insulation level a. Electric resistance: EF 0.950 a. Slab-on-grade(R-value): 9a. 0.0 b. Gas fired, natrual gas: EF b. Wood, raised (R-value): 9b. c. Gas fired, LPG: EF c. Concrete, raised (R-value) 9c. d. Solar system with tank: EF e. Dedicated heat pump with tank: EF 10 Wall type and insulation: f. Heat recovery unit: HeatRec% a. Exterior: g. Other: 1.Wood frame(Insulation R-value): 10al. 19 2. Masonry(Insulation R-value): 10a2. 16. HVAC credits claimed (Performance Method) b. Adjacent: a. Ceiling fans: 1.Wood frame(Insulation R-value): 10b1. 19 b. Cross ventilation: 2. Masonry(Insulation R-value): 10b2. c.Whole house fan: d. Multizone cooling credit: 11.Ceiling type and insulation level e. Multizone heating credit: a. Under attic(R-value): 11a. 38.0 f. Programmable thermostat: b. Single assembly(R-value): 11 b. 19.0 c. Knee walls/skylight walls (R-value) 11c. d. Radiant barrier installed 11d. *Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. I certify that this home has complied with the Florida Building Code, Energy Conservation,through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. // Builder Signature: ��tE' � �r Date: /i-/�/' V Address of New Home: Lot 6 Camelia Street City/FL Zip: Atlantic Beach, FL 32233 2018-Dec-04 08:56:51 wrightsoft.- Comfort Builder by Wrightsoft 18.0.31 RSU12270 Right-Energy41 Florida 2017 Section 405.4.1 Compliant Software Page 6 C:\Users\rbrown\Desktop\Lot 6 OFFSITE-Beasley.rup Calc=MJ8 Front Door faces: S • FORM R405-2017 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: Lot 6 Camelia Street PERMIT#: Atlantic Beach, FL 32233 MANDATORY REQUIREMENTS -See individual code sections for full details. SECTION R401 GENERAL ▪ R401.3 Energy Performance Level(EPL)display card(Mandatory). The building official shall require that an energy performance level(EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law (Section 553.9085,Florida Statues)requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings.The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit.completed and signed by the builder The building official shall verify that the EPL display card accurately reflects the plans and specifications submitted to demonstrate compliance for the building.A copy of the EPL display card can be found in Appendix RD. O R402.4 Air leakage(Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. El R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1,as applicable to the method of construction.Where required by the code official,an approved third party shall inspect all components and verify compliance. ❑ R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2,and three air changes per hour in Climate Zones 3 through 8.Testing shall be conducted in accordance with ANSI/RESET/ICC 380 and reported at a pressure of 0.2 inch w.g.(50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7),Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f),(g),or(i)or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Exception: Testing is not required for additions,alterations,renovations,or repairs,of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal envelope. During testing: 1.Exterior windows and doors,fireplace and stove doors shall be closed,but not sealed,beyond the intended weatherstripping or other infiltration control measures. 2.Dampers including exhaust,intake,makeup air,backdraft and flue dampers shall be closed,but not sealed beyond intended infiltration control measures. 3.Interior doors,if installed at the time of the test,shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5.Heating and cooling systems,if installed at the time of the test,shall be turned off. 6.Supply and return registers,if installed at the time of the test,shall be fully open. ▪ R402.4.2 Fireplaces. New wood-burning fireplaces shall have tight-fitting flue dampers or doors,and outdoor combustion air. Where using tight-fitting doors on factory-built fireplaces listed and labeledin accordance with UL 127,the doors shall be tested and listed for the fireplace. Where using tight-figging doors on masonry fireplaces,the doors shall be listed and labeled in accordance with UL 907. ElR402.4.3 Fenestration air leakage. Windows,skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot(1.5 L/s/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 L/s/m2),when tested according to NFRC 400 or AAMAJWDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site-built windows,skylights and doors. Comfort Builder byWri htsoft 18.0.31 RSU12270 Right-Energy®Florida 2017 Section 405.4.1 Compliant Software&Dec-04 08:56:51 �+a►nht0 9 PPage 7 C:\Users\rbrown\Desktop\Lot 6 OFFSITE-Beasley.rup Calc=MJ8 Front Door faces: S • FORM R405-2017 MANDATORY REQUIREMENTS -(Continued) ❑ R402.4.4 Rooms containing fuel-burning appliances In Climate Zones 3 through 8,where open combustion air ducts provide combustion air to open combustion fuel burning appliances,the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room,isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2,where the walls,floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1.Direct vent apliances with both intake and exhaust pipes installed continuous to the outside. 2.Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code,Residential. • R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces.All recessed luminaires shall be IC-rated and labeled as having an air leakage rate not more than 2.0 cfm(0.944 Us)when tested in accordance with ASTM E283 at a 1.57 psf(75 Pa)pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. SECTION R403 SYSTEMS El R403.1 Controls • R403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. ❑ R403.1.3 Heat pump supplementary heat(Mandatory). Heat pumps having supplementary electric-resistance heat shall have controls that,except during defrost,prevent supplemental heat operation when the heat pump compressor can meet the heating load. ❑ R403.3.2 Sealing(Mandatory). All ducts,air handlers,filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers,shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5)or(7), Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(f),(g),or(i),Florida Statutes,to be"substantially leak free"in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design air flow rate when tested in accordance with ASHRAE 193. ❑ R403.3.3 Duct testing. Ducts shall be pressure tested to determine air leakage by one of the following methods: 1. Rough-in test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the system,including the manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. 2. Post construction test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the entire system,including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. ❑ R403.3.5 Building Cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. ▪ R403.4 Mechanical system piping insulation(Mandatory). Mechanical system piping capable of carrying fluids above 105°F(41°C) or below 55°F(13°C)shall be insulated to a minimum of R-3. ElR403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage,including that caused by sunlight,moisture,equipment maintenance,and wind,and shall provide shielding from solar radiation that can cause degradation of the material.Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems(Mandatory). Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace termperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls,temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for how water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 2018-Dec-04 08:56:51 wnghtsoft Comfort Builder by VUrightsoft 18.0.31 RSU12270 Right-Energy®Florida 2017 Section 405.4.1 Compliant Software Page 8 C:\Users\rbrown\Desktop\Lot 6 OFFSITE-Beasley.rup Calc=MJ8 Front Door faces: S FORM R405-2017 MANDATORY REQUIREMENTS -(Continued) El R403.5.5 Heat traps(Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets.External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 1/2 inches(89 mm)in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.5.6 Water heater efficiencies(Mandatory). R403.5.6.1 Storage water heater temperature controls. R403.5.6.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use.The minimum temperature setting range shall be from 100°F to 140°F(38°C to 60°C). ▪ R403.5.6.1.2 shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off.A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. El R403.5.6.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code,Energy Conservation,Commercial Provisions,for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria of Section R403.5.6.2.1. ❑ R403.5.6.2.1 Solar water heating system.Solar systems for domestic hot water production are rated by the annual solar energy factor of the system.The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems.Solar collectors shall be tested in accordance with ISO Standard 9806,Test Methods for Solar Collectors, and SRCC Standard TM-1,Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar water-heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal;and 2. Be installed at an orientation within 45 degrees of true south. ❑ R403.6 Mechanical ventilation(Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code,Residential or Florida Building Code,Mechanical,as applicable,or with other approved means of ventilation,including: Natural,Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. ❑ R403.6.1 Whole-house mechanical ventilation system fan efficacy. When installed to function as a whole-house mechanical ventilation system,fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where mechanical ventilation fans are integral to tested and listed HVAC equipment,they shall be powered by an electronically commutated motor. ❑ R403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure of for mechanical ventilation shall meet the following criteria: 1.The design air change per hour minimums for residential buildings in ASHRAE 62.2,Ventilation for Acceptable Indoor Air Quality,shall be the maximum rates allowed for residential applications. 2.No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces,attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3.If ventilation air is drawn from enclosed spaces(s),then the walls of the space(s)from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum or R-19,space permitting,or R-10 otherwise. ❑ R403.7 Heating and cooling equipment(Mandatory). ❑ R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved methodologies,heating and cooling calculation based on building loads for the directional orientation of the building.The manufacturer and model number of the outdoor and indoor units(if split system)shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1.This code does not allow designer safety factors,provisions for future expansion or other factors that affect equipment sizing.System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM MINIMUM EFFICACY(a) AIRFLOW RATE MAXIMUM CFM CFM/WATT CFM Range hoods Any 2.8 cfm/watt Any In-line fan Any 2.8 cfm/watt Any Bathroom, utility room 10 1.4 cfm/watt <90 Bathroom, utility room 90 2.8 cfm/watt Any For SI: 1 cfm-28.3 L/min. (a)When tested in accordance HVI Standard 916 2018-Dec-04 08:56:51 w rightso Comfort Builder by Wrightsoft 18.0.31 RSU12270 Rig ht-Energy Florida 2017 Section 405.4.1 Compliant Software Page 9 C:\Users\rbrown\Desktop\Lot 6 OFFSITE-Beasley.rup Calc=MJ8 Front Door faces: S MANDATORY REQUIREMENTS -(Continued) 0 R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7,or the closest available size provided by the manufacturer's product lines.The corresponding latent capacity of the equipment shall not be less than the calculated latent load. The published value for AHRI total capacity is a nominal,rating-test value and shall not be used for equipment sizing.Manufacturer's expanded performance data shall be used to select cooling-only equipment.This selection shall be based on the outdoor design dry-bulb temperature for the load calculation(or entering water temperature for water-source equipment),the blower CFM provided by the expanded performance data,the design value for entering wet-bulb temperature and the design value for entering dry-bulb temperature Design values for entering wet-bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the retum duct(s)is installed in an unconditioned space. Exceptions: 1.Attached single-and multiple-family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2.When signed and sealed by a Florida-registered engineer,in attached single-and multiple-family units,the capacity of equipment may be sized in accordance with good design practice. 0 R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1,and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1 ❑ R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. ❑ R403.7.1.3 Extra capacity required for special occasions.Residences requiring excess cooling or heating equipment capacity on an intermittent basis,such as anticipated additional loads caused by major entertainment events,shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1.A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2.A variable capacity system sized for optimum performance during base load periods is utilized. El R403.8 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Comrrercial Provis ions in lieu of Section R403. ❑ R403.9 Snow melt and ice system controls(Mandatory). Snow-and ice-melting systems,supplied through energy service to the building, shall include automatic controls capable of shutting off the systemw hen the pavement temperature is above 50°F(10°C),and no precipitation is falling and an automatic or manual control that w ill allow shutoff w hen the outdoor temperature is above 40°F(4.8°C). ❑ R403.10 Pools and permanent spa energy consumption(Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. ❑ R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on-off switch that is an integral part of the heater mounted on the exterior of the heater,or external to and within 3 feet(914 mm)of the heater.Operation of such switch shall not change the setting of the heater thermostat.Such switches shall be in addition to a circuit breaker for the power to the heater.Gas-fired heaters shall not be equipped with continuously burning ignition pilots. El R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors.Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1.Where public health standards require 24-hour pump operations. 2.Pumps that operate solar-and waste-heat-recovery pool heating systems. 3.Where pumps are powered exclusively from on-site renewable generation. U R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor-retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating,computed over an operation season,is from site-recovered energy,such as from a heat pump or solar energy source,covers or other vapor-retardant means shall not be required. ElR403.10.4 Gas-and oil-fired pool and spa heaters. All gas-and oil-fired pool and spa heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16,2013,when tested in accordance with ANSI Z 21.56.Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. 2018-Dec-04 08:56:51 111i1E"ightsof° Comfort Builder by Wrightsoft 18.0.31 RSU12270 Rig ht-Energy® Florida 2017 Section 405.4.1 Compliant Software Page 10 C:\Users\rbrown\Desktop\Lot 6 OFFSITE-Beasley.rup Calc=MJ8 Front Door faces: S MANDATORY REQUIREMENTS -(Continued) U R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160,Table 2,Standard Rating Conditions-Low Air Temperature.A test report from an independent laboratory is required to verify procedure compliance.Geothermal swimming pool heat pumps are not required to meet this standard. ▪ R403.11 Portable spas(Mandatory).The energy consumption of electric-powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS • R404.1 Lighting equipment(Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high-efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high-efficacy lamps. Exception: Low-voltage lighting. ▪ R404.1.1 Lighting equipment(Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights. 2018-Dec-04 08:56:51 wrightsof" Comfort Builder by VJrightsoft 19.0.31 RSU12270 Rig ht-Energy Florida 2017 Section 405.4.1 Compliant Software Page 11 ...e'r�•:•-c.„e_•�.:.c-r-, C:\Users\rbrown\Desktop\Lot 6 OFFSITE-Beasley.rup Calc=MJ8 Front Door faces: S FORM R405-2017 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Monterey 1789 Left S Builder Name ICI Homes Street: Lot 6 Camelia Street Permit Office: Duval City,State,Zip: Atlantic Beach,FL 32233 Permit Number: Owner: Joe Blanco Jurisdiction: 261300 Design Location: FL,Jacksonville NAS COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA Y General A continuous air barrier shall be installed in the p Ubuilding envelope.The exterior thermal envelope Air-permeable ir per ma ele insulation shall not be used as a requirements ❑ q contains a continuous barrier.Breaks or joints in the 9 air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit The insulation in any dropped ceiling/soffit shall be aligned with the insulation and any shall be aligned with the air barrier. gaps in the air barrier shall be sealed. ❑ Access openings,drop down stairs or knee wall doors to unconditioned attics paces shall be sealed. Walls The junction of the foundation and sill plate Cavities with corners and headers of frame walls shall be sealed.The junction of the top plate shall be insulated by completely filling the cavity and the top of exterior walls shall be sealed. with a material having a thermal resistance of R-3 ❑ Knee walls shall be sealed. per inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier Windows,skylights The space between window/door jambs and framing, and doors and skylights and framing shall be sealed. ❑ Rim joists are insulated and include an air Rim joists shall be insulated. El joists barrier. Floors(including The air barrier shall be installed at any exposed Floor framing cavity Insulation shall be installed above-garage and edge of insulation. to maintain permanent contact with the underside cantilevered floors) of subfloor decking,or floor framing cavity insulation shall be permitted to be in contact ❑ with the top sideof sheathing,or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space Exposed earth in unvented crawl spaces shall be Where provided in lieu of floor insulation, walls covered with a Class I vapor retarder with insulation shall be permanently attached ❑ overlapping joints taped. to the crawlspace walls. Shafts,penetrations Duct shafts,utility penetrations,and flue shaft openings to exterior or unconditioned space shall ❑ be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit,or narrow cavities shall be filled by insulation that ❑ on installation readily conforms to the available cavity spaces. Garage Air sealing shall be provided between the garage separation and conditioned spaces. ❑ Recessed Recessed light fixtures installed in the building Recessed light fixtures installed in the lighting thermal envelope shall be sealed to the drywall. building thermal envelope shall be air tight ❑ and IC rated. Plumbing and Batt insulation shall be cut neatly to fit around wiring wiring and plumbing in exterior walls,or insulation that on installation readily conforms ❑ to available space shall extend behind piping and wiring. Shower/tub on The air barrier shall be installed behind Exterior walls adjacent to showers and tubs exterior wall electrical or communication boxes or air-sealed shall be insulated. ❑ boxes shall be installed. Electrical/phone The air barrier shall be installed behind box on exterior electrical or communication boxes or air-sealed ❑ walls boxes shall be installed. HVAC register HVAC register boots that penetrate building boots thermal envelope shall be sealed to the subfloor ❑ or drywall. Concealed When required to be sealed,concealed fire sprinklers sprinklers shall only be sealed in a manner that is recommended by the manufacturer. ❑ Caulking or other adhesive sealants shall not be used to fill voids between fire sprinkler cover plates and walls or ceilings. a. In addition,inspection of log walls shall be in accordance with the provisions of ICC-400. 2018-Dec-04 08:56:51 wrightsoft Comfort Builder by Wrightsoft 18.0.31 RSU12270 Rig ht-En ergy®Florida 2017 Section 405.4.1 Compliant Software Page 12 C:\Users\rbrown\Desktop\Lot 6 OFFSITE-Beasley.rup Calc=MJ8 Front Door faces: S FORM R405-2017 Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: 261300 Permit Number: Job Information Builder: ICI Homes Community: Lot: Lot 6 OFFSITE Address: Lot 6 Camelia Street Unit: City: Atlantic Beach State: FL Zip: 32233 Air Leakage Test Results Passing results must meet either the Performance,Prescriptive,or ERI Method. PRESCRIPTIVE METHOD The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g.(50 pascals)in Climate Zones 1 and 2. The building or dwelling unit shall be tested and verified as having an air leakage rate of not PERFORMANCE or ERI METHOD exceeding the selected ACH(50)value,as shown on FORM R405-2017(Performance)or R406-2017(ERI),section labeled as Infiltration,sub-section ACH50. ACH(50)specified on Form R405-2017-Energy Calc(Performance)or R406-2017(ERI): 7,000 x60= 17890 = Method for calculating building volume: CFM(50) Building Volume ACH(50) ❑ Retrieved from architectural plans PASS0 Code software calculated ❑ Field measured and calculated When ACH(50) is less than 3, Mechanical Ventilation installation must be verified by building department. R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7),Florida Statues,or individuals licensed as set forth in Section 489.105(3)(f),(g),or(i)or and approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1.Exterior windows and doors,fireplace and stove doors shall be closed,but not sealed,beyond the intended weatherstripping or other infiltration control measures. 2.Dampers including exhaust,intake,makeup air,back draft and flue dampers shall be closed,but not sealed beyond intended infiltration control measures. 3.Interior doors,if installed at the time of the test,shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5.Heating and cooling systems,if installed at the time of the test,shall be turned off. 6.Supply and return registers,if installed at the time of the test,shall be fully open. Testing Company Company Name: Phone: I hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: Printed Name of Tester: License/Certification#: Issuing Authority: Comfort Builder byNhi htsoft 18.0.31 RSU12270 Right-Energy®Florida 2017 Section 405.4.1 Compliant Software�Dec-04 08:56:51 Y1/t9�h 5Df . 9 PPage 13 C:\Users\rbrown\Desktop\Lot 6 OFFSITE-Beasley.rup Calc=MJ8 Front Door faces: S ! 3" FFCF.. `'A " Job: Lot 6 Camelia Street n . sillt Project Summary Date: 8/07/18 (Rest of House) By: Renee Brown ,tilcGau "'" McGowan's Heating & Air Conditioning 11320 E.Phillips Parkway Dr.,Jacksonville,FL 32256 Phone.904-278-0339 Fax:904-278-0366 Email.rbrown@mcgowansac.com Web:www.mcgowansac.com License:CMC... Pro'ect Information For: Joe Blanco, Intervest Construction of Jax, Inc. 14785 Old St.Augustine Rd., Jacksonville, Fl 32258 Phone: 904-281-0800 Fax: 904-296-4009 Web:www.icihomes.com Notes: Monterey Desi• n Information Weather: Jacksonville NAS, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 99 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 24 °F Daily range M Relative humidity 50 % Moisture difference 61 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 23460 Btuh Structure 20168 Btuh Ducts 3115 Btuh Ducts 3902 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 1707 Btuh Piping 0 Btuh Equipment load 26575 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 26234 Btuh Method Blower door Latent Cooling Equipment Load Sizing Shielding/stories 3(partial)/ 1 Pressure/AVF 50 Pa/2087 cfm Structure 4847 Btuh Ducts 673 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ft2) 1789 1789 Equipment latent load 4520 Btuh Volume(ft3) 17890 17890 Air changes/hour 0.55 0.33 Equipment Total Load (Sen+Lat) 30754 Btuh Equiv. AVF (cfm) 164 98 Req. total capacity at 0.70 SHR 3.1 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER Trade CARRIER Model 25HBC536A00300 Cond 25HBC536A00300 AHRI ref 9155179 Coil FX4DNF037L AHRI ref 9155179 Efficiency 8.5 HSPF Efficiency 12.0 EER, 15 SEER Heating input Sensible cooling 24360 Btuh Heating output 34600 Btuh @ 47°F Latent cooling 10440 Btuh Temperature rise 27 °F Total cooling 34800 Btuh Actual air flow 1160 cfm Actual air flow 1160 cfm Air flow factor 0.044 cfm/Btuh Air flow factor 0.048 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.82 Capacity balance point=26°F Backup: Input=8 kW, Output=26564 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Pk wrlghtsoft` 2018-Dec-04 09:00:34 Comfort Builder by Wrightsoft 18.0.31 RSU12270 Page 1 C:\Users\rbrown\Desktop\Lot 6 OFFSITE-Beasley.rup Calc=MJ8 Front Door faces: S 44 N 11{x,/ frtFirst Floor 10x6 6 r P." --j—r---------1-1—ro. 10 x.; owners suit 5 .( r w 10x6 6' 8x4 - 4„ 4 x 14 family rn o.wlc 12" 12x6 r 7„ bed 3 12 ' bath; [I 12 x 12 12x6 9" 4x8 , 12x6 r VW ' dininc ' ,. .., / •MOW •. 17x,6 12x12 9"/ 14' �� 16x16 bed 2 El ,.. liner 10x6 5" utility 10 iii 12 x 6 7 kitcher ■ MI SN garagt 10 x 6 10 x 6 5' 6' foyer \ 12x1•, flex 12x12 8' Job #: Lot 6 Camelia StreetMcGowan's Heating & Air Conditionin Scale: 1 : 89 Performed by Renee Brown for: Page 1 Joe Blanco 11320 E.Phillips Parkway Dr. Comfort Builder by Wrightsoft 14785 Old St.Augustine Rd. Jacksonville,FL 32256 Jacksonville,Fl 32258 18.0.31 RSU12270 Fax:904-278-0366 2018-Dec-044 09:000 09:00:51 Phone.904-281-0800 Fax.904-296-4009 www.mcgowansac.com rbrown me owansac.com ...sktopLot 6 OFFSITE-Beasley.rup www.icihomes.com Manual S Compliance Report Job: Lot 6 Camelia Street Date: 8/07/18 Af ,.4 (Rest of House) By: Renee Brown McGowan's Heating & Air Conditioning 11320 E.Phillips Parkway Dr.,Jacksonville,FL 32256 Phone:904-278-0339 Fax:904-278-0366 Email:rbrown@mcgowansac.com Web:www.mcgowansac.com License:CMC... Project Information For: Joe Blanco, Intervest Construction of Jax, Inc. 14785 Old St.Augustine Rd., Jacksonville, Fl 32258 Phone: 904-281-0800 Fax: 904-296-4009 Web:www.icihomes.com Cooling Equipment Design Conditions Outdoor design DB: 99.2°F Sensible gain: 26234 Btuh Entering coil DB: 77.1°F Outdoor design WB: 80.2°F Latent gain: 4520 Btuh Entering coil WB: 63.3°F Indoor design DB: 75.0°F Total gain: 30754 Btuh Indoor RH: 50% Estimated airflow: 1160 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: 25HBC536A00300+FX4DNF037L Actual airflow: 1160 cfm Sensible capacity: 26962 Btuh 103%of load Latent capacity: 4941 Btuh 109%of load Total capacity: 31904 Btuh 104%of load SHR: 85% Heating Equipment Design Conditions Outdoor design DB: 31.7°F Heat loss: 26575 Btuh Entering coil DB: 69.7°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: 25HBC536A00300+FX4DNF037L Actual airflow: 1160 cfm Output capacity: 26750 Btuh 101%of load Capacity balance: 26 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1160 cfm Output capacity: 7.8 kW 100%of load Temp. rise: 21 °F Meets all requirements of ACCA Manual S. wriyhtsoft 2018-Dec-04 09:00:34 �.t Comfort Builder by Wrightsoft 18.0.31 RSU12270 Page 1 C:\Users\rbrown\Desktop\Lot 6 OFFSITE-Beasley.rup Calc=MJ8 Front Door faces: S 1141,, Duct System Summary Job: Lot 6 Camelia Street Date: 8/07/18 JAAAonrna Jt'.``" (Rest of House) By: Renee Brown McGowan's Heating & Air Conditioning 11320 E.Phillips Parkway Dr.,Jacksonville,FL 32256 Phone:904-278-0339 Fax:904-278-0366 Email:rbrown@mcgowansac.com Web:www.mcgowansac.com License:CMC... Project Information For: Joe Blanco, Intervest Construction of Jax, Inc. 14785 Old St.Augustine Rd., Jacksonville, Fl 32258 Phone: 904-281-0800 Fax: 904-296-4009 Web:www.icihomes.com Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.11 in H2O 0.11 in H2O Available static pressure 0.39 in H2O 0.39 in H2O Supply/return available pressure 0.195/0.195 in H2O 0.195/0.195 in H2O Lowest friction rate 0.179 in/100ft 0.179 in/100ft Actual air flow 1160 cfm 1160 cfm Total effective length (TEL) 218 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk bath 2 c 511 4 25 0.261 4.0 Ox 0 VIFx 9.6 140.0 st1 bed 2 c 2692 90 130 0.252 7.0 Ox 0 VIFx 14.6 140.0 st1 bed 3 c 2354 76 113 0.254 7.0 Ox 0 VIFx 13.7 140.0 st1 dining c 2570 103 124 0.252 7.0 Ox 0 VIFx 15.0 140.0 st1 family rm. h 4615 201 161 0.189 7.0 Ox 0 VIFx 26.7 180.0 st3 flex h 4004 175 106 0.220 6.0 Ox 0 VIFx 32.6 145.0 st2 foyer-A h 1623 71 45 0.229 5.0 Ox 0 VIFx 25.1 145.0 st2 kitchen c 2859 95 138 0.234 7.0 Ox 0 VIFx 26.5 140.0 st2 o.bath h 2902 127 62 0.186 5.0 Ox 0 VIFx 29.4 180.0 st3 o.wic h 656 29 14 0.187 4.0 Ox 0 VIFx 28.3 180.0 st3 owners suite h 1848 81 69 0.190 6.0 Ox 0 VIFx 25.5 180.0 st3 owners suite-A h 1848 81 69 0.179 6.0 Ox 0 VIFx 33.3 185.0 st3 utility c 2179 28 105 0.249 5.0 Ox 0 VIFx 11.9 145.0 st1 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st3 Peak AVF 518 375 0.179 660 12.0 0 x 0 VinIFIx st1 st1 Peak AVF 820 872 0.179 815 14.0 0 x 0 VinIFIx st2 Peak AVF 340 288 0.220 624 10.0 0 x 0 VinIFIx - vvriglhtsofY 2018-Dec-04 09:00:34 ��/ti+ C� ...,. ...._..._.„ -..., Comfort Builder by Wrightsoft 18.0.31 RSU12270 Page 1 ACOA C:\Users\rbrown\Desktop\Lot 6 OFFSITE-Beasley.rup Calc=MJ8 Front Door faces: S Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk rb6 Ox 0 1160 1160 0 0 0 0 Ox 0 VIFx ' 41.1wrIghtsoft- 2016-Dec-04 09.00:34 1-� Comfort Builder by Wrightsoft 18.0.31 RSU12270 Page 2 Aajl► C:\Users\rbrown\Desktop\Lot 6 OFFSITE-Beasley.rup Calc=MJ8 Front Door faces: S • 1, OFFICE COPY ESICC Most Widely Accepted and Trusted EVALUATION SERVICE C11Innovation RESEARCH LABS ICC-ES Evaluation Report ESR-2290 ICC-ES I (800) 423-6587 I (562) 699-0543 I www.icc-es.org Reissued 03/2018 This report is subject to renewal 03/2020. DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 16 00— SHEATHING DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION SECTION: 07 46 46— FIBER-CEMENT SIDING REPORT HOLDER: JAMES HARDIE BUILDING PRODUCTS INC. 10901 ELM AVENUE FONTANA, CALIFORNIA 92337 EVALUATION SUBJECT: HARDIESHINGLETM (NEW HARDIESHINGLE®) PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN° LAP SIDING, AND HARDIESHINGLETM (NEW HARDIESHINGLE®) INDIVIDUAL SHINGLES ICC ICC ICC L__ESM L PMG c� LISTED Look for the trusted marks of Conformity! 1M\ "2014 Recipient of Prestigious Western States Seismic Policy Council MIR INTER(WSSPC)Award in Excellence" A Subsidiary of Coos OuN°Ciir '="ea ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not SCC IB-0rs specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a ANSI recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as ACCREDITED I SOiIEC 17065 I to any finding or other matter in this report, or as to any product covered by the report. P,w1 i.EL, Uo,Bal, lAu h SCCN J. b1000 Copyright°2018 ICC Evaluation Service, LLC. All rights reserved. ESICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2290 Reissued March 2018 This report is subject to renewal March 2020. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND 2.0 USES COMPOSITES Section: 06 16 00—Sheathing James Hardie fiber-cement panels, plank lap siding, and cladding shingles are used as exterior wall covering. The DIVISION: 07 00 00—THERMAL AND MOISTURE products comply with IBC Sections 1404.10 and IRC PROTECTION Section R703.10. The products may be used on exterior Section: 07 46 46—Fiber-Cement Siding walls required to be of Type I, II, Ill or IV construction (IBC). REPORT HOLDER: 3.0 DESCRIPTION JAMES HARDIE BUILDING PRODUCTS, INC. 3.1 General: 10901 ELM AVENUE The exterior sidings are single-faced, cellulose fiber– FONTANA, CALIFORNIA 92337 reinforced cement (fiber-cement) products. Exterior (800)942-7343 sidings are identified as HardieShingleTM (New www.jameshardie.com HardieShingle ) panels, HardiePlankTM (Cemplank®, info(a�iameshardie.comPrevailTM, and RFC®) lap siding, Artisan® Lap Siding, and HardieShingleTM (New HardieShingle®)individual shingles. EVALUATION SUBJECT: The products comply with ASTM C1186, as Grade II, HARDIESHINGLETM (NEW HARDIESHINGLE®) PANELS, Type A; have a flame-spread index of 0 and a smoke- HARDIEPLANKTM LAP SIDING, ARTISAN®LAP SIDING, developed index of 5 when tested in accordance with AND HARDIESHINGLETM (NEW HARDIESHINGLE®) ASTM E84; and are classified as noncombustible when INDIVIDUAL SHINGLES tested in accordance with ASTM E136. Thermal conductance(K)and resistance(R)values for the products 1.0 EVALUATION SCOPE are as shown in Table 2 of this report, based on testing in accordance with ASTM C177. 1.1 Compliance with the following codes: The attributes of the fiber-cement sidings have been • 2015, 2012, 2009 and 2006 International Building verified as conforming to the provisions of(i) ICC 700-2012 Code®(IBC) Sections 602.1.6 and 11.602.1.6 for termite-resistant • 2015, 2012, 2009 and 2006 International Residential materials; and (ii) ICC 700-2008 Section 602.8 for Code®(IRC) termite-resistant materials. Note that decisions on compliance for those areas rest with the user of this report. • 2013 Abu Dhabi International Building Code(ADIBC)t The user is advised of the project-specific provisions that 1The ADIBC is based on the 2009 IBC.2009 IBC code sections referenced may be contingent upon meeting specific conditions, and in this report are the same sections in the ADIBC. the verification of those conditions is outside the scope of this report. These codes or standards often provide Properties evaluated: supplemental information as guidance. • Weather protection 3.2 Siding: • Structural HardieShingleTM (New HardieShingle®) panels, • Types I, II, Ill,and IV(noncombustible)construction HardiePlankTM (Cemplank®, PrevailTM, and RFC®) lap siding, Artisan® Lap Siding, and HardieShingleTM (New • Fire-resistance-rated construction HardieShingle®) individual shingles are supplied either • Thermal resistance unprimed or primed for subsequent application of a compatible primer and/or exterior-grade top coat. Nominal 1.2 Evaluation to the following green standards: product dimensions are noted in Table 1. 2015, 2012 and 2008 ICC 700 National Green Building The products are available in a variety of finish textures. StandardTM (ICC 700-2012 and ICC 700-2008) HardieShingleTM panels are offered in three configurations: Attributes verified: half-round, staggered-edge, and square-edge. New HardieShingle® individual shingles are offered in two See Section 3.1 configurations: staggered-edge and square-edge. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed 16NS1 as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. w,h Copyright©2018 ICC Evaluation Service,LLC. All rights reserved. Page 1 of 27 ESR-2290 I Most Widely Accepted and Trusted Page 2 of 27 3.3 Fasteners: Vertical joints between planks must be lightly butted or Fastener type, size, spacing and installation method must gapped and must be protected by one of the following be as shown in the tables of this report. Fasteners must be methods: (a) sealed with caulking in accordance with the made from corrosion-resistant steel. caulk manufacturer's published gapping requirements and 4.0 DESIGN AND INSTALLATION caulking application instructions; or (b) covered with an H-section joint cover; or (c) located over a strip of 4.1 Design: non-perforated flashing complying with ASTM D226, Type I Walls: The maximum basic wind speeds for positive or felt, or other approved flashing. Trim and corners must be negative transverse load resistance of HardieShingleTM installed and the siding must be finished in accordance (New HardieShingle ®) panels, HardiePlankTM (Cemplank®, with the manufacturer's application instructions. A 1/8-inch PrevailTM, and RFC®) lap siding, Artisan® Lap Siding, and (3.2 mm) gap must be left at locations where the siding HardieShingleTM (New HardieShingle®) individual shingles butts against door and window trim and at internal or are presented in Tables 3 through 13. external corners; such gaps must be flashed in accordance with the applicable code, then caulked. Horizontal joints 4.2 Installation: must be flashed with Z-flashing and occur over solid 4.2.1 General: Installation must comply with this report, blocking or wood structural panel sheathing. and a copy of this report must be available at all times on 4.2.4 Artisan® Lap Siding: When installation is on wood the jobsite during installation. All products may be cut to or metal framing members, with or without wood structural shape on-site by the score-and-snap method using a panel sheathing, the lap siding must be fastened through score-and-snap knife, a hand guillotine or a handsaw the top edge of single planks (blind nailed) in accordance utilizing a carbide blade. A clear distance of 6 inches with the provisions of Table 4 of this report. A water- (152 mm) must be maintained between the siding and the resistive barrier must be applied over wood or metal earth. Unless otherwise noted in this report, the products framing or wood structural panel sheathing in accordance must be installed in accordance with 2015 and 2012 IBC with the applicable code. Lap siding installed over walls Section 1405.16; 2015 and 2012 IRC Section R703.10; constructed of concrete masonry units complying with 2009 IBC Sections 1405.16; ; 2009 IRC Section R703.10; ASTM C90 must be applied in accordance with Tables 5 2006 IBC Sections 1405.15 and 1405.16; or 2006 IRC through 10. The lap siding requires the use of a starter Section R703.10,as applicable. strip to set the first course on the proper angle and to 4.2.2 HardieShingleTM (New HardieShingle®) Panels: create a drip edge. When installation is on wood or metal framing members, Vertical joints must be made off-stud by means of the with or without wood structural panel sheathing, a water-resistive barrier must be applied over the wood or tongue and groove joint. Tongue and groove joints may be metal framing members or wood structural panel sheathing located centrally between studs but no closer than 4 inches in accordance with the applicable code. The panels must (102 mm) from the edge of a stud. Nails must not be be fastened in accordance with the provisions of Table 4 of placed within 2 inches (51 mm) of the tongue and groove this report. at the end of the planks. Vertical joints must be staggered on subsequent courses. The plank must then be fastened A 1/8-inch (3.2 mm) gap must be left at locations where to the framing with corrosion-resistant fasteners. the siding butts against door and window trim and at internal or external corners; such gaps must be flashed in Vertical joints between planks must be lightly butted and accordance with the applicable code, then caulked. must be located over a strip of non-perforated flashing Vertical joints must occur over framing members and must complying with ASTM D226, Type I felt, or other approved be sealed with caulking or covered with battens. Horizontal flashing. Trim and corners must be installed and the siding joints must be flashed with metal Z-flashing and occur over must be finished in accordance with the manufacturer's solid blocking or wood structural panel sheathing. application instructions. A 1/8-inch (3.2 mm) gap must be 4.2.3 HardiePlankTM (Cemplank®, PrevailTM, and RFC®) left at the locations where the siding butts against door and window trim and at internal or external corners; such gaps Lap Siding: When installation is on wood or metal framing must be flashed in accordance with the applicable code, members, with or without wood structural panel sheathing, then caulked. Horizontal joints must be flashed with the lap siding must be fastened either through the Z-flashing and must occur over solid blocking or wood overlapping planks (face nailed)or through the top edge of structural panel sheathing. single planks (blind nailed) in accordance with the provisions of Table 4 of this report.A water-resistive barrier 4.2.5 HardieShingleTM (New HardieShingle) must be applied over wood or metal framing members or Individual Shingles: When installed on wood structural wood structural panel sheathing in accordance with the panel sheathing, the cladding shingles are fastened in applicable code. Lap siding installed over walls constructed accordance with the provisions of either Table 11, 12, or of concrete masonry units complying with ASTM C90 must 13 of this report. A water-resistive barrier in accordance be applied in accordance with Tables 5 through 10. The with the applicable code must be applied over the lap siding requires the use of a starter strip to set the first wood-based sheathing substrate to which the shingles are course on the proper angle and to create a drip edge. attached. Vertical joints must occur over studs, except where the The individual shingles require the use of a starter strip "off-stud splice device" is installed or where the planks to set the first course on the proper angle and to create a are installed to wood structural panel sheathing complying drip edge. The nominally 11/4-inch-wide-by-1/4-inch-thick with the applicable code, and must be staggered on starter strip and a minimum 81/4-inch-wide (210 mm) subsequent courses. Where the "off-stud splice device" is HardiePlankTM (Cemplank®, PrevailTM, and RFC®) lap installed, the splice device's bottom lip must be placed siding starter course are installed over the water-resistive over the adjacent solid course of planks. The plank must barrier with the bottom of the starter strip and starter then be fastened to the framing with corrosion-resistant course even with the bottom of the bottom plate. Shingles fasteners. The abutting plank must be positioned and are spaced a maximum of/4 inch (6.4 mm) apart, leaving fastened into place ensuring that the lower edges of the a minimum side lap of 11/2 inches (38 mm) between the two planks align. The metal device must be located joints of successive courses. Fasteners must be spaced a centrally over the vertical joint. minimum of 3/4 inch (19 mm) and a maximum of 1 inch • ESR-2290 I Most Widely Accepted and Trusted Page 3 of 27 (25.4 mm) from shingle edges and must be positioned to 5.0 CONDITIONS OF USE be covered a nominal 1 /4 inches by the succeeding The HardieShingle."" (New HardieShingle®) panels, shingle course; for 12-inch-wide (305 mm) shingles, the HardiePlank."" (Cemplank®, Prevail."" and RFC®) lap third nail (see Table 14) must be installed mid-span of the siding, Artisan® Lap Siding, and HardieShingle T"" (New shingle. Nails must secure shingles but must not be HardieShingle®) individual shingles described in this report over-driven. Trim and corners must be installed and the comply with, or are suitable alternatives to what is shingles must be finished in accordance with the specified in,those codes listed in Section 1.0 of this report, manufacturer's application instructions.A /8-inch(3.2 mm) subject to the following conditions: gap must be left at locations where the shingle butts against door and window trim and at internal or external 5.1 James Hardie® Building Products, Inc, products listed corners;such gaps must be flashed in accordance with the in this report must be installed in accordance with this applicable code, then caulked. Horizontal joints must be report and the manufacturer's published installation flashed with Z-flashing. instructions. In the event of a conflict between this 4.3 Fire-resistance-rated Wall Assembly (HardiePlankTM report and the manufacturer's instructions, this report governs. Lap Siding): The asymmetrical, load-bearing, one-hour fire-resistance- 5.2 HardieShingle (New ®HardieShingle®) panels , HardiePlank Cemplank , Prevail and RFC®) lap rated wall assembly must consist of nominally 2-by-4 wood siding, Artisan' Lap Siding, and HardieShingle."" studs spaced a maximum of 24 inches (610 mm) on (New HardieShingle®) individual shingles must be center, with two top plates and a single bottom plate. One installed on exterior walls braced in accordance the layer of 5/8-inch-thick (15.9), Type X, gypsum wallboard applicable code. complying with ASTM C36 or ASTM C1396, 48 inches (1219 mm) wide, must be applied vertically to the interior 5.3 Design wind speeds applied to James Hardie®sidings face of the studs and secured with minimum 13/4-inch-long described in this report must be determined in (44 mm) cup-head gypsum wallboard nails, spaced accordance with the applicable code and must be less 7 inches (178 mm) on center at board edges and than those shown in the wind speed tables in this intermediate framing members. All board joints must be report. backed by framing. The 5/8-inch-thick (15.9 mm), Type X, 5.4 The sidings must be installed over a code-complying gypsum wallboard joints and nail heads must be finished in water-resistive barrier and as noted in this report. accordance with ASTM C840 or GA216. The exterior face of the wall must be covered with one layer of/2-inch-thick 5.5 For use in fire-resistance-rated construction, (12.7 mm), Type X, water-resistant core treated gypsum installation must be in accordance with Section 4.3. sheathing complying with ASTM C36 or ASTM C1396 5.6 Flashing must be installed at all penetrations and and one layer of maximum 12-inch-wide (305 mm) terminations in accordance with the applicable code. HardiePlank•"" (Cemplank®, PrevailTM, and RFC®) lap siding lapped a minimum of 11/4 inches (32 mm). The 5.7 Under the 2015 or 2012 IBC, Section 1403.5, installation on exterior walls of buildings of Type I, II, /2-inch-thick (12.7 mm), Type X, water-resistant core- III, and IV construction is limited to buildings that are treated gypsum sheathing must be applied vertically to the not greater than 40 feet in height above grade plane exterior side of the framing members with vertical edges and that feature a combustible water-resistive barrier. staggered 24 inches (610 mm) from the joints on the opposite side.All board joints must be backed by framing. 5.8 The products are manufactured at the following The 1/2-inch-thick (12.7 mm), Type X, water-resistant locations,with quality control inspections by ICC-ES: core-treated gypsum sheathing must be fastened to the • Cleburne,Texas framing members with 13/4-inch-long (44 mm)roofing nails spaced 7 inches (178 mm) on center in the field and 4 • Peru, Illinois inches (102 mm) on center along the perimeter of each • board.The outer layer of 5/16-inch-thick(7.5 mm), minimum Plant City,Florida 12-inch-wide (305 mm) HardiePlank•"" (Cemplank®, • Pulaski,Virginia PrevailTM, and RFC®) lap siding must be applied over • Sparks, Nevada the 1/rinch-thick (12.7 mm), Type X, water-resistant core-treated gypsum sheathing by attaching 11/2-inch-wide • Tacoma,Washington (38 mm) HardiePlank."" (Cemplank®, PrevailTM, and RFC®) • Waxahachie,Texas starter strips through the gypsum sheathing into the bottom plate and 12-inch-wide (305 mm) HardiePlank•"" • Fontana,California (Cemplank®, PrevailTM, and RFC®) lap siding applied • Summerville,South Carolina horizontally with a minimum nominally 11/4-inch head lap, and fastening with a single 6d corrosion-resistant common 6.0 EVIDENCE SUBMITTED nail driven through the lapped planks into each stud. Data in accordance with the ICC-ES Acceptance Criteria The axial load must be the lesser of the following, for Fiber Cement Siding Used as Exterior Wall Siding provided structural consideration for axial, flexural and (AC90), dated June 2012 (editorially revised September bearing perpendicular-to-grain stresses is in accordance 2015). with ANSI/AWC NDS-2015 for the 2015 IBC and IRC; 7.0 IDENTIFICATION ANSI/AF&PA NDS-2010 for the 2012 IBC or IRC (-2005 for the 2009 and 2006 IBC or IRC): Pallets of the JamesHardie® Building Products, Inc., HardieShingleTM (New HardieShingle®) panels, 1. Maximum 100 percent of full allowable axialHardiePlank•"" (Cemplank®, PrevailTM, and RFC®) lap compressive design load permitted for the wood siding, Artisan® Lap Siding, and HardieShingleTM (New species. HardieShingle®) individual shingles must carry a label 2. Maximum allowable wood axial stress of 0.78 Fc,which bearing the manufacturer's name and telephone number, must not exceed 0.78 Pc at a slenderness ratio le/d the product name, the name of the inspection agency, of 33. ICC-ES,and the evaluation report number(ESR-2290). • ESR-2290 I Most Widely Accepted and Trusted Page 4 of 27 TABLE 1-STANDARD NOMINAL PANEL, PLANK AND SHINGLE DIMENSIONS PRODUCT WIDTH(INCHES) LENGTH THICKNESSES (INCHES) HardiePlank®la siding4,51/4,6,61/4,71/4,71/2,8, s P 81/4,91/4,91/2&12 12, 14 feet /16 Artisan®lap siding, 51/4,71/4,81/4 12,14 feet 5/8 Cemplank®lap siding 5'/4.6,6'/4 7'/a,7'/2,8, 12,14 feet 3/16 81/4,91/2&12 PrevailTM lap siding 5'/4,6,61/4,' 7'/a,71/2 8, 12,14 feet 5/16 8/4,9/2&12 RFC®lap siding 61/4,71/2,81/4,91/2&12 12,14 feet 5/16 New HardieShingle®5-inch exposure 48 14 inches 1/4 (square&staggered edge) New HardieShingle®7-inch exposure 48 151/4,15'/s inches 1/4 (square&staggered edge) HardieShingleTM'panel (square&staggered edge) 48 16 inches /4 HardieShingleM panel 48 16,19 inches 1/4 (half round) New HardieShingle®individual 31/2 41/2,51/2,7,83/4 14 inches 1/4 shingles 5-inch exposure New HardieShingle®individual 1 3 shingles 7-inch exposure 43/16,5/2,6/4,7/a,10, 15/4 inches 1/4 HardieShingleTM'individual shingles 6,8,&12 18 inches 1/4 For SI:1 inch=25.4 mm,1 ft=305 mm. TABLE 2-"K"and"R"VALUES FOR FIBER-CEMENT PRODUCTS PRODUCT THERMAL THERMAL ACTUAL THERMAL ACTUAL THERMAL THICKNESS' CONDUCTANCE' RESISTANCE1 CONDUCTANCE' RESISTANCE' (INCH) KEFF=(BTU/HR-FT2°F)IINCH R=1/KEFF (KEFF) (R) 114 1.95 0.51 7.80 0.13 5/16 2.07 0.48 6.62 0.15 For SI:1 inch=25.4 mm,1 Btu/h-ft2-°F=5.678 W/m2-K. 'Based on 1 inch of panel thickness. 2Actual value for panel thickness shown. • ESR-2290 I Most Widely Accepted and Trusted Page 5 of 27 TABLE 3—MAXIMUM BASIC WIND SPEED(3-second gust)(mph) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 2012 IBC IBC/IRC (Ultimate Design (Basic Wind Wind Seed, Speed,V4,9,9) V„„T'') EXPOSURE EXPOSURE FASTENER STUD BLDG. CATEGORY CATEGORY THICK FASTENER FRAME PRODUCT (IN.) TYPE SPACING TYPE' SPACING HEIGHT (IN.) (IN.) (FT.) BCDBCD Attached 0-15 126 85 - 163 110 HardieShingle 0'083 to'/16" (New shank wood 7/16'WSP 20 121 85 - 156 110 - HardieShingle®) 1/4 '0.187"HD 13.75 structural attached to Panel or half x11/2"long framing per (straightrin shank panel code 40 105 85 136 110 - round installation) nails sheathing only 60 95 - - 123 - - Attached 0.083" 0-15 105 85 - 136 110 to /16" HardieShingle TM(New shank 7/16"WSP HardieShingle®) , '0.187"HD wood attached to 20 105 136 - - Panel(staggered /' x 1'/2 long 13.75 structural framing per - - installation) ring shnk shpanel code 40 95 123 nailsonly 60 85 - - 110 - - Attached 0-15 158 143 130 204 185 168 0.090" to /16" HardieShingle shank 7/16"WSP wood 20 158 139 127 204 179 164 (New '0.215"HD attached to /4 8 structural - HardieShingle®) x1/2"long framing per Panel ring shank shpanel eathing code 40 152 130 120 196 168 155 nailsonly 60 143 124 115 185 160 148 0.090" Attached 0-15 172 156 142 222 201 183 to%18 HardieShingle TM shank 7/16"WSP (New '0.215"HD woodattachedto 20 172 151 138 222 195 178 /4 1 6 structural HardieShingle®) x 1'/2"long framing per Panel ring shank shpanel eath ng code 40 165 141 130 213 182 168 nailsonly 60 156 135 126 201 174 163 Nominal 0-15 168 137 116 217 177 150 0.083" 2x41 or HardieShingle"' shank Min.No. 20 168 137 116 217 177 150 (New1/4 '0.187"HD at each 20 ga.x 16 HardieShingle®) x 1 /2"long stud 3.62"x 40 168 126 105 217 163 136 Panel ring shank 1.375" — - nail2 Metal 60 158 116 105 204 150 136 C-stud . Nominal 0-15 147 105 85 190 136 110 0.083" 2x41 or HardieShingleTM shank Min.No. 20 137 100 85 177 129 110 (New '0.187"HD at each 20 ga.x HardieShingle®) /' x 11/2 long stud' 3.62"x 24 40 126 95 - 163 123 - Panel ring shank 1.375" nail2 Metal 60 116 89 - 150 115 - C-stud For SI:1 foot=305 mm,1 inch=25.4 mm,1 mph–0.44 m/s. 'Values are for species of wood having a specific gravity of 0.40 or greater. 2For application to metal framing members,fasteners must be ET&F Fastening Systems,Inc.ET&F Panelfast°nail,ET&F No.AGS-100-0150,head diameter=0.313 in.,shank diameter=0.100 in.,length=1.5 in.Metal studs must be maximum Fy=33 ksi. 3For application to ASTM C90 concrete masonry unit wall,fasteners must be either ET&F Fastening Systems,Inc.ET&F block nail(ET&F No.ASM-144-0125, head dia.=0.30 in.,shank dia.=0.14 in.,length=1.25 in.),Max System block nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.15 in., length=1.3 in.),Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter =0.30 in.,shank diameter=0.145 in.,length=1.25 in.)applied at the equivalent fastener or stud spacing. 'Wind speed design assumptions per Section 6.5,Method 2,of ASCE 7-05:I=1.0,Kx=1,lc,=0.85,GCp=0.18.,GCp=-1.4. 'For application to wood framing or wood-based sheathing,the minimum fastener penetration must be 1 inch into framing or the sheathing thickness as applicable. BV®:,a=nominal design wind speed. 7V„n=ultimate design wind speed. 8Wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 92015 and 2012 IBC Section 1609.3.1,Eqn.16-33, V„a=Vw,40.6 ESR-2290 I Most Widely Accepted and Trusted Page 6 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBCARC 2012 IBC (Basic Wind Speed, (Ultimate Design Vud3912) Wind Speed, V"n ) PRODUCT EXPOSURE EXPOSURE DIMENSION(IN.) FASTENER FASTENING FRAME STUD BUILDING CATEGORY CATEGORY PRODUCT _ e SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE' (IN.) (FT.) B C D B C D Min.No. 0-15 168 168 147 217 217 190 20 ga.x ET&F pin 20 168 168 147 217 217 190 HardiePlank® 5/76 4 0.100"'1.5" Face Nailed 3'62" 16 x 0.25"HO 1.375" 40 168 158 137 217 204 177 Metal C-stud 60 168 147 126 217 190 163 Min.No. 0-15 168 168 147 217 217 190 ET&F pin 20 ga.x 20 168 168 147 217 217 190 HardiePlank® 5/16 6 0.100"'1.5" Face Nailed 3'62" 16 x 0.25"HD 1.375" 40 168 158 137 217 204 177 Metal C-stud 60 168 147 126 217 190 163 Min.No. 0-15 168 168 147 217 217 190 ET&F pin 20 ga.x 20 168 168 137 217 217 177 HardiePlank® 5/16 61/4 0.100""1.5" Face Nailed 3'62" 16 x 0.25"HD 1.375" 40 168 158 137 217 204 177 Metal C-stud 60 168 147 126 217 190 163 Min.No. 0-15 168 158 126 217 204 163 20 ga.x ET&F pin 20 168 147 126 217 190 163 ® s 71/4 or 3.62"' HardiePlank /16 0.100"'1.5" Face Nailed137516 71/2 x 0.25"HD Metal 40 168 137 121 217 177 156 C-stud 60 168 126 116 217 163 150 Min.No. 0-15 168 147 126 217 190 163 ET&F pin 20 ga.x 20 168 147 126 217 190 163 HardiePlanke 5/16 8 0.100"'1.5" Face Nailed 3'62" 16 x 0.25"HD 1.375" 40 168 137 116 217 177 150 Metal -- C-stud 60 168 126 105 217 163 136 Min.No. 0-15 168 147 126 217 190 163 ET&F pin 20 ga.x 20 168 147 116 217 190 150 HardiePlank® 5/16 81/4 0.100"'1.5" Face Nailed 3'62" 16 x 0.25"HD 1'375" 40 168 131 116 217 169 150 Metal C-stud 60 158 126 105 204 163 136 Min.No. 0-15 168 137 116 217 177 150 20 ga.x 1 ET&F pin 20 168 137 116 217 177 150 o s 94 or 3.62"' HardiePlank /16 , 0.100".1.5" Face Nailed1.37516 91/2 x 025"HD Metal 40 158 126 105 204 163 136 C-stud 60 147 116 105 190 150 136 Min.No. 0-15 145 131 119 187 169 154 ET&F pin 20 ga.x 20 145 127 116 187 164 150 HardiePlank® 5/16 12 0.100"'1.5" Face Nailed 3'62" 16 x 0.25"HD 1'375" 40 139 119 110 179 154 142 Metal C-stud 60 131 114 106 169 147 137 Min.No. 0-15 160 137 116 207 177 150 ET&F pin 20 ga.x 20 160 137 116 207 177 150 HardiePlank® 5/,6 4 0.100"'1.5" Face Nailed 3'62" 24 x 0.25"HD 1.375" 40 154 121 105 199 156 136 Metal C-stud 60 145 116 100 187 150 129 Min.No. 0-15 160 137 116 207 177 150 ET&F pin 20 ga.x 20 160 137 116 207 177 150 HardiePlank® 5/16 6 0.100"'1.5" Face Nailed 3'62" 24 x 0.25"HD 1.375" 40 154 121 105 199 156 136 Metal C-stud 60 145 116 100 187 150 129 1 , ESR-2290 I Most Widely Accepted and Trusted Page 7 of 27 TABLE 4-MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design as12) WindS4peed, Vuu Vutt ) PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME CATEGORY CATEGORY TYPE METHOD' TYpE18 SPACING HEIGHT THICK. WIDTH (IN.) (FT.) B C D B C D Min.No. 0-15 160 137 116 207 177 150 ET&F pin 20 ga.x 20 160 126 110 207 163 142 HardiePlank 5/16 6'/4 0.100"'1.5" Face Nailed 3'62 24 x 0.25"HD 1.375" 40 147 121 105 190 156 136 Metal C-stud 60 137 116 95 177 150 123 Min.No. 0-15 160 116 100 207 150 129 20 ga.x ET&F pin 20 158 116 95 204 150 123 ® 6 71/4 or 3.62"' HardiePlank /,6 , 0.100"'1.5" Face Nailed 24 7/2 x 0.25"HD Meial 40 137 105 89 177 136 115 C-stud 60 126 95 89 163 123 115 Min.No. 0-15 160 116 95 207 150 123 ET&F pin 20 ga.x 20 158 116 95 204 150 123 HardiePlank 5/16 8 0.100"'1.5" Face Nailed 3'62 24 x 0.25"HD 1'375 40 137 105 89 177 136 115 Metal C-stud 60 126 95 85 163 123 110 Min.No. 0-15 158 116 95 204 150 123 ET&F pin 20 ga.x 20 158 105 95 204 136 123 HardiePlank® 5/16 81/4 0.100"'1.5" Face Nailed 3'62" 24 x 0.25"HD 1'375 40 137 100 85 177 129 110 Metal C-stud 60 126 95 85 163 123 110 Min.No. 0-15 147 105 85 190 136 110 20 ga.x ET&F pin 20 147 105 85 190 136 110 ® s 9/4 or 3.62"' HardiePlank® /16 , 0.100".1.5" Face Nailed1.37524 9/2 x 0.25"HD Metal 40 126 95 85 163 123 110 C-stud 60 126 95 - 163 123 - Min.No. 0-15 106 96 87 137 124 112 ET&F pin 20 ga.x 20 106 93 85 137 120 110 HardiePlank€ 5/16 12 0.100"'1.5" Face Nailed 3'62" 24 x 0.25"HD 1.375" 40 102 87 - 132 112 - Metal C-stud 60 96 - - 124 - - 0-15 158 126 105 204 163 136 ET&F pin Min.No. 20 158 121 100 204 156 129 HardiePlank 5/16 4 0.100".1.5" Blind Nailed 20 ga.x 16 - x 0.313"HD 3.62" 40 147 110 95 190 142 123 1.375" 60 137 105 95 177 136 123 0-15 158 126 105 204 163 136 ET&F pin Min.No. 20 158 121 100 204 156 129 HardiePlank€ 5/16 6 0.100"'1.5" Blind Nailed 20 ga.x 16 - x 0.313"HD 3'62" 40 147 110 95 190 142 123 1.375" 60 137 105 95 177 136 123 0-15 168 116 100 217 150 129 ET&F pin Min.No. 20 158 116 95 204 150 123 HardiePlank' 5/16 61/4 0.100"'1.5" Blind Nailed 20 ga.x 16 x 0.313"HD 3.62" 40 137 105 89 177 136 115 1.375" 60 126 100 85 163 129 110 0-15 147 105 85 190 136 110 Min.No. € s 71/4 or ET&F pin 20 ga.x 20 137 100 85 177 129 110 HardiePlank /16 0.100".1.5" Blind Nailed3.6216 71/_. /2 x 0.313"HD1.375" 40 121 89 - 156 115 - 60 110 85 - 142 110 - ESR-2290 I Most Widely Accepted and Trusted Page 8 of 27 TABLE 4-MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design V"w3,9,12) Wind Speed, V.1;21 PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION(IN.) FASTENER FASTENING FRAME CATEGORY CATEGORY TYPE PRODUCT 2 1'9 SPACING HEIGHT THICK. WIDTH TYPE METHOD (IN.) (FT.) B C D B C D 0-15 137 95 85 177 123 110 ET&F pin Min.No. 20 126 95 - 163 123 HardiePlank® 5/76 8 0.100°'1.5" Blind Nailed 20 ga.x 16 x 0.313"HD 3'62 40 116 85 - 150 110 - 1.375" 60 105 85 - 136 110 - 0-15 137 95 - 177 123 - ET&F pin Min.No. 20 126 95 - 163 123 HardiePlank® 5/16 81/4 0.100"'1.5" Blind Nailed 20 ga.x 16 x 0.313"HD 3'62 40 116 85 - 150 110 - 1.375" 60 105 - - 136 - - 0-15 158 110 95 204 142 123 ET&F pin Min.No. 20 147 105 85 190 136 110 HardiePlank° 5/16 4 0.100"'1.5" Blind Nailed 20 ga.x 24 x 0.313"HD 3.62" 40 126 95 85 163 123 110 1.375" 60 121 95 - 156 123 - 0-15 158 110 95 204 142 123 ET&F pin Min.No. 20 147 105 85 190 136 110 HardiePlank® 5/16 6 0.100°'1.5" Blind Nailed 20 ga.x 24 x 0.313"HD 3'62 40 126 95 85 163 123 110 1.375" 60 121 95 - 156 123 - 0-15 147 105 85 190 136 110 ET&F pin Min.No. 20 137 100 85 177 129 110 HardiePlank® 5/,0 61/4 0.100"'1.5" Blind Nailed 20 ga.x 24 x 0.313"HD 3'62 40 126 95 - 163 123 - 1.375" 60 105 89 - 136 115 - 0-15 137 95 85 177 123 110 Min.No. ® 5 71/4 or ET&F pin 20 ga.x 20 126 95 - 163 123 - HardiePlank /16 1 0.100"'1.5" Blind Nailed3.6224 7/2 x 0.313"HD1 375" 40 116 85 150 110 - 60 105 85 - 136 110 - 0-15 126 85 - 163 110 - ET&F pin Min.No. 20 116 85 - 150 110 - HardiePlank® 5/16 8 0.100"'1.5" Blind Nailed 20 ga.x 24 x 0.313"HD 3'62 40 100 - - 129 - - 1.375" 60 95 - - 123 - - 0-15 116 - - 150 - - ET&F pin Min.No. 20 105 - - 136 - - HardiePlank® 5/i5 8'/4 0.100"'1.5" Blind Nailed 20 ga.x 24 x 0.313"HD 3'62" 40 95 - - 123 - - 1.375" 60 85 - - 110 - - 0-15 170 170 158 219 219 204 Face Nailed 20 170 169 154 219 218 199 HardiePlank® 5/16 5.25 6d common Through 2X4o16 plank overlap 40 170 157 145 219 203 187 60 170 151 140 219 194 180 0-15 170 155 141 219 200 182 Face Nailed 20 170 151 138 219 195 178 HardiePlank® 5/,6 6.25 6d common Through 2X4o16 plank overlap 40 164 140 130 218 181 167 60 155 135 125 207 174 161 ESR-2290 I Most Widely Accepted and Trusted Page 9 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design aas Wind Speed, Vtl0 ) 1/"") PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION(IN.) FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT a = TYPE'e SPACING HEIGHT THICK. WIDTH TYPE METHOD (IN.) (FT.) B C D B C D 0-15 156 142 129 202 183 166 Face Nailed 20 156 138 126 202 178 162 HardiePlank® 5/16 7.25 6d common Through 2X4o16 plank overlap 40 150 128 118 193 165 153 60 142 123 114 183 159 147 0-15 153 139 126 197 179 163 Face Nailed 20 153 135 123 197 174 159 HardiePlank® 5/16 7.5 6d common Through 2X4o16 plank overlap 40 147 125 116 190 162 150 60 139 120 112 179 155 144 0-15 147 134 121 190 172 157 Face Nailed 20 147 130 118 190 168 153 HardiePlank® 5/16 8 6d common Through 2X4o16 plank overlap 40 141 121 111 182 156 144 60 134 116 108 172 150 139 0-15 145 131 119 187 169 154 Face Nailed 20 145 127 116 187 165 150 HardiePlank® 5/16 8.25 6d common Through Woad 16 plank overlap 40 139 119 110 179 153 141 60 131 114 106 169 147 136 0-15 135 123 111 175 158 144 Face Nailed 20 135 119 109 175 154 141 HardiePlank® 5/16 9.25 6d common Through 2X4o16 plank overlap 40 130 111 102 168 143 132 60 123 106 99 158 137 128 0-15 133 121 110 172 156 142 Face Nailed 20 133 117 107 172 152 138 HardiePlank 5/16 9.5 6d common Through 2X4o16 plank overlap 40 128 109 101 165 141 130 60 121 105 97 156 135 126 0-15 156 142 129 201 183 166 Face Nailed 20 156 138 126 201 178 162 HardiePlank® 5/16 5.25 6d common Through 2X4o24 plank overlap 40 150 128 118 193 165 153 60 142 123 114 183 159 147 0-15 140 127 115 180 164 149 Face Nailed 20 140 123 112 180 159 145 HardiePlank® 5/16 6.25 6d common Through 2X4 24 plank overlap WOOd 40 134 115 106 173 148 137 60 127 110 102 164 142 132 0-15 127 116 105 165 149 136 Face Nailed 20 127 112 103 165 145 132 HardiePlank® 5/16 7.25 6d common Through 2X4o24 plank overlap 40 122 105 97 158 135 125 60 116 100 93 149 130 120 0-15 125 113 103 161 146 133 Face Nailed 20 125 110 100 161 142 130 HardiePlank® 5/16 7.5 6d common Through Woad 24 plank overlap 40 120 102 95 155 132 122 60 113 98 91 146 127 118 e. ESR-2290 I Most Widely Accepted and Trusted Page 10 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design Wind Speed, Vuea,o,lz) V1a1o.11) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION(IN.) FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT a z 1 e SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE' (IN.) (FT.) B C D B C D 0-15 120 109 99 155 141 128 Face Nailed 20 120 106 97 155 137 125 HardiePlank® 5/16 8 6d common Through 2X4o24 plank overlap 40 115 99 91 149 127 117 60 109 95 88 141 122 113 0-15 118 107 97 152 138 126 Face Nailed 20 118 104 95 152 134 123 HardiePlank® 5/16 8.25 6d common Through 2X4o24 plank overlap 40 113 97 89 146 125 115 60 107 93 86 138 120 111 0-15 110 100 91 142 129 117 Face Nailed 20 110 97 89 142 126 115 HardiePlank® 5/16 9.25 6d common Through 2X4o24 — plank overlap 40 106 91 - 137 117 - 60 100 87 - 129 112 - 0-15 109 99 90 140 127 116 Face Nailed 20 109 96 87 140 124 113 HardiePlank® 5/16 9.5 6d common Through 2X4o24 plank overlap 40 104 89 - 135 115 - 60 99 85 - 127 110 - 0-15 170 170 170 219 219 219 Face Nailed 20 170 170 170 219 219 219 HardiePlank® 5/16 5.25 8d common Through 2X4o16 plank overlap 40 170 170 170 219 219 219 60 170 170 170 219 219 219 0-15 170 170 170 219 219 219 Face Nailed 20 170 170 170 219 219 219 HardiePlank° 5/16 6.25 8d common Through 2X4 16 plank overlap Wood 40 170 170 161 219 219 208 60 170 168 156 219 217 201 0-15 170 170 160 219 219 207 Face Nailed 20 170 170 157 219 219 203 HardiePlank® 5/16 7.25 8d common Through 2X4o16 plank overlap 40 170 160 147 219 207 190 60 170 153 142 219 198 183 0-15 170 170 157 219 219 203 Face Nailed 20 170 168 154 219 217 199 HardiePlank' 5/16 7.5 8d common Through 2X4 16 plank overlap wood 40 170 157 145 219 203 187 60 170 150 139 219 194 179 0-15 170 167 151 219 216 195 Face Nailed 20 170 162 148 219 209 191 HardiePlank® 5/16 8 8d common Through Wood 16 plank overlap 40 170 151 139 219 195 179 60 167 144 134 216 186 173 0-15 170 164 149 219 212 192 Face Nailed 20 170 159 145 219 205 187 HardiePlank® 5/16 8.25 8d common Through 2X4o16 plank overlap 40 170 148 137 219 191 177 60 164 142 132 212 183 170 ESR-2290 I Most Widely Accepted and Trusted Page 11 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design 3a�x Wind Speed, Voa'' ) V„ft"'') PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME CATEGORY CATEGORY TYPE4 METHOD2 TyPE1'8 SPACING HEIGHT THICK. WIDTH (IN.) (FT.) B C D B C D 0-15 169 153 139 218 198 179 Face Nailed 20 169 149 136 218 192 176 HardiePlank° 5116 9.25 8d common Through Woad 16 plank overlap 40 162 138 128 209 178 165 60 153 133 123 198 172 159 0-15 166 151 137 214 195 177 Face Nailed 20 166 146 134 214 188 173 HardiePlank° 5/16 9.5 8d common Through 2X4o16 plank overlap 40 159 136 126 205 176 163 60 151 131 121 195 169 156 0-15 160 145 132 207 187 170 Face Nailed 20 160 141 129 207 182 167 HardiePlank® 'I,6 5.25 8d common Through 2X4 24 plank overlap WOOd 40 154 131 121 199 169 156 60 145 126 117 187 163 151 0-15 160 145 132 207 187 170 Face Nailed 20 160 141 129 207 182 167 HardiePlank° 5/16 6.25 8d common Through 2X4 24 plank overlap wood40 154 131 121 199 169 156 60 145 126 117 187 163 151 0-15 159 144 131 205 186 169 Face Nailed 20 159 140 128 205 181 165 HardiePlank° 5/16 7.25 8d common Through 2X4o24 plank overlap 40 153 130 120 198 168 155 60 144 125 116 186 161 150 0-15 156 141 128 201 182 165 Face Nailed 20 156 137 125 201 177 161 HardiePlank® 5/,6 7.5 8d common Through 2X4o24 plank overlap 40 150 128 118 194 165 152 60 141 123 114 182 159 147 0-15 150 136 123 194 176 159 Face Nailed 20 150 132 121 194 170 156 HardiePlank° 5/18 8 8d common Through 2X4 24 plank overlap wood 40 144 123 113 186 159 146 60 136 118 109 176 152 141 0-15 147 134 121 190 173 156 Face Nailed 20 147 130 118 190 168 152 HardiePlank° 5/16 8.25 8d common Through 2X4 24 plank overlap WO°d 40 141 121 111 182 156 143 60 134 116 108 173 150 139 0-15 138 125 113 178 161 146 Face Nailed 20 138 121 111 178 156 143 HardiePlank° 5/16 9.25 8d common Through 2X4o24 plank overlap 40 132 113 104 170 146 134 60 125 108 101 161 139 130 0-15 136 123 112 176 159 145 Face Nailed 20 136 120 109 176 155 141 HardiePlank° 5/16 9.5 8d common Through 2X4o24 plank overlap 40 130 111 103 168 143 133 60 123 107 99 159 138 128 ESR-2290 I Most Widely Accepted and Trusted Page 12 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design V„.1".") Wind Speed, v.„".") PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION(IN.) FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT 4 z 1 a SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE (IN.) (FT.) B C D B C D No.8-18, Min.No. 0-15 168 168 137 217 217 177 1-5/8"long x 20 ga.x 20 168 158 137 217 204 177 HardiePlank® 5/16 4 0.323"HD Face 3.62"' 16 ribbed bugle Screwed 1.375" 40 168 147 131 217 190 169 head screw Metal C- stud 60 168 137 126 217 177 163 0-15 168 168 137 217 217 177 No.8-18, 15/8 long x Min.No. 20 168 158 137 217 204 177 Face ga. HardiePlank® 5/16 6 0.323"HD Screwed 20 3.62"x 16 ribbed bugle 1 375„ 40 168 147 131 217 190 169 head screw 60 168 137 126 217 177 163 0-15 168 168 137 217 217 177 No.8-18, ® 5 , 15/8 long x Face 20 ga.x 20 168 158 137 217 204 177 HardiePlank /16 6/4 0.323"HD Screwed 3.62"' 16 ribbed bugle 1 375„ 40 168 147 126 217 190 163 head screw 60 168 137 121 217 177 156 0-15 168 147 126 217 190 163 No.8-18, ® s 71/4 or 1 5/8 long x Face 20ngallo..x 20 168 147 121 217 190 156 HardiePlank /16 71/2 0.323"HD Screwed 3.62"" 16 ribbed bugle 1.375" 40 168 131 116 217 169 150 head screw 60 168 126 105 217 163 136 0-15 168 147 126 217 190 163 No.8-18, ® 5 15/8"long x Face 20 ga.x 20 168 147 121 217 190 156 Hardieplank® /,b 8 0.323"HD Screwed 3.62"' 16 ribbed bugle 1 375„ 40 168 131 116 217 169 150 head screw 60 158 126 105 204 163 136 0-15 168 147 126 217 190 163 No.8-18, 15/8"long x Min.No. 20 168 137 121 217 177 156 Face 20 ga. HardiePlank® 5/1 81/4 0.323"HD Screwed 3.62"X 16 ribbed bugle1 375„ 40 168 131 116 217 169 150 head screw 60 158 121 105 204 156 136 0-15 168 137 116 217 177 150 No.8-18, 1 1-518.long x Min.No. 20 168 131 110 217 169 142 ® s 9/4or Face 20 ga.x HardiePlank /16 9,/2 0.323"HD Screwed 3.62"' 16 ribbed bugle 1.375" 40 158 121 105 204 156 136 head screw 60 147 116 100 190 150 129 0-15 168 126 105 217 163 136 No.8-18, ® 15/8"long x Face 20 ga.x 20 168 121 95 217 156 123 HardiePlank /18 12 0.323"HD Screwed 3.62"' 16 ribbed bugle 1375" 40 137 110 95 177 142 123 head screw 60 137 105 89 177 136 115 0-15 160 137 116 207 177 150 No.8-18, 15/8 long x Min.No. 20 160 137 116 207 177 150 Face ga. HardiePlank" 5/,6 4 0.323"HD Screwed 23.62"x 24 ribbed bugle 1.375" 40 155 126 110 200 163 142 head screw 60 145 116 105 187 150 136 0-15 160 137 116 207 177 150 No.8-18, 15/6 long x Min.No. 20 160 137 116 207 177 150 e 5 Face 20 ga.x HardiePlank /16 6 0.323"HD Screwed 3.62"' 24 ribbed bugle 1 375„ 40 154 126 110 199 163 142 head screw 60 145 116 105 187 150 136 r ' ESR-2290 I Most Widely Accepted and Trusted Page 13 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design V..3'9'12 Wind Speed, PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME CATEGORY CATEGORY METHOD' TYPE1'8 SPACING HEIGHT TYPE` THICK. WIDTH (IN.) (FT.) B C D B C D 0-15 160 145 116 207 187 150 No.8-18,1- 5/8"long x Min.No. 20 160 141 110 207 182 142 HardiePlank® 5/16 61/4 0.323"HD Face 20 ga.x 24 ribbed bugle Screwed 3.62"' 40 154 131 105 199 169 136 head screw 1.375" 60 145 126 100 187 163 129 0-15 160 126 105 207 163 136 No.8-18,1- - ® s 71/4 or 5/8"long x Face 20nga.x No. 20 160 121 105 207 156 136 HardiePlank /16 71/z 0.323"HD Screwed 3.62"' 24 ribbed bugle 1 375„ 40 147 110 95 190 142 123 head screw 60 137 105 95 177 136 123 0-15 160 126 105 207 163 136 No.8-18,1- 5/a"long x Min.No. 20 160 121 100 207 156 129 Face ga. HardiePlank® 5/,s 8 0.323"HD Screwed 23.62"X 24 ribbed bugle 1.375" 40 147 110 95 190 142 123 head screw 60 137 105 89 177 136 115 0-15 160 121 105 207 156 136 No.8-18,1- 5/8"long x Min.No. 20 160 121 100 207 156 129 HardiePlank® 5/16 81/4 0.323"HD Face 20 ga.x 24 ribbed bugle Screwed 3.62"' 40 137 105 95 177 136 123 head screw 1.375" 60 131 100 89 169 129 115 0-15 158 116 95 204 150 123 No.8-18,1- 5/8"long x Min.No. 20 158 110 95 204 142 123 ® s 91/4 or Face 20 ga.x HardiePlank /16 91/z 0.323"HD Screwed 3.62"' 24 ribbed bugle 1.375" 40 137 100 89 177 129 115 head screw 60 126 95 85 163 123 110 0-15 163 148 134 210 191 173 No.11 Blind Nailed 20 163 143 131 210 185 169 HardiePlank® 5/16 5.25 1 25 song Through top 2 x 4 16 roofing nail edge of plank 40 156 133 123 202 172 159 60 148 128 119 191 165 154 0-15 146 132 120 188 171 155 No.11 Blind Nailed 20 146 128 117 188 166 151 HardiePlank® 5/16 6.25 1.25"gong Through top 2 x 4 16 lroofing nail edge of plank 40 140 119 110 180 154 142 60 132 115 106 171 148 137 0-15 133 121 110 172 156 142 No.11 Blind Nailed 20 133 117 107 172 151 138 HardiePlank® 5/t6 7.25 gauge, Through top 2 x 4 16 1.25'long edge of plank 40 128 109 101 165 141 130 roofing nail g 60 121 105 97 156 135 126 0-15 130 118 107 168 152 138 No.11 Blind Nailed 20 130 115 105 168 148 135 HardiePlank® 5/16 7.5 1.25"gong Through top 2 x 4 16 lroofing nail edge of plank 40 125 107 99 161 138 127 60 118 102 95 152 132 123 0-15 125 114 103 162 147 133 No.11 Blind Nailed 20 125 110 101 162 143 130 HardiePlank® Si16 8 1 25""gong Through top 2 x 4 16 roofing nail edge of plank 40 120 103 95 155 133 122 60 114 99 91 147 127 118 c ESR-2290 I Most Widely Accepted and Trusted Page 14 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design 3972 ultWind Speed, V.d ) v.".1) PRODUCT EXPOSURE EXPOSURE DIMENSION(IN.) FASTENER FASTENING FRAME STUD BUILDING CATEGORY CATEGORY PRODUCTTYPE` METHOD= TYpE�'8 SPACING HEIGHT THICK. WIDTH (IN.) (FT.) B C D B C D 0-15 123 112 101 159 144 131 No.11 Blind Nailed 20 123 108 99 159 140 128 HardiePlank® 5/16 8.25 1.25"gong Through top 2 x 4 16 lroofing nail edge of plank 40 118 101 93 152 130 120 60 112 97 90 144 125 116 0-15 115 104 95 148 135 122 No.11 Blind Nailed 20 115 101 93 148 131 119 HardiePlank® 5/16 9.25 1.25"gong Through top 2 x 4 16 roofing nail edge of plank 40 110 94 87 142 122 112 60 104 90 - 135 117 - 0-15 113 103 93 146 133 121 No.11 gauBlind Nailed 20 113 100 91 146 129 118 HardiePlank® 5/16 9.5 1.25" 9ong Through top 2 x 4 16 - roofing nail edge of plank 40 109 93 86 140 120 111 60 103 89 - 133 115 107 0-15 133 121 110 172 156 141 No.11 Blind Nailed 20 133 117 107 172 151 138 HardiePlank® 5/16 5.25 gauge, Through top 2 x 4 24 1'25"long edge of plank 40 128 109 101 165 141 130 roofing nail g _ 60 121 105 97 156 135 125 0-15 119 108 98 153 139 126 No.11 Blind Nailed 20 119 105 96 153 135 124 HardiePlank® 5/16 6.25 1 25 gong Through top 2 x 4 24 roofing nail edge of plank 40 114 98 90 147 126 116 60 108 94 87 139 121 112 0-15 108 98 89 140 127 115 No.11 Blind Nailed 20 108 96 87 140 123 113 HardiePlank® 5/16 7.25 gauge, Through top 2 x 4 24 1.25"long edge of plank 40 104 89 - 134 115 - roofing nail g 60 98 85 - 127 110 - 0-15 106 96 88 137 125 113 No.11 Blind Nailed 20 106 94 86 137 121 110 HardiePlank® 5h6 7.5 1 25 gong Through top 2 x 4 24 edge of plank 40 102 87 132 113 roofing nail 60 96 - - 125 108 - 0-15 102 93 - 132 120 - No.11 Blind Nailed 20 102 90 - 132 116 - HardiePlank° 5/16 8 1 25 gong Through top 2 x 4 24 roofing nail edge of plank 40 98 127 60 93 - - 120 - - 0-15 100 91 - 129 117 - No.11 Blind Nailed 20 100 88 - 129 114 - HardiePlank® 5/16 8.25 1 25""gong Through top 2 x 4 24 roofing nail edge of plank 40 96 124 60 91 - - 117 - - 0-15 94 85 - 121 110 - No.11 Blind Nailed 20 94 - - 121 107 - HardiePlane 5/16 9.25 1 25 gong Through top 2 x 4 24 roofing nail edge of plank 40 90 116 - 60 85 - - 110 - - ESR-2290 I Most Widely Accepted and Trusted Page 15 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBCARC 2012 IBC (Basic Wind Speed, (Ultimate Design ac�z Wind Speed, Vaaa ' ) v.„1°.1) PRODUCT EXPOSURE EXPOSURE DIMENSION(IN.) FASTENER FASTENING FRAME STUD BUILDING CATEGORY CATEGORY PRODUCTTYPE4 METHOD2 TYpE18 SPACING HEIGHT THICK. WIDTH (IN.) (FT.) B C D B C D 0-15 93 - - 119 - - No.11 Blind Nailed 20 93 - - 119 - - HardiePlanke 5/16 9.5 1 2 uge,g Through top 2 x 4 24 roofing nail edge of plank 40 89 - - 115 - - 60 - - - - - 0-15 170 170 166 219 219 214 No.11 Blind Nailed 20 170 170 162 219 219 209 HardiePlanke 5/16 5.25 guage,1.75 Through top 2 x 4 16 inch long edge of plank 40 170 165 153 219 213 197 roofing Nail 60 170 158 147 219 205 190 0-15 170 164 149 219 211 192 No.11 Blind Nailed 20 170 159 145 219 205 187 HardiePlank® 5/16 6.25 guage,1.75 Through top 2 x 4 16 inch long roofing Nail edge of plank 40 170 148 137 219 191 176 60 164 s 142 132 211 183 170 0-15 164 149 136 212 193 175 No.11 Blind Nailed 20 164 145 132 212 187 171 HardiePlank® 5/16 7.25 guage,1.75 Through top 2 x 4 16 inch long roofing Nail edge of plank 40 158 135 125 204 174 161 60 149 129 120 193 167 155 0-15 161 146 133 208 189 172 No.11 Blind Nailed 20 161 142 130 208 183 167 HardiePlank® 5/16 7.5 guage,1.75 Through top 2 x 4 16 inch long edge of plank 40 155 132 122 200 171 158 roofing Nail g 60 146 127 118 189 164 152 0-15 155 141 128 200 182 165 No.11 Blind Nailed 20 155 137 125 200 176 161 HardiePlank® 5/16 8 guage,1.75 Through top 2 x 4 16 inch long edge of plank 40 149 127 117 192 164 152 roofing Nail 60 141 122 113 182 157 146 0-15 152 138 126 197 178 162 - No.11 T Blind Nailed 20 152 134 123 197 173 158 HardiePlank® 5/16 8.25 guage,1.75 Through top 2 x 4 16 inch long edge of plank 40 146 125 115 189 161 149 roofing Nail 60 138 120 111 178 155 144 0-15 142 129 117 184 167 152 No.11 Blind Nailed 20 142 126 115 184 162 148 HardiePlanke 5/16 9 25 guage,1.75 Through top 2 x 4 16 inch long edge of plank 40 137 117 108 176 151 139 roofing Nail g 60 129 112 104 167 145 134 0-15 140 127 116 181 164 149 No.11 Blind Nailed 20 140 124 113 181 160 146 HardiePlank' 5/16 9.5 guage, Through top 2 x 4 16 40 135 115 106 174 148 137 roofing Nail edge of plank 60 127 110 102 164 142 132 0-15 164 149 136 212 193 175 No.11 Blind Nailed 20 164 145 132 212 187 171 HardiePlanke 5/16 5 25 guage,1.75 Through top 2 x 4 24 inch long roofing Nail edge of plank 40 158 135 125 204 147 161 60 149 129 120 193 167 155 1 ESR-2290 I Most Widely Accepted and Trusted Page 16 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design Wind Speed, Va.a'39'1x) Vu,t1") PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME CATEGORY CATEGORY TYPE METHOD TYPE1'8 SPACING HEIGHT THICK. WIDTH (IN.) (FT.) B C D B C D 0-15 147 134 121 190 172 157 No.11 Blind Nailed 20 147 130 118 190 168 153 HardiePlank® 5/16 6.25 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 141 121 111 182 156 144 roofing Nail 60 134 116 108 172 150 139 0-15 134 122 111 173 157 143 No.11 Blind Nailed 20 134 118 108 173 153 140 HardiePlank5 5/16 7.25 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 129 110 102 166 142 131 roofing Nail 60 122 106 98 157 136 127 0-15 132 119 109 170 154 140 No.11 Blind Nailed 20 132 116 106 170 150 137 HardiePlank° 5116 7 5 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 126 108 100 163 139 129 roofing Nail 60 119 104 96 154 134 124 0-15 127 115 104 163 148 135 No.11 Blind Nailed 20 127 112 102 163 144 132 HardiePlank® 5/16 8 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 122 104 96 157 134 124 roofing Nail g 60 115 100 93 148 129 120 0-15 124 113 102 161 146 132 No.11 Blind Nailed 20 124 110 100 161 142 129 HardiePlank® 5/16 8.25 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 119 102 94 154 132 122 roofing Nail _ 60 113 98 91 146 126 117 0-15 116 106 96 150 136 124 No.11 Blind Nailed 20 116 103 94 150 133 121 HardiePlank® 5/16 9 25 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 112 95 88 144 123 114 roofing Nail 60 106 92 85 136 118 110 0-15 114 104 94 148 134 122 No.11 Blind Nailed 20 114 101 92 148 130 119 HardiePlank® 5/16 g 5 guage,1.75 Through top 2 x 4 24 inch long edge of plank 40 110 94 87 142 121 112 roofing Nail 60 104 90 - 134 116 - No.8 x 11/, Min.No. 0-15 168 168 137 217 217 177 in.long x 20 ga.x 20 168 158 137 217 204 177 HardiePlank® 5/76 q 0.375 in. Blind 3.62"x 16 HD ribbed Screwed 1.375" 40 168 147 126 217 190 163 waferhead Metal C- screws stud 60 168 137 121 217 177 156 No.8 x 11/4 Min.No. 0-15 168 168 137 217 217 177 in.long x 20 ga.x 20 168 158 137 217 204 177 HardiePlank® 5/16 6 0.375 in. Blind 3.62"x 16 HD ribbed Screwed 1.375" 40 168 147 126 217 190 163 waferhead Metal C- screws stud 60 168 137 121 217 177 156 No.8 x11/4 Min.No. 0-15 168 158 142 217 204 183 in.long x 20 ga.x 20 168 158 131 217 204 169 HardiePlank 5/16 61/, 0.375 in. Blind 3.62"x 16 HD ribbed Screwed 1.375" 40 168 147 126 217 190 163 waferhead Metal C- screws stud 60 158 137 121 204 177 156 r ESR-2290 I Most Widely Accepted and Trusted Page 17 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design V�3°,1z) Wind Speed, 10.11) Vutt PRODUCT EXPOSURE EXPOSURE DIMENSION(IN.) FASTENER FASTENING FRAME STUD BUILDING CATEGORY CATEGORY PRODUCTTYPE4 METHOD2 TYpE1•° SPACING HEIGHT THICK. WIDTH (IN.) (FT.) B C D B C D No.8 x11/, Min.No. 0-15 168 152 126 217 196 163 in.long x 20 ga.x o s 71/,or 0.375 in. Blind 3.62"x 20 168 147 116 217 190 150 HardiePlank /16 71/2 HD ribbed Screwed 1.375" 16 waferhead Metal C- 40 168 137 116 217 177 150 screws stud 60 158 126 110 204 163 142 No.8 x11/4 Min.No. 0-15 168 147 116 217 190 150 in.long x 20 ga.x 20 168 137 116 217 177 150 HardiePlank® 5/16 8 0.375 in. Blind 3.62"x 16 HD ribbed Screwed 1.375" 40 158 126 105 204 163 136 waferhead Metal C- screws stud 60 147 121 105 190 156 136 No.8 x11/4 Min.No. 0-15 168 142 121 217 183 156 in.long x 20 ga.x 20 168 137 116 217 177 150 HardiePlank® 5/16 8114 0.375 in. Blind 3.62"x 16 HD ribbed Screwed 1.375" 40 158 126 110 204 163 142 waferhead Metal C- _ screws stud 60 147 116 105 190 150 136 No.8 x 1114 Min.No. 0-15 168 137 116 217 177 150 in.long x 20 ga.X 1 20 168 126 105 217 163 136 HardiePlank® 5/78 91/4or or 0 .375 in. Blind 3.62"x 16 91/2 HD ribbed Screwed 1.375" 40 158 116 105 204 150 136 waferhead Metal C- screws stud 60 137 110 100 177 142 129 No.8 x11/4 Min.No. 0-15 160 137 116 207 177 150 in.long x 20 ga.x 20 160 131 110 207 169 142 ® s 0.375 in. Blind 3.62"x HardiePlank® /16 4 HD ribbed Screwed 1.375" 24 waferhead Metal C- 40 152 121 105 196 156 136 screws stud 60 145 116 100 187 150 129 No.8 x11/4 Min.No. 0-15 160 137 116 207 177 150 in.long x 20 ga.x 20 160 131 110 207 169 142 HardiePlank' 5/16 6 0.375 in. Blind 3.62"x 24 HD ribbed Screwed 1.375" 40 152 121 105 196 156 136 waferhead Metal C- ...__ screws stud 60 145 116 100 187 150 129 No.8 x11/4 Min.No. 0-15 160 137 116 207 177 150 in.long x 20 ga.x 20 160 131 105 207 169 136 HardiePlank' 5/16 6114 0.375 in. Blind 3.62"x 24 HD ribbed Screwed 1.375" 40 154 121 105 199 156 136 waferhead Metal C- screws stud 60 145 116 100 187 150 129 No.8 x11/4 Min.No. 0-15 160 126 105 207 163 136 In.long x 20 ga.x 1 20 160 116 100 207 150 129 HardiePlank' 5/18 71/,or 0.375 in. Blind 3.62"x 24 71/2 HD ribbed Screwed 1.375" 40 147 105 89 190 136 115 waferhead Metal C- screws stud 60 137 89 89 177 115 115 No.8 x 11/4 Min.No. 0-15 160 121 100 207 156 129 in.long x 20 ga.x 20 158 116 100 204 150 129 HardiePlank' 5/t6 8 0.375 in. Blind 3.62"x 24 HD ribbed Screwed 1.375" 40 142 105 89 183 136 115 waferhead Metal C- screws stud 60 131 100 89 169 129 115 No.8 x11/4 Min.No. 0-15 160 121 100 207 156 129 in.long x 20 ga.x 20 158 116 100 204 150 129 HardiePlank' 5/16 81/4 0.375 in. Blind 3.62"x 24 HD ribbed Screwed 1.375" 40 142 105 89 183 136 115 waferhead Metal C- . screws stud 60 126 100 89 163 129 115 ESR-2290 I Most Widely Accepted and Trusted Page 18 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design acls Wind Speed, V.,a" ) V06"'11) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION(IN.) FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT 'a SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE (IN) (FT.) B C D B C D No.8 x11/4 Min.No. 0-15 158 116 95 204 150 123 in.long x 20 ga.x ® s 91/4 or 0.375 in. Blind 3.62"x 20 147 105 89 190 136 115 HardiePlank /1s 91/z HD ribbed Screwed 1.375" 24 waferhead Metal C- 40 131 95 85 169 123 110 screws stud 60 121 89 85 156 115 110 6d-2 inch 0-15 141 128 116 182 165 150 long X 0.093 inch Blind Nailed 20 141 124 114 182 160 147 HardiePlank® 5/16 5.25 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 135 116 107 174 150 138 head diameter 60 128 111 103 165 143 133 siding nail 6d-2 inch 0-15 126 114 104 163 147 134 long X 0.093 inch Blind Nailed 20 126 111 102 163 143 132 HardiePlank" 5/16 6.25 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 121 103 96 156 133 124 head diameter 60 114 99 92 147 128 119 siding nail _ 6d-2 inch 0-15 115 104 95 148 134 123 long X 0.093 inch Blind Nailed 20 115 102 93 148 132 120 HardiePlank® 5/16 7.25 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 110 94 87 142 121 112 head diameter 60 104 91 - 134 117 - siding nail 6d-2 inch 0-15 113 102 93 146 132 120 long X 0.093 inch Blind Nailed 20 113 99 91 146 128 117 HardiePlank`°' 5/16 7 5 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 108 93 85 139 120 110 head diameter 60 102 89 - 132 115 - siding nail 6d-2 inch 0-15 109 99 90 141 128 116 long X __ 0.093 inch Blind Nailed 20 109 96 87 141 124 112 HardiePlanke 5/16 8 shank X Through top 2 x 4 16 - 0.222 inch edge of plank wood 40 104 89 134 115 - head diameter 60 99 85 - 128 110 - siding nail 6d-2 inch 0-15 107 97 88 138 125 114 long X 0.093 inch Blind Nailed 20 107 94 86 138 121 111 HardiePlank® 5/16 8.25 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 102 88 132 114 - head diameter 60 97 - - 125 - - siding nail 6d-2 inch 0-15 100 90 - 129 116 - long X 0.093 inch Blind Nailed 20 100 88 - 129 114 - HardiePlank® 5/16 9.25 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 96 - - 124 - - head diameter 60 90 - - 116 - - siding nail 6d-2 inch 0-15 98 89 - 127 115 - long X 0.093 inch Blind Nailed 20 98 87 - 127 112 - HardiePlank® 5/16 9.5 shank X Through top 2 x 4 16 0.222 inch edge of plank wood 40 94 - - 121 - - head diameter 60 89 - - 115 - - siding nail 4 ' ESR-2290 I Most Widely Accepted and Trusted Page 19 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design v 3.9,u) Wind Speed, Vutl ) PRODUCT EXPOSURE EXPOSURE DIMENSION(IN.) FASTENER FASTENING FRAME STUD BUILDING CATEGORY CATEGORY PRODUCTs : 1,a SPACING HEIGHT THICK. WIDTH TYPE METHOD TYPE (IN.) (FT.) B C D B C D 6d-2 inch 0-15 115 104 95 148 134 123 long X 0.093 inch Blind Nailed 20 115 102 93 148 132 120 HardiePlank5 5/16 5 25 shank X Through top 2 x 4 24 0.222 inch edge of plank wood 40 110 94 87 142 121 112 head diameter 60 104 91 - 134 117 - siding nail 6d-2 inch 0-15 103 93 - 133 120 - long X 0.093 inch Blind Nailed 20 103 91 - 133 117 - HardiePlank® 5/16 6.25 shank X Through top 2 X 4 24 0.222 inch edge of plank wood 40 99 - - 128 - - head diameter 60 93 - - 120 - - siding nail 6d-2 inch 0-15 94 85 - 121 110 - long X 0.093 inch Blind Nailed 20 94 - 121 - - HardiePlank® 566 7.25 shank X Through top 2 x 4 24 0.222 inch edge of plank wood 40 90 - 116 - - head diameter 60 85 - - 110 - - siding nail 6d-2 inch 0-15 92 - - 119 - - long X 0.093 inch Blind Nailed 20 92 - - 119 - - HardiePlank® 5/16 7.5 shank X Through top 2 X 4 24 0.222 inch edge of plank wood 40 88 - - 114 - - head diameter 60 - - - - - - siding nail 6d-2 inch 0-15 89 - - 115 - - long X 0.093 inch Blind Nailed 20 89 - - 115 - - HardiePlank® 5/16 8 shank X Through top 2 X 4 24 0.222 inch edge of plank wood 40 85 - - 110 - - head diameter 60 - - - - - - siding nail 6d-2 inch 0-15 87 - - 112 - - long X 0.093 inch Blind Nailed 20 87 - - 112 - - HardiePlank® 5/16 8.25 shank X Through top 2 x 4 24 0.222 inch edge of plank wood 40 - - - - head diameter 60 - - - - - - siding nail 0-15 153 138 126 198 178 163 0.092" shank X face nailed 20 153 135 123 198 174 159 HardiePlank® 5/16 5_8.25 0.222"HD X through plank 2 x 4 16 – - 2.5"long overlap wood 40 146 125 116 188 161 150 galv.nail 60 138 120 112 178 155 145 0-15 143 130 118 185 168 152 0.092" shank X face nailed 20 143 126 115 185 163 148 HardiePlank® 5/16 9.25 0.222"HD X through plank Wood 16 2.5"long overlap 40 137 117 108 177 151 139 galv.nail 60 130 113 105 168 146 136 t ' ESR-2290 I Most Widely Accepted and Trusted Page 20 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBCIIRC and IBCIIRC,2006 IBCIIRC 2012 IBC (Basic Wind Speed, (Ultimate Design V".3,9,12) Wind Speed, V6n ) PRODUCT STUD BUILDING EXPOSURE EXPOSURE DIMENSION(IN.) FASTENER FASTENING FRAME CATEGORY CATEGORY PRODUCT a z TYPE't e SPACING HEIGHT THICK. WIDTH TYPE METHOD (IN.) (FT.) B C D B C D 0-15 141 128 116 182 165 150 0.092" shank X face nailed 20 141 124 113 182 160 146 HardiePlank® 5/16 9.5 0.222"HD X through plank Wood 16 2.5"long overlap 40 135 116 107 174 150 138 galv.nail 60 128 111 103 165 143 133 0-15 123 112 101 159 144 131 0.092" shank X face nailed 20 123 108 99 159 140 128 HardiePlank® 5/16 12 0.222"HD X through plank Wood 16 2.5"long overlap 40 118 101 934 152 130 120 galv.nail 60 112 97 90 144 125 116 8d ring 0-15 203 184 167 262 238 216 shank box face nailed 20 203 179 163 262 231 210 HardiePlank® 5/16 58.25 nail,0.113" through plank 2 x 46 16 0.260sha"rHD X overlap wood 40 194 166 153 250 214 198 2.375"L 60 184 159 148 238 205 191 8d ring 0-15 166 151 137 214 195 177 shank box face nailed 20 166 146 134 214 188 173 HardiePlank® 5/16 56 25 nail,0.113" through plank 2 x 46 24 0.260sha"rkHD X X overlap wood 40 159 136 126 205 176 163 2.375"L 60 151 131 121 195 169 156 0-15 151 137 125 195 177 161 0.092" shank X face nailed 20 151 133 122 195 172 158 HardiePlank® 5/16 58.25 0.222"HD X through plank 2 x 46 16 2"long galv. overlap WOOd 40 145 124 115 187 160 148 nail 60 137 119 111 177 154 143 0-15 187 170 154 241 219 199 0.092" shank X face nailed 20 187 165 151 241 213 195 HardiePlank® 5/16 58.25 0.222"HD X through plank 2 x 46 16 2.5"long overlap WOOd 40 180 154 142 232 199 183 galv.nail 60 170 147 137 219 190 177 Attached 0-15 207 188 171 267 243 221 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/16"WSP 20 207 183 167 267 236 216 HardiePlank® 5/16 5.25 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 199 170 157 257 219 203 head screws center sheathin g only 60 188 163 152 243 210 196 Attached 0-15 183 166 151 236 214 195 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/16"WSP 20 183 161 147 236 208 190 HardiePlank® 5/16 6.25 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 176 150 139 227 194 179 head screws center sheathin g only 60 166 144 134 214 186 173 Attached 0-15 165 150 136 213 194 176 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/16"WSP 20 165 145 133 213 187 172 HardiePlank® 5/16 7.25 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 158 135 125 204 174 161 head screws center sheathin g only 60 150 130 120 194 168 155 Attached 0-15 150 136 124 194 176 160 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/16"WSP 20 150 133 121 194 172 156 HardiePlank® 5/16 8.25 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 144 123 114 186 159 147 head screws center sheathin g only 60 136 118 110 176 152 142 ESR-2290 I Most Widely Accepted and Trusted Page 21 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)'(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design aa12 Wind Speed, vas ) PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME CATEGORY CATEGORY z TYPE 1'e SPACING HEIGHT THICK. WIDTH TYPE METHOD (IN.) (FT.) B C D B C D Attached 0-15 139 126 114 179 163 147 No.8 X 1- blind screw to 7/16" 5/8"long X through top wood 7/16"WSP 20 139 122 112 179 158 145 HardiePlank® 5/15 9.25 0.375"HD edge of plank structural attached ribbed wafer at 12 in.on panel per code 40 133 114 105 172 147 136 head screws center sheathin g only 60 126 109 101 163 141 130 0.090" Attached 0-15 145 132 120 187 170 155 shank X blind nail to 7/16" through top wood 7/16"WSP 20 145 128 117 187 165 151 HardiePlanke 5/15 5825 0.215"HD X edge of plank structural attached 1.5"long at 8 in.on ring shank panel per code 40 139 119 110 179 154 142 nails center sheathin g only 60 132 114 106 170 147 137 0.090" Attached 0-15 166 150 137 214 194 177 shank X blind nail to 7/16" through top wood 7/16"WSP 20 166 146 133 214 188 172 HardiePlanke 5/16 58.25 0.215"HD X edge of plank structural attached 1.5"long at 6 in.on ring shank panel per code 40 159 136 125 205 176 161 nails center sheathin g only 60 150 130 121 194 168 156 0.091" Attached 0-15 100 91 - 129 117 - shank, Face Nailed to 7/16" ® 5 , 0.221"HD, through the wood 7/16"WSP 20 100 88 - 129 114 - HardiePlank /15 `9/z 1.5"long overlap at 12" structural attached ring shank o.c. panel per code 40 96 - 124 - nail5 sheathin g only 60 91 - - 117 - - 0-15 184 167 152 238 216 196 0.092" shank X blind nail 20 184 162 148 238 209 191 Artisan®Lap 5/8 5.25 0.225"HD X through top Wood? 16 2.25"long edge of plank 40 177 151 140 229 195 181 galv.Nail 60 167 145 135 216 187 174 0-15 135 122 111 174 158 143 0.092" shank X blind nail 20 135 119 108 174 154 139 Artisan®Lap 5/8 7.25 0.225"HD X through top Wood? 16 2.25"long edge of plank 40 129 111 102 167 143 132 galv.Nail 60 122 106 98 158 137 127 0-15 117 106 96 151 137 124 0.092" - shank X blind nail 20 117 103 94 151 133 121 Artisan®Lap 518 8.25 0.225"HD X through top Wood? 16 2.25"long edge of plank 40 112 96 88 145 124 114 galv.Nail 60 106 92 85 137 119 110 0-15 132 119 109 170 154 141 0.092" shank X blind nail 20 132 116 106 170 150 137 Artisan®Lap 5/8 5.25 0.225"HD X through top 2X4 7 24 2.25"long edge of plank Wood 40 126 108 100 163 139 129 galv.nail 60 119 104 96 154 134 124 0-15 99 90 - 128 116 - 0.092" shank X blind nail 20 99 87 - 128 112 - Artisan®Lap 5/8 7.25 0.225"HD X through top Wood ? 24 2.25"long edge of plank 40 95 - - 123 - - galv.nail 60 90 - - 116 - - 0-15 88 - - 114 - - 0.092" shank X blind nail 20 88 - - 114 - - Artisan®Lap 5/e 8.25 0.225"HD X through top Wood? 24 2.25"long edge of plank 40 - - - - - - galv.nail 60 - - - - - - ESR-2290 I Most Widely Accepted and Trusted Page 22 of 27 TABLE 4—MAXIMUM BASIC WIND SPEED(mph)3(Continued) 2012 IRC,2009 2015 IBC/IRC and IBC/IRC,2006 IBC/IRC 2012 IBC (Basic Wind Speed, (Ultimate Design Vuaa8l2) Wind Speed, Vun 1) PRODUCT STUD BUILDING EXPOSURE EXPOSURE PRODUCT DIMENSION(IN.) FASTENER FASTENING FRAME CATEGORY CATEGORY TYPE METHOD' TYpE1•8 SPACING HEIGHT THICK. WIDTH (IN.) (FT.) B C D B C D Min.No. 0-15 181 164 149 234 212 192 No.8 X 1- 20 ga.x 5/8"long X blind screw 20 181 159 146 234 205 188 Artisan®Lap 5/8 5.25 0.323"HD through top 1.375„ 16 ribbed bugle edge of plank Metal C- 40 174 148 137 225 191 177 head screw stud 60 164 142 132 212 183 170 Min.No. 0-15 157 142 129 203 183 167 No.8 X 1- 20 ga.x 5/8"long X blind screw 20 157 138 126 203 178 163 Artisan®Lap 5/8 7.25 0.323"HD through top 1.375„ 16 ribbed bugle edge of plank Metal C- 40 150 128 119 194 165 154 head screw stud 60 142 123 114 183 159 147 Min.No. 0-15 149 135 123 192 174 159 No.8 X 1- 20 ga.x 5/8"long X blind screw 20 149 131 120 192 169 155 Artisan®Lap 5/8 8.25 0.323"HD through top 1.375„ 16 ribbed bugle edge of plank Metal C- 40 143 122 113 185 158 146 head screw stud 60 135 117 109 174 151 141 Min.No. 0-15 180 163 148 232 210 191 No.8 X 1- 20 ga.x 5/8"long X blind screw 20 180 158 145 232 204 187 Artisan®Lap 5/9 5.25 0.323"HD through top 3.62"x 1.375„ 24 ribbed bugle edge of plank40 172 147 136 222 190 176 9 9 Metal C- head screw stud 60 163 141 131 210 182 169 Min.No. 0-15 144 130 118 186 168 152 No.8 X 1- 20 ga.x 5/8"long X blind screw 20 144 127 116 186 164 150 Artisan®Lap 5/8 7.25 0.323"HD through top 1.375„ 24 — ribbed bugle edge of plank Metal G 40 138 118 109 178 152 141 head screw stud 60 130 113 105 168 146 136 Min.No. 0-15 132 119 108 170 154 139 No.8 X 1- 20 ga.x 5/8"long X blind screw 20 132 116 106 170 150 137 3.62Artisan®Lap 5/8 8.25 0.323"HD through top 1,375„ 24 ribbed bugle edge of plank Metal G 40 126 108 100 163 139 129 head screw stud 60 119 104 96 154 134 124 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'Values are for species of wood having a specific gravity of 0.42 or greater,unless otherwise noted. 'Face=Fastened through the overlapping plank.Blind=Fastened through the top edge of single plank. 'Wind speed design assumptions per Section 30.4,Method 2,of ASCE 7-10:I=1.0,Kzt=1,Kd=0.85,GCp=0.18,GCp=-1.4. 4ET&F pin fasteners have knurled shanks. 'Fastener length shall be sufficient to penetrate back side of the minimum 7/16"WSP sheathing by at least Y,"for nails or 3 full threads for screws. 'Values are for species of wood having a specific gravity of 0.50 or greater. 'Values are for species of wood having a specific gravity of 0.40 or greater. 'Metal studs must be minimum Fy=33 ksi. 9V..a=nominal design wind speed. °V„„=ultimate design wind speed. "Wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 722015 and 2012 IBC Section 1609.3.1,Eqn.16-33, V..a=V„n 40.6 ESR-2290 I Most Widely Accepted and Trusted Page 23 of 27 TABLE 5-(V44d 100 MPH;V,,,,129 MPH)3 ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL1'2"4'5 Building <61/2-inch wide 71/4-&71/2-inch wide 8-&81/4-inch wide 91/4-&91/2-inch wide Height(feet) Exposure Exposure Exposure Exposure - B C D B C D B C D B C D 0-15 24 24 24 24 24 24 24 24 21 24 23 19 20 24 24 24 24 24 23 24 24 20 24 21 18 30 24 24 24 24 24 21 24 22 19 24 20 17 40 24 24 23 24 24 20 24 21 18 24 19 16 50 24 24 22 24 22 19 24 20 17 24 18 15 60 24 24 22 24 22 19 24 19 17 23 17 15 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlank®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.3 in.), Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.25 in.). 'Artisan®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144150,head diameter.=0.30 in., shank diameter.=0.145 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in., length=1.5 in.),Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.).3 Maximum nominal design wind speed(Vs,d)shall be 100 mph.Maximum ultimate design wind speed(V„s)shall be 129 mph. 4lnterpolation of spacing to address building height and other plank widths is permitted. 5The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 6-(Vasa 110 MPH;V,,,t 142 MPH)3 ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL1'2'4,5 Building <6'/2-inch wide 71/4-&7'/2-inch wide 8-&81/4-inch wide 91/4-&91/2-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 24 24 22 24 24 19 24 21 17 23 19 15 20 24 24 21 24 22 18 24 20 16 23 18 15 30 24 24 20 24 20 17 24 18 15 23 16 14 40 24 22 19 24 19 16 24 17 15 21 15 13 50 24 21 18 24 18 16 22 16 14 20 14 12 60 24 20 18 23 18 15 21 16 14 19 14 12 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlank®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.3 in.), Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.25 in.). 2Artisan°Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-150,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.). 3Maximum nominal design wind speed(V„d)shall be 110 mph Maximum ultimate design wind speed(VA shall be 142 mph. 'Interpolation to address building height and other plank widths is permitted. 5The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 7-(Vssd 120 MPH;V„n 155 MPH)3 ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL1'3'4 Building <61/2-inch wide 71/4-&71/2-inch wide 8-&8114-inch wide 91/4-&91/2-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C I D B C D B C D 0-15 24 23 19 24 20 17 21 18 15 19 16 13 20 24 22 18 24 19 16 21 17 14 19 15 12 30 24 20 17 24 17 15 21 15 13 19 14 12 40 24 19 16 22 16 14 20 14 12 18 13 11 50 24 18 16 21 16 13 18 14 12 17 12 11 I 60 23 17 15 20 15 13 18 13 11 16 12 10 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlank®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.15 in.,length=1.3 in.). Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.25 in.). 2Artisan°Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-150,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.5 in.).3Maximum nominal design wind speed(V„d)shall be 120 mph.Maximum ultimate design wind speed(V„s,)shall be 155 mph. 4lnterpolation to address building height and other plank widths is permitted. 5The lap conceals the fasteners of the previous course(Blind Nailed). ESR-2290 I Most Widely Accepted and Trusted Page 24 of 27 TABLE 8-(V,sd 130 MPH;V„n 168 MPH)3 ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL1'2'" Building <61/3-inch wide 7'/4-&7'/2-inch wide 8-&8'/4-inch wide 9'/4-&9'/2-inch wide Height Exposure Exposure Exposure Exposure (feet) B C D B C D B C D B C D 0-15 24 20 16 21 17 14 18 15 12 16 14 11 20 24 19 15 21 16 13 18 14 12 16 13 11 30 24 17 14 21 15 12 18 13 11 16 12 10 40 22 16 14 19 14 12 17 12 11 15 11 9 50 21 15 13 18 13 11 16 12 10 14 11 9 60 20 15 13 17 13 11 15 11 10 13 10 9 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlank°Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head dia.=0.30 in.,shank dia.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.3 in.),Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter =0.145 in.,length=125 in.). 2Artisan°Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-150,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.). 3Maximum nominal design wind speed shall be 130 mph.Maximum ultimate design wind speed(V,„)shall be 168 mph. `Interpolation to address building height and other plank widths is permitted. 5The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 9-/44d 140 MPH;V„n 181 MPH)3 ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL1•24,3 Building <61/2-inch wide 71/4-&71/2-inch wide 8-&81/4-inch wide 91/4-&91/2-inch wide Height(feet) Exposure Exposure Exposure Exposure B C D B C D B C D B C D 0-15 21 17 14 18 15 12 16 13 11 14 12 10 20 21 16 13 18 14 12 16 12 10 14 11 9 30 21 15 12 18 13 11 16 11 10 14 10 9 40 19 14 12 16 12 10 15 11 9 13 9 8 50 18 13 11 15 11 10 14 10 9 12 9 8 60 17 13 11 15 11 10 13 10 9 12 9 8 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlank®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.15 in.,length=1.3 in.), Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in., shank diameter=0.145 in.,length=1.25 in.). 2Artisan°Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-150,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.).3Maximum nominal design wind speed shall be 140 mph.Maximum ultimate design wind speed(V„n)shall be 181 mph. `Interpolation to address building height and other plank widths is permitted. 5The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 10-(V„d 150 MPH;V.it 194 MPH)3 ALLOWABLE FASTENER SPACING(IN.) JAMES HARDIE LAP SIDING FASTENED TO ASTM C90 CONCRETE MASONRY UNIT WALL1'2'4'5 Building <61/2-inch wide 71/4-&7'/2inch wide 8-&81/4-inch wide 91/4-&91/2-inch wide Height(feet) Exposure Exposure Exposure Exposure B ( C D B C D B C D B C D 0-15 18 15 12 16 13 11 14 11 9 12 10 8 20 18 14 12 16 12 10 14 11 9 12 10 8 30 18 13 11 16 11 9 14 10 8 12 9 7 40 16 12 10 14 10 9 13 9 8 11 8 7 50 15 12 10 13 10 9 12 9 8 11 8 7 60 15 11 10 13 10 8 11 8 7 10 8 7 For SI:1 inch=25.4 mm,1 foot=305 mm,1 mph=0.44 m/s. 'HardiePlank®Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-125,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.25-in.long),Max System block Nail(CP-C 832 W7-ICC,head dia.=0.30 in.,shank dia.=0.145 in.,length=1.3 in.),Aerosmith SurePin block nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.25 in.),or Jaaco Nail Pro(NP145S head diameter=0.30 in.,shank diameter =0.145 in.,length=125 in.). 2Artisan Lap Siding fasteners must be ET&F Fastening Systems,Inc.ET&F block Nail(ET&F No.ASM-144-150,head diameter.=0.30 in.,shank diameter.=0.144 in.,length=1.5-in.long),Max System block Nail(CP-C 838 W7-ICC,head diameter.=0.30 in.,shank diameter.=0.145 in.,length=1.5 in.), Aerosmith SurePin block Nail(head diameter=0.30 in.,shank diameter=0.144 in.,length=1.5 in.),or Jaaco NailPro(NP145S head diameter=0.30 in.,shank diameter=0.145 in.,length=1.5 in.). 3Maximum nominal design wind speed shall be 150 mph.Maximum ultimate design wind speed(V„q shall be 194 mph. `Interpolation to address building height and other plank widths is permitted. 5The lap conceals the fasteners of the previous course(Blind Nailed). • ESR-2290 I Most Widely Accepted and Trusted Page 25 of 27 TABLE 11—ALLOWABLE BASIC WIND SPEEDS(mph)FOR HARDIESHINGLETM(NEW HARDIESHINGLETM) INDIVIDUAL SHINGLE EXTERIOR WALL FINISH 2012 IRC,2009 IBC/IRC,2006 2015 IBC/IRC and 2012 IBC IBC/IRC (Ultimate Design Wind Speed, (Basic Wind Speed,V„„":2'5) V„„''') Sheathing Type Siding Fastener Type Weather Exposure and Height of Exposure Category Exposure Category Fastener Location (feet)g B C B C 8inch exposure 0-15 126 110 163 142 2 roofing nails 9 inches from 20 126 105 163 136 butt edge 40 126 95 163 123 60 126 89 163 115 7inch exposure 0-15 126 126 163 163 2 roofing nails 8 inches from 20 126 121 163 156 +s Min.0.121 in.shank x 40 126 110 163 142 Minimum /%inch thick butt edge plywood complying with DOC 0.371 in.HD x 114 in.bng 60 126 105 163 136 PS 1-95 corrosion resistant roofing 0-15 126 126 163 163 Nail 6 inch exposure 20 126 126 163 163 2 roofing nails 7 inches from 40 126 121 163 156 butt edge 60 126 116 163 150 51nch exposure 0-15 126 126 163 163 2 roofing nails 6 inches from 20 126 126 163 163 butt edge 40 126 121 163 156 60 126 116 163 150 For SI:1 foot=305 mm,1 inch=25.4 mm,1 mph=0.44 m/s. 'Wind speed design assumptions per Section 6.5,Method 2,of ASCE 7-05:I=1.0,Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 2V„a=nominal design wind speed. 3V„n=ultimate design wind speed. 'Wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 52015 and 2012 IBC Section 1609.3.1,Eqn.16-33, V„d=V1,4E176 TABLE 12—ALLOWABLE BASIC WIND SPEEDS(MPH)FOR HARDIESHINGLETM (NEW HARDIESHINGLETM) INDIVIDUAL SHINGLE EXTERIOR WALL FINISH 2012 IRC,2009 IBC/IRC,2006 2015 IBC/IRC and 2012 IBC IBC/IRC (Ultimate Design Wind Speed, (Basic Wind Speed,V„a''25) V„3'') Weather Exposure and Height of Exposure Category Exposure Category Sheathing Type Siding Fastener Type Fastener Location Building B C B C (feet) 8inch exposure 0-15 126 89 163 115 2 siding nails 9 inches from 20 126 89 183 115 butt edge 40 105 85 136 110 60 100 129 7 inch exposure 0-15 126 105 163 136 2 siding nails 8 inches from 20 126 100 163 129 Min.0.091 in.shank x butt edge 40 121 95 156 123 Minimum /16 inch thick OSB r 60 116 89 150 115 sheathingcomplying with 0.221 in.HD x 11/2 in.long , pb^ 9 0-15 126 116 163 150 DOC-PS 2-95 corrosion resistant siding 6 inch exposure ' Nail 20 126 110 163 142 2 siding nails 7 inches from 40 126 105 163 136 butt edge 60 126 95 163 123 0-15 126 116 163 150 5 Inch exposure 20 126 110 163 142-- _ 2 siding nails 6 inches from 40 126 105 163 136 butt edge 60 126 95 163 123_ __ For SI:1 foot=305 mm,1 inch=25.4 mm,1 mph=0.44 m/s. 'Wind speed design assumptions per Section 6.5,Method 2,of ASCE 7-05:I=1.0,Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 'V.,a=nominal design wind speed. 3V„n=ultimate design wind speed. 'Wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. '2015 and 2012 IBC Section 1609.3.1,Eqn.16-33, V„,=V„,,,0.6 TABLE 13—ALLOWABLE BASIC WIND SPEEDS(MPH)FOR HARDIESHINGLETM (NEW HARDIESHINGLETM) INDIVIDUAL SHINGLE EXTERIOR WALL FINISH 2012 IRC,2009 IBC/IRC,2006 2015 IBC/IRC and 2012 IBC IBC/IRC (Ultimate Design Wind Speed, (Basic Wind Speed,V„a1'z'5) V„x3'') Weather Exposure and Fastener Height of Exposure Category Exposure Category Sheathing Type Siding Fastener Type Location Building B C B C (feet) 8 inch exposure, 0-15 116 116 150 150 3 nails for shingles greater than 8 in. 20 110 110 142 142 wide,2 nails for shingles 8 in.wide and 40 100 100 129 129 narrower,9 Inches from drip edge 60 95 95 123 123 7 inch exposure 0-15 126 126 163 163 Min.0.091 in.shank x 3 nails for shingles greater than 8 in. 20 121 121 156 156 Minimum /,g inch thick OSB wide,2 nails for shingles 8 in.wide and 40 110 110 142 142 0.221 in.HDx1/2 in.long sheathing complying with narrower,8 inches from drip edge 60 105 105 136 136 DOC PS 2-95 corrosion resistant siding e 6 inch Nail xposure 0-15 126 126 163 163 3 nails for shingles greater than 8 in. 20 126 126 163 163 wide,2 nails for shingles 8 in.wide and 40 126 126 163 163 narrower,7 inches from drip edge 60 121 121 156 156 5lnch exposure 0-15 126 126 163 163 3 nails for shingles greater than 8 in. 20 126 126 163 163 wide,2 nails for shingles 8 in.wide and 40 126 126 163 163 narrower,6 inches from drip edge 60 121 121 156 156 For SI:1 foot=305 mm,1 inch=25.4 mm,1 mph=0.44 m/s. 'Wind speed design assumptions per Section 6.5,Method 2,of ASCE 7-05:I=1.0,Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. 2V„a=nominal design wind speed. 3V,�,=ultimate design wind speed. 'Wind speed design assumptions per Section 30.4,of ASCE 7-10:Kzt=1,Kd=0.85,GCpi=0.18,GCp=-1.4. '2015 and 2012 IBC Section 1609.3.1,Eqn.16-33, V,=V.Jig. ESICC EVALUATION SERVICE L,,,,,,,o„ Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2290 CBC and CRC Supplement Reissued March 2018 This report is subject to renewal March 2020. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 16 00—Sheathing DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION Section: 07 46 46—Fiber-Cement Siding REPORT HOLDER: JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CALIFORNIA 92337 (800)942-7343 www.jameshardie.com infoajameshardie.com EVALUATION SUBJECT: HARDIESHINGLETM(NEW HARDIESHINGLE®) PANELS, HARDIEPLANK TM LAP SIDING, ARTISAN®LAP SIDING,AND HARDIESHINGLETM(NEW HARDIESHINGLE®)INDIVIDUAL SHINGLES 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that HARDIESHINGLETM (NEW HARDIESHINGLE®) PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN® LAP SIDING, AND HARDIESHINGLETM (NEW HARDIESHINGLE®) INDIVIDUAL SHINGLES, recognized in ICC-ES master evaluation report ESR-2290, have also been evaluated for compliance with the codes noted below. Applicable code editions: • 2016 California Building Code®(CBC) • 2016 California Residential Code®(CRC) 2.0 CONCLUSIONS 2.1 CBC: The HARDIESHINGLETM (NEW HARDIESHINGLE®) PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN® LAP SIDING, and HARDIESHINGLET" (NEW HARDIESHINGLE®) INDIVIDUAL SHINGLES described in Sections 2.0 through 7.0 of the master evaluation report ESR-2290, comply with CBC Chapter 14, provided the design and installation are in accordance with the 2015 International Building Code® (IBC) provisions noted in the master report and the additional requirements of CBC Chapters 14, 17, and 17A, as applicable. The use of the products in construction of noncombustible or ignition-resistant exterior walls of new buildings located in any Fire Hazard Severity Zone within State Responsibility Areas or any Wildland–Urban Interface Area requires installation in accordance with the 2015 International Building Code (IBC) provisions of the master report and the additional requirements of CBC Sections 701A.3, 704A.3 and 707A.3, as applicable. 2.2 CRC: The HARDIESHINGLETM (NEW HARDIESHINGLE®) PANELS, HARDIEPLANKTM LAP SIDING, ARTISAN® LAP SIDING, and HARDIESHINGLETM (NEW HARDIESHINGLE®) INDIVIDUAL SHINGLES, described in Sections 2.0 through 7.0 of the master evaluation report ESR-2290, comply with CRC Chapter 7, provided the design and installation are in accordance with the 2015 International Residential Code®(IRC)provisions noted in the master report. 1CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed ANSI as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. WW1 Copyright©2018 ICC Evaluation Service,LLC. All rights reserved. Page 26 of 27 • • ESR-2290 I Most Widely Accepted and Trusted Page 27 of 27 The use of the products in construction of noncombustible or ignition-resistant exterior walls of new buildings located in any Fire Hazard Severity Zone within State Responsibility Areas or any Wildland—Urban Interface Area requires installation in accordance with the 2015 International Residential Code° (IRC) provisions of the master report and the additional requirements of CRC Sections R337.1.3.1 and R337.7,as applicable. The products recognized in this supplement have not been evaluated for compliance with the International Wildland—Urban Interface Code®. This supplement expires concurrently with the master report, reissued March 2018. vR ; RAY X fi lfi , 1.40er design values are in accordance with ANSIJTPI 1 section 6.3 mil . rn ;5j04,,,� T,et truss designs rely on lumber values established by others. 0 • %.' , z >7 MiTek - to airilit RE: 17035lC - 1789 Mon :.r 0 E�' COPY MiTek USA, Inc. Site Information: i 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: ICI Homes Project Name: . Model: 1789 Monterey- Vernaclar Lot/Block: 006 Subdivision: Off - site Address: Camelia St. - Beasey, . City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: Byran Murray License #: 64010 Address: 157 Hampton Point Drive, Ste. 3 City: St. Augustine State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 39 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T15419694 CJO1 10/25/18 18 T15419711 105 10/25/18 12 17154196951 CJ01 A 110/25/18 119 17154197121 T06 1 10/25/18 1 13 17154196961 CJ03 1 10/25/18120 11154197131107 1 10/25/181 14 17154196971 CJ03A 10/25/18121 17154197141 T08 1 10/25/18 1 5 T15419698 CJO5 10/25/18 22 T15419715 109 1 10/25/181 6 T15419699 CJ13 10/25/18 23 T15419716 T10 10/25/18 7 T15419700 CJ23 10/25/18 24 T15419717 T11 10/25/18 18 1115419701 1 EJ02 10/25/18125 1115419718 1 112 1 10/25/18 1 9 T15419702 EJ05 10/25/18126 T15419719 T13 10/25/18 110 1115419703 1 EJ07 1 10/25/18 127 1T15419720 1113A 1 10/25/181 111 11154197041 HJO2 1 10/25/18 128 1115419721 1114 1 10/25/18 1 112 17154197051 HJ05 1 10/25/18129 1115419722 1115 1 10/25/181 113 1115419706 I HJ07 1 10/25/18 130 1115419723 I T16 110/25/18 1 14 115419707 101 10/25/18131 T15419724 T17 10/25/18 15 T15419708 102 10/25/18132 T15419725 T18 10/25/18 16 T15419709 103 10/25/18 133 T15419726 T19 10/25/181 117 11154197101104 1 10/25/18134 1 T15419727 I T20 1 10/25/18 7 The truss drawing(s)referenced above have been prepared by ��tIto MiTek USA,Inc. under my direct supervision based on the parameters ��` o P e ', provided by Building Component Supply. �`%�'2;••\., ,�' 'k''*. /'1. Truss Design Engineer's Name: Albani, Thomas • 3..380 My license renewal date for the state of Florida is February 28,2019. IMPORTANT NOTE: The seal on these truss component designs is a certification S.�•• STATE OF •it/� that the engineer named is licensed in the jurisdiction(s) .identified and that the .•(V designs comply with ANSI/TPI 1. These designs are based upon parameters : T'• P ••. shown(e.g.,loads,supports,dimensions,shapes and design codes),which were l•,<<\6.,.• •0 R \O•••tj\`N% given to MiTek. Any project specific information included is for MiTek's customers it 6'4:5—* E-4 ‘` file reference purpose only,and was not taken into account in the preparation of 'ill N A,,``o% inilithese designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Thomas A.Albani PE No.39380 should verify applicability of design parameters and properly incorporate these designs MITek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 25,2018 Albani,Thomas 1 of 2 RE: 17035IC - 1789 Monterey Site Information: Customer Info: ICI Homes Project Name: . Model: 1789 Monterey- Vernaclar Lot/Block: 006 Subdivision: Off - site Address: Camelia St. - Beasey, . City: Atlantic Beach State: FL No. Seal# Truss Name Date 135 T15419728 T21 10/25/18 1 136 1115419729 1122 1 10/25/18 1 137 1115419730 1123 1 10/25/18 1 [38 1715419731 1124 1 10/25/18[ 139 1 T15419732 1 T25 1 10/25/18 1 2 of 2 Job I Truss Truss Type Qty Ply 1789 Monterey T15419694 170351C CJO1 CORNER JACK 10 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:11 2018 Page 1 ID:Ob2B8QDBKhwXWDvaROXgigyQZP2-BQO2kr?FzUpRbZG6XUs9ZbyUfAwxAkP3U2ebLKyPvKI -1-0-0 0-10-15 1-0-0 0-10-15 Scale=1:6.8 3 6.0012 2 0 O 4 2x4 0-10-15 0-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=6/Mechanical,2=129/0-5-8,4=-4/Mechanical Max Horz 2=49(LC 12) Max Uplift 3=-3(LC 9),2=-92(LC 12),4=4(LC 1) Max Gray 3=8(LC 17),2=129(LC 1),4=17(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45tt;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2,4. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 25,201 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A10.7473 rev.104712015 BEFORE USE. 11111 Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown.and Is for an Individual building component not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web mrd/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stabiltly and to prevent collapse with posstle personal tVtsy and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANlj7PII Ovally Cited.,058-89 and BCS/IIuldltp Component 6904 Parke East Blvd. Safety M/omrofonrvdtabie from Truss Rate Institute.218 N.Lee Sheet Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 1789 Monterey T15419695 170351C CJ01A CORNER JACK 4 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:12 2018 Page 1 I D:Ob2B8QDBKhwXW DvaROXgigyQZP2-fdaQyB?tkoxICir15BNO5pVfSaG?vBfCj i N9tmyPvKH -1-0-0 0-10-15 1-0-0 0-10-15 Scale=1:9.3 3 6.00112 2 �t o of m o 0 ..1111111. 11 4 2x4= ADEQUATE SUPPORT REQUIRED LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix-MP I Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=79/Mechanical,3=39/Mechanical,4=43/Mechanical Max Horz 1=59(LC 12) Max Uplift 1=34(LC 12),3=-30(LC 12),4=-35(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l 3omph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24tt;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 8904 Parke East Blvd.Tampa FL 33810 Date: October 25,2018 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1.7473 rev.10/032015 BEFORE USE Design valid for use only with Woke connectors.this design is based only upon parameters shown,and Is for an IndMdual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate.this design Into the overall building design. Bracing Indicated Is to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems.seeAMWtN1 GualyCOM°,DS11d9 and SCSI Bolding Component 6904 Parke East Blvd. Safety I nTonno/lon:uvaYdle horn Truss Plate Institute.218 N.Lee Sheet.Suite 312,Alexarxina.VA 22314. Tania.FL 33610 �� Job Truss Truss Type Qty Ply 1789 Monterey T15419696 170351C CJO3 CORNER JACK 16 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:13 2018 Page 1 ID:Ob2B8QDBKhwXW DvaROXgigyQZP2-7p8o9XOVV539gsQVfuudeOl pi_bFeevMyM7IQCyPvKG -1-0-0 2-10-15 1-0-0 2-10-15 Scale=1:11.9 3 6.00 112 8 - o 0 N V 2 d , 1 4 '/ 2x4= 2-10-15 2-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=69/Mechanical,2=184/0-3-8,4=35/Mechanical Max Horz 2=89(LC 12) Max Uplift 3=47(LC 12),2=118(LC 12),4=-28(LC 9) Max Gray 3=69(LC 1),2=184(LC 1),4=51(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 2-10-3 zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except(jt=lb) 2=118. Thomas A.Albani PE No.39380 M?ak USA,Inc.FL Cert 6634 8904 Parka East Blvd.Tampa FL 33610 Date: October 25,2018 � r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ma-7473 rev.10/03/2015 BEFORE USE. 111 Design valid for use only with MiTek®connectors.Ibis design Is based only upon parameters shown,and is for an Individual balding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bolding design. Bracing Indicated Is to prevent buckling of In divkival truss web and/or chord members only. Additional temporary and permanent bracing Milek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems.seeANS:MI Ovally Wed].05849 and SCSI Seeding Component 6904 Parke East Blvd. SalWly Wonnafbr svdtable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexczldrla.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 1789 Monterey T15419697 170351C CJO3A CORNER JACK 2 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:13 2018 Page 1 I D:Ob2B8QDBKhwXW DvaROXgigyQZP2-7p8o9X0VV539gsQVfuudeol g6_cgeevMyM7iQCyPvKG -1-0-0 2-10-15 1-0-0 2-10-15 Scale=1:11.9 3 ri 6.00 12 • 2c, C ■ 1 2x4- 4 4x10 I 1-2-0 2-10-15 1-2-0 1-8-15 Plate Offsets(X,Y)-- (2:0-1-4,Edge),12:0-0-4,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:15 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x8 SP No.2 REACTIONS. (lb/size) 3=-2/Mechanical,4=-23/Mechanical,2=312/0-3-8 Max Horz 2=89(LC 12) Max Uplift 3=13(LC 9),4=-23(LC 1),2=132(LC 12) Max Gray 3=6(LC 10),4=23(LC 12),2=312(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 1-9-0,Interior(1)1-9-0 to 2-10-3 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3).This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except(jt=lb) 2=132. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 8634 8904 Parke East BNd.Tampa FL 33810 Date: October 25,2018 mit 0 WARNING-Verify dedgn parameters and READ NOTES ON THIS AND INCLUDED MIfEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITeke connectors.This design Is based only upon parameters shown,and Is for an Individual[wilding component,not a truss system.Before use.the building designer must verify the ap plk'crbiity of design parameters and properly Incorporate this design into the overall balding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery.erection and bracing of trusses and truss systems.seeANSI/7P11 Qualify Cifteda,OSS-8f ama KW Ilukfing Compon.nt 6904 Parke East Blvd. Safely b*imol nmailable from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 1 r Job Truss Truss Type I Qty Ply 1789 Monterey T15419698 17035lC CJO5 CORNER JACK 6 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:14 2018 Page 1 I D:Ob2B8QDBKhwXW DvaROXgigyQZP2-b?iBNt17GPBOSO?hCcQsAEaxAOuRN59V BosGyeyPvKF -1-0-0 4-10-15 1-0-0 4-10-15 Scale=1:16.8 3 6.00 12 8tit cv o d 2 1 ,, 4 3x4 4-10-15 4-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.08 4-7 >736 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(CT) 0.07 4-7 >889 180 BCLL 0.0 * Rep Stress!nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-AS Weight:17 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=127/Mechanical,2=260/0-5-8,4=61/Mechanical Max Horz 2=130(LC 12) Max Uplift 3=-88(LC 12),2=153(LC 12),4=-50(LC 12) Max Gray 3=127(LC 1),2=260(LC 1),4=88(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24tt;eave=oft;Cat. II;Exp C;Encl.,GCpi=0.18;MW ERS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 4-10-3 zone;porch left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except(jt=lb) 2=153. 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cost 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 25,2018 f, I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AW-7473 rev.100312015 BEFORE USE Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual balding component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse wtth possble personal inkry and properly damage. For general guidance regarding the 6904 Parke East BHd. fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANljIPI-II Ovally C. DDL49 old DC11&&WNW Component Say WorinafforpvaAeble from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa.FL 33610 Job Truss Truss Type Oty Ply I 1789 Monterey T15419699 170351C CJ13 Corner Jack 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:15 2018 Page 1 I D:Ob2B8ODBKhwXW DvaROXgigyQZP2-3BFZaD211 jJt3AatmJx5j R79RnHr6YPf PfcpU5yPvKE 2-10-15 2-10-15 Scale=1:11.9 2 6.00 c ` ` a► 3 2x4= 2-10-15 2-10-15 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.01 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 3-6 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=114/Mechanical,2=73/Mechanical,3=40/Mechanical Max Horz 1=58(LC 12) Max Uplift 1=-15(LC 12),2=-45(LC 12) Max Gray 1=114(LC 1),2=73(LC 1),3=53(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24tt;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 25,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AN-7473 rev.10.932015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of IndlMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collcpse with possible personal inlay and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses arid huss systems.seeA.WJIN/Qualify Cdteda,DSS-89 and SCSI SWdhp Component 6904 Parke East Bivd. Safety lifonnanolvvallable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type , r Qty Ply 1789 Monterey T15419700 170351C CJ23 Roof Special 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:15 2018 Page 1 I D:Ob2B8ODBKhwXW DvaROXgi gyQZP2-3BFZaD211 jJt3AatmJx5j R78TnEw6Ygf PfcpU5yPvKE 3-6-0 4-6-15 3-6-0 1-0-15 6.00112 Scale=1:11.7 3 4x5 3x4= 7 2 M � m m 4 3x4= 6 2x4 H 3-6-0 4-6-15 3-6-0 1-0-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.03 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 5-6 >968 180 BCLL 0.0 * Rep Stress Incr YES WB 0.04 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-AS Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=175/0-5-8,3=30/Mechanical,4=144/Mechanical Max Horz 6=20(LC 12) Max Uplift 6=-67(LC 8),3=-21(LC 12),4=-42(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=5.Opsh BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 4-6-3 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,3,4. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheet rock be applied directly to the bottom chord. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 8634 8904 Parke East Blvd.Tampa FL 33810 Date: October 25,2018 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Na-7473 rev.10032015 BEFORE USE. Design valid for use only with MITek®connectors.TMs design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent tracing PAM** is always required for stability and to prevent collapse with possible personal Injury and properly damage. for general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANIWIPII Wyly Cawley DUL119 and ICS&Saw Component 6904 Parke East Blvd. SalWy Ill onno/IomivoYdble from Tess Plate Institute.218 N.Lee Sheet.Suite 312,Nexandrla,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 1789 Monterey T15419701 170351C EJ02 JACK-OPEN 9 1 IJob Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:16 2018 Page 1 I D:Ob2B8QDBKhwXW DvaROXgigyQZ P2-XOpxnZ2No0SkhK94K1 SKGffLOBekr?foeJ LMOXyPvKD -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:9.6 3 6.00 FIT 2 1 4 • 2x4= 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 7 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=43/Mechanical,2=155/0-3-8,4=21/Mechanical Max Horz 2=72(LC 12) Max Uplift 3=-28(LC 12),2=106(LC 12),4=-19(LC 9) Max Gray 3=43(LC 1),2=155(LC 1),4=33(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. If;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except(jt=1b) 2=106. Thomas A.Atbani PE No.39380 MiTek USA,Inc.FL Cert 8634 6904 Parke East Blvd.Tampa FL 33610 Date: October 25,2018 � r 0 WARNING-Verify deign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ma-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual bulding component.not o truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeAMSVIPII GuaDy Crud°,DSI-119 and ICS/Sulk ling Component 6904 Parke East Blvd. Safety Infomialloorivailable from Truss Plate Institute 218 N.Lee Sheet.Suite 312.Alexandria.VA 22314. J Tarrpa,FL 33610 Job Truss I Truss Type Qty Ply , 1789 Monterey 170351C EJ05 JACK-OPEN �2 1 715419702 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:17 2018 Page 1 ID:Ob2B8ODBKhwXW DvaROXgigyQZP2-?aNJ?v3oZKabJUjGukzZosCVobxoaSuxtz5wZzyPvKC -1-0-0 3-7-8 5-0-0 1-0-0 3-7-8 1-4-8 Scale=1:17.0 2x4 I, -, 6.02 3 0 1 m N 13 2 „ 8x = 5 9 := lhlhI! i4 7 2x4 I I 4x10 I 1-2-0 3-7-8 5-0-0 1-2-0 2-5-8 1-4-8 Plate Offsets(X,Y)-- (2:0-1-4,Edge),12:0-0-4,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.01 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.01 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-AS Weight:24 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 `Except* BOT CHORD Rigid ceiling directly applied. 3-7:2x4 SP No.3 WEDGE Left:2x8 SP No.2 REACTIONS. (lb/size) 4=66/Mechanical,5=44/Mechanical,2=345/0-5-8 Max Horz 2=132(LC 12) Max Uplift 4=37(LC 12),5=-8(LC 9),2=-i10(LC 12) Max Gray 4=67(LC 17),5=56(LC 3),2=345(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ff;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 1-9-0,Interior(1)1-9-0 to 4-11-4 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,5 except(jt=lb) 2=110. 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 8904 Parke East Blvd.Tampa FL 33610 Date: October 25,2018 6 r 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIt-7473 raw.10/t32015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design pxnaneters and properly Incorporate this design Into the overall buioing design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' k always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,seeANS{/IPII Cualy QMIIa,058-89 and ICS,/lading Component 6904 Parke East Blvd. Safely Wonnafonovolable from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria VA 22314. Tampa.FL 33610 1 r Job Truss Truss Type !Qty Ply 1789 Monterey T15419703 170351C EJ07 JACK-OPEN 114 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:18 2018 Page 1 ID:Ob2B8QDBKhwXW DvaROXgigyQZP2-UmxhCF4eKeiSxdISRSUoL41Yh?BOJv855dgT5QyPvKB -1-0-0 7-0-0 1-0-0 7-0-0 Scale=1:21.8 3 6.001-W m 0 9 ur m m 8 2 ft" VA 1 101.417.IOM 4 3x4= I 7-0-0 7-0-0 Plate Offsets(X,Y)-- 12:0-0-4,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.29 4-7 >285 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.24 4-7 >354 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-AS Weight:24 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=188/Mechanical,2=342/0-5-8,4=85/Mechanical Max Horz 2=173(LC 12) Max Uplift 3=-131(LC 12),2=191(LC 12),4—72(LC 12) Max Gray 3=188(LC 1),2=342(LC 1),4=126(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45tt;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 6-11-4 zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4 except(jt=lb) 3=131,2=191. 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. Thomas A.Alban'PE No.393130 RMTek USA,Inc.FL Cert 6634 6904 Parks East Blvd.Tampa FL 33610 Date: October 25,2018 A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MA-7473 rev.1003/2015 BEFORE USE. Design valid for use only with Miiek®connectors.Ibis design Is based only upon parameters shown,and is for an indwduai boNding component not a truss system.Before use,the bulking designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possble personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and trus systems,seeANJ{//PIl GuaWyCNNda,D5B-89 and KW luldhp Componad 6904 Parke East Blvd. Sarah,liVimallonovdlable from Truss Plate Institute.218 N.Lee Sheet.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply 1789 Monterey T15419704 170351C HJO2 DIAGONAL HIP GIRDER 2 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:20 2018 Page 1 ID:Ob2B8QDBKhwXW DvaROXgigyQZP2-Q93Sdw5urFy9AxSrZtXGQVgofo_enpeOZxJa9lyPvK9 -1-5-0 2-9-3 1-5-0 2-9-3 Scale=1:9.4 3 NAILED 4.24 TIT B NAILED 2 K 1 )( 9NAILED 4 NAILED 2x4= 2-9-3 2-9-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 10.0Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 " Rep Stress lncr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=58/Mechanical,2=215/0-8-6,4=28/Mechanical Max Horz 2=70(LC 8) Max Uplift 3=-33(LC 8),2=-153(LC 8),4=23(LC 5) Max Gray 3=66(LC 28),2=215(LC 1),4=46(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except Qt=lb) 2=153. 6)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-60,4-5=-20 Thomas A.Albani PE No.39380 MiiTtk USA,Inc.FL Cart 6834 8904 Parke East Blvd.Tampa FL 33610 Date: October 252018 � I 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AM-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based oily upon parameters shown.and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall ;� building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property dun loge. kx general guidance regarding the fabrication,ation,storage,delivery,erection and bracing of trusses and truss systems.seeANSLuPII QualyCatond DSS-89 and SCSI Suadhg Compon of 6904 Parke East Blvd. Safety htofmafanrvdlable from Truss Plate Institute,218 N.Lee Street.Suite 312,Aiexarndrta,VA 22314. Tampa.FL 33610 Job Truss Truss Type Oty Ply 1789 Monterey T15419705 170351C HJO5 Diagonal Hip Girder 2 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:21 2018 Page 1 I D:Ob2B8QDBKhwXW DvaROXgigyQZP2-uLdgrG6W cZ40o5117a2Vzi N8gCHn W GuXob37ikyPvK8 -1-5-0 5-0-0 7-0-2 1-5-0 5-0-0 2-0-1 4 Scale=1:19.0 NAILED 2x4 4.24 112 NAILED 3 13 ' • NAILED NAILED �I N 1111111111114 2 ' 3x4= I 5 03 1 x4= „ 14 NAILED 7 NAILED 2x4 II 3x8 11 NAILED NAILED 1-7-1 }9- 5-0-0 7-0-2 1-7-1 0-2- 3-2-8 2-0-1 Plate Offsets(X,Y)-- [2:0-2-5,0-0-0),[2:0-0-9,1-5-8),[3:0-2-0,0-0-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.02 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.03 6 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MR Weight:29 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-7:2x4 SP No.3 WEDGE Left:2x6 SP No.2 REACTIONS. (lb/size) 4=108/Mechanical,2=550/0-4-15,5=77/Mechanical Max Horz 2=133(LC 8) Max Uplift 4=59(LC 8),2=-319(LC 8),5=27(LC 5) Max Gray 4=108(LC 1),2=550(LC 1),5=79(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional);cantilever left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,5 except(jt=lb) 2=319. 6)"NAILED"indicates 3-10d(0.148'x3')or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-60,7-8=-20,5-6=-20 Concentrated Loads(lb) Vert:10=-35(F=-17,B=-17)13=29(F)14=-86(F=30,B=-116) Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 8634 6904 Parke East Blvd.Tampa FL 33810 Date: October 25,2018 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERANCE PAGE ABI-7473 rev.1451)3/2015 BEFORE USE. 11111. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall bidding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possbie personal Injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems,see/NSjIPII Quofy C/MAa,1,11149 and r1tCS1&ite y Component 6904 Parke East Blvd. Safety btMneaftotpvoYoble from Truss Plate Institute,218 N.Lee Sheet,Suite 312.Pexandrla,VA 22314. Tampa.FL 33610 Job Truss Truss Type 1 Qty Ply 1789 Monterey T15419706 170351C HJO7 DIAGONAL HIP GIRDER 13 1 :, Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:22 2018 Page 1 ID:Ob2B8QDBKhwXWDvaROXgigyQZP2-MYAC2c78NsCtPFcDgHZkVwvBZcU6FZfh0FohEByPvK7 -1-5-0 4-0-0 9-10-1 1-5-0 i 4-0-0 i 5-10-1 4 Scale=1:22.5 NAILED NAILED 12 NAI14E ,2 I 1 NAILED 2x4 e 11 ry 3 NAILED NAILED 10 2 1 1 11 13 14 15 6 NAILED NAILED NAILED 5 3x8 NAILED NAILED NAILED 3x4 9-8-9 9-19-1 9-8-9 0-1-8 Plate Offsets(X,Y)-- (2:0 3-1,0 1-8j,j6:0-3-14,0-1-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.39 6-9 >297 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.51 6-9 >230 180 BCLL 0.0 * Rep Stress Incr NO WB 0.67 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:42 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-0-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=181/Mechanical,2=531/0-7-6,6=321/Mechanical Max Horz 2=173(LC 24) Max Uplift 4=-124(LC 8),2=-335(LC 8),6=-239(LC 8) Max Gray 4=181(LC 1),2=531(LC 1),6=324(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-925/527 BOT CHORD 2-6=-630/896 WEBS 3-6=-918/646 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. ll;Exp C;End.,GCpi=0.18;MW FRS(directional);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 4=124,2=335,6=239. 7)"NAILED"indicates 3-10d(0.148'x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-60,5-7=-20 Concentrated Loads(Ib) Vert:12=-84(F=-42,B-42)14=-15(F=-8,B=-8)15=-65(F=-33,B=-33) Thomas A.Albani PE No.39380 Mack USA,Inc.FL Cart 8834 8904 Parke East Blvd.Tampa FL 33810 Data: October 25,2018 � f A WARNING-Vastly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ma-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek©connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with poable personal Injury and property damage. For general guidance regarding the fabrication,storage-delivery.erection and bracing of trusses and truss systems,seeANS1/1p11 Gua/y C,Nda,D3649 and DCSI Man;Component 6904 Parke East Blvd. Safety Intonnatiommilable from Truss Plate Institute,218 N.Lee Street.Stile 312,A.lexandrla,VA 22314. Tampa,FL 33610 Job Truss Truss Type r r I Qty Ply 1 1789 Monterey T15419707 170351C TO1 GABLE 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:24 2018 Page 1 I D:Ob2B8QDBKhwXW DvaROXgigyQZP2-IwIzTI9PvUSbfYmcoibCaL?aBQHnjaUzUZHnI3yPvK5 -1-0-0 2-0-0 7-1-15 12-2-1 17-4-0 19-4-0 20-4-0 1-0-0 I 2-0-0 5-1-15 5-0-3 i 5-1-15 2-0-0 11-0-0 i Scale=1:38.9 5x6= TOP CHORD MUST BE BRACED BY END JACKS, NAILED ROOF DIAPHRAGM, OR PROPERLY CONNECTED 14 46 PURLINS AS SPECIFIED. NAILED Alb.. 1 16 12 NAILED NAILED 10 r 1� 18 NAILED 45I 1 : 1,i 20 47 NAILED 8 Special 5x6 i 6x6 1\ 6 10 �,•I0l. 2 5x6- Special 6.00 12 , 2= 13 17 NAILED 6x6 // 11 ..111MW PI r - - r r r r r r _y 1 illitc‘i Ci 2 25- 111�111� I1u i 1 11MA ii i-- 26 1"3 30 0 37 38 39 29 40 41 28 42 43 11.11114114 27 lc 3x6= 4x5— NAILED NAILED 6x8_ NAILED NAILED NAILED NAILED 4x5— 3 Special NAILED Special 2-0-0 7-1-15 12-2-11 17-4-0 19-4-0 2-0-0 5-1-15 5-0-3 5-1-15 2-0-0 Plate Offsets(X,Y)-- 12:0-6-0,0-0-10],14:D-D-12,Edge],[9:0-6-0,0-2-8],117:0-6-0,0-2-8],123:0-0-4,Edge],125:0-6-0,0-0-101,129:0-3-4,0-3-0] LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (Ioc) 1/deft lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.23 28-29 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(CT) 0.18 28-29 >999 180 1 BCLL 0.0 , I Rep Stress Incr NO WB 0.20 Horz(CT) -0.05 25 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:145 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 4-9-11 oc purlins. 3-24:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. BOT CHORD 2x4 SP No.1 JOINTS 1 Brace at Jt(s):9,17,13 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=854/0-3-8,25=855/0-3-8 Max Horz 2=-116(LC 6) Max Uplift 2=-779(LC 8),25=-774(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1598/1544,3-4=-1487/1464,4-5=-740/802,5-7=-740/802,7-9=-740/802, 9-11=-956/1114,11-13=-956/1114,13-15=-956/1114,15-17_956/1114,17-19=-747/795, 19-21=-7471795,21-23=-747/795,23-24=-1495/1457,24-25=-1607/1536,4-6=-834/755, 6-8=-800/770,8-10=-796/795,10-12=-790/814,12-14=-784/849,14-16=-783/847, 16-18=-789/813,18-20=-797/796,20-22=-801/771,22-23=-835[756 BOT CHORD 2-30=-1332/1433,29-30=-1635/1649,28-29=-1624/1622,27-28=-1590/1607, 25-27=-1326/1442 WEBS 9-30=-207/294,17-27=-159/375,13-14=-611/528 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. 11;Exp C;End.,GCpi=0.18;MWFRS(directional);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=779,25=774. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A.Albani PE No.39380 11)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. MiTek USA,Inc.FL Cert 6634 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)26 lb down and 42 lb up at 6904 Parke East Blvd.Tampa FL 33610 2-0-0,and 119 lb down and 98 lb up at 17-4-0 on top chord,and 97 lb down and 4 lb up at 2-0-0,and 97 lb down and 4 lb up at Date: 17-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). October 25,2018 Tal I laf a amara I mit A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M(TEK REFERANCE PAGE M&7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Os trued only upon parameters shown,and Is for an Individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. Is always required for stability and to prevent collapse with passble personal Injury arid property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSW/IplI Qualify Criteria,DSS-89 and SCSI Bolding Component 6904 Parke East Blvd. Safety iii nnaft svoXable from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 r � Job Truss Truss Type Qty Ply 11789 Monterey T15419707 170351C TO1 GABLE 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:24 2018 Page 2 ID:Ob2B8QDBKhwXW DvaROXgigyQZP2-IwIzTl9PvUSbfYmcoibCaL?aBOHnjaUzUZHnl3yPvK5 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=60,3-4=-60,23-24=-60,24-26=-60,31-34=-20,4-14=-60,14-23=-60 Concentrated Loads(Ib) Vert:30=-8(F)27=-8(F)28=-4(F)38=-4(F)39=-4(F)40=-4(F)41=-4(F)42=-4(F)43=-4(F) V WARNING-Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 611-7473 rev.160312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual budding component not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall budding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Ml lei• Is always required for stabilitty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems.seeAllfSf/P11 GuaIy Crlerla,DSP-a,and DCS/Deeding Component 6904 Parke East Blvd. Safely b Wompalloncriceable from Tans Plate Institute.218 N.Lee Street Suite 312.Alexandria VA 22314. Tampa,FL 33610 i r Job Truss Truss Type Qty I Ply 1789 Monterey T15419708 170351C T02 COMMON 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:25 2018 Page 1 ID:Ob2B8QDBKhwXWDvaROXgigyQZP2-m7sLge9lgnaSGiLoMQ6R7YXn4pYLSy_7iD1LrWyPvK4 1-0-0 7-0-0 9-8-0 12-4-0 19-4-0 20-4-0 1-0-0 7-0-0 2-8-0 2-8-0 7-0-0 1-0-0 Scale=1:35.4 5x6= 4 p 2x4 2x4 6.00 12 3 5 4 4r M N 15 16 2 6 : � 1 \ ao 8 3x5= 7x10= 3x5= 9-8-0 19-4-0 9-8-0 9-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.34 8-11 >678 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.29 8-14 >810 180 BCLL 0.0 * Rep Stress Incr YES WB 0.51 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-AS Weight:84 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=833/0-3-8,6=833/0-3-8 Max Horz 2=125(LC 11) Max Uplift 2=-529(LC 12),6=-529(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1203/1251,3-4=-973/1197,4-5=-973/1197,5-6=-1203/1251 BOT CHORD 2-8=-1018/1030,6-8=-1035/1030 WEBS 4-8=-1106/821,5-8=-373/351,3-8=-373/351 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 9-8-0,Exterior(2)9-8-0 to 12-5-2,Interior(1)12-5-2 to 20-4-0 zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=529,6=529. 6)This truss design requires that a minimum of 7/16°structural wood sheathing be applied directly to the top chord and 1/2°gypsum sheetrock be applied directly to the bottom chord. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 8904 Parke East Blvd.Tampa FL 33610 Date: October 25,2018 1 0 WARNING-Verily design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M6-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.lids design Is based only upon parameters shown,and Is for an individual[wading component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall buAding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems,seeANSV1P11 Quad),CIM,,DS849 and KCS/Budding Component 6904 Parke East Blvd. Safety Irlarmafonavdlable horn Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 1789 Monterey T15419709 170351C T03 COMMON 2 1 I 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:26 2018 Page 1 I D:Ob2B8QDBKhwXW DvaROXgigyQZP2-FJOj u_AfR5iJusw?v7dggm4?1 DzZBS6GxtmuNyyPvK3 4-10-12 9-5-8 14-0-4 19-1-8 20-1-8 4-10-12 4-6-12 4-6-12 5-1-4 1-0-0 Scale.1:34.9 7x6 II 3 6.00 12 16 17 *•. 2x4 2x4 11 4 2 ral 15 18 1 5 ii 6 1.111 Ia t=� 7 Z� 8 4x5= 3x4= 6x8= 3x4 8-1-4 13-4-2 19-1-8 8-1-4 5-2-14 I 5-9-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.07 8-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.15 8-11 >628 180 BCLL 0.0 * Rep Stress Incr YES WB 0.26 Horz(CT) 0.01 1 rite n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-AS Weight:88 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=257/0-5-8,8=880/0-5-8,5=454/0-5-8 Max Horz 1=-123(LC 10) Max Uplift 1_64(LC 12),8=-235(LC 12),5=-155(LC 12) Max Gray 1=286(LC 21),6=880(LC 1),5=460(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-266/116,3-4=-481/236,4-5=-519/166 BOT CHORD 5-7=-71/434 WEBS 2-8=-348/225,3-8=-539/221,3-7=-209/522,4-7=-302/212 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45tt;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 9-5-8,Exterior(2)9-5-8 to 12-5-8,Interior(1)12-5-8 to 20-1-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(t=lb) 8=235,5=155. 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. Thomas A.Albani PE No.39380 MWTek USA,Inc.FL Cut 8834 8904 Parke East Blvd.Tampa FL 33810 Date: October 25,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI-7473 rev.1093/2015 BEFORE USE Design valid for use only with Mileke connectors.this design Is based only upon parameters shown,and is for an individual bulding component not a truss system.Before use-the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required to stability and to prevent collapse with possible personal injury and property damage. For general guldarce regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeAMM P1/Quoly Cando,DSII-89 and BCBI/uldetg Component 6904 Parke East Blvd. Sa/Ny►NormoNomvalade from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type r r Qty Ply 1789 Monterey T15419710 170351C T04 ROOF SPECIAL 11 1 i :Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:27 2018 Page 1 I D:Ob2B8QDBKhwXW DvaROXgigyQZP2-jV_55KBHC PgAW OU BTr9vCzc4ydGiwngQAXW SvOyPvK2 4-11-8 7-10-8i 9-3-8 13-10-4 18-11-8 19-11-8 4-11-8 2-11-0 1-5-0 4-6-12 5-1-4 1-0-0 i Scale-1:35.5 5x6= 6.00 112 3 3x3= 3x4 II 6x8= 18 19 4x5 1 4 n s— 17 20 o 12 11 10 5 . 3x4 II 4x1 = c� `6 N.' 6 Iv 13 o 0 9 8 7 3x4= 3x4 1'' 2x4 I 4x5 = I 4-11-8 7-10-8 I 9-3-8 13-10-4 l 18-11-8 l 4-11-8 2-11-0 1-5-0 4-6-12 5-1-4 Plate Offsets(X,Y)-- [10:0-4-4,0-2-01,111:0-2-0,0-0-12],112:0-3-8,0-2-0],(13:0-1-4,0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.10 11-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.22 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES W8 0.80 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-AS Weight:105 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1`Except* BOT CHORD Rigid ceiling directly applied. 9-11:2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=814/0-5-8,13=751/Mechanical Max Horz 13=-141(LC 12) Max Uplift 5=242(LC 12),13=-205(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 12-13=-751/273,2-3=-1144/332,3-4=-1118/319,4-5=-1300/398 BOT CHORD 11-12=-339/1539,10-11=-219/1609,8-9=-251/0,5-7=-278/1128 WEBS 2-10=-610/284,8-10=0/320,3-10=-110/691,2-12=-1515/603,7-10=-173/1170, 4-10=-251/199 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. Il;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-3-8,Exterior(2)9-3-8 to 12-3-8,Interior(1)12-3-8 to 19-11-8 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 5=242,13=205. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 8634 6904 Parke East Blvd.Tampa FL 33610 Date: October 25,2018 id. 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 601-7473 rev.10/3/2015 BEFORE USE. Design valid for use only with MITeke connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.see.4J4$l//PII QuaNy Canna,DS8-89 and SCSI&Jdktg Component 6904 Parke East Bbd. Safety/Yonnafo/cuvcNable from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 r Job Truss Truss Type IQty Ply 1789 Monterey T15419711 170351C T05 Monopitch Girder 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:28 2018 Page 1 I D:Ob2B8QDBKhwXW DvaROXgigyQZP2-BiYTJfCvziy17A3N 1 Yg8IB9N E 1 aofQKZPBF?SgyPvK1 2-6-0 1 2-6-0 6.00 12 Scale=1:22.5 2 2x4 3x4 1 rumoi I1 �. I1 5 3 JUS24 4 3x4= 2x4 II 2-6-0 2-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.02 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.03 3-4 >881 180 BCLL 0.0 ` Rep Stress Incr NO WB 0.02 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=573/0-5-8,3=337/Mechanical Max Horz 4=45(LC 8) Max Uplift 4=-i11(LC 4),3=-155(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 4=111,3=155. 6)Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent at 0-10-12 from the lett end to connect truss(es)to front face of bottom chord. 7)Fill all nail holes where hanger is in contact with lumber. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,3-4=-20 Concentrated Loads(Ib) Vert:5=-733(F) Thomas A.Albani PE No.39380 MTek USA,Inc.FL Curt 6834 6904 Parke East Blvd.Tampa Ft.33610 Dab: October 25,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 511-7473 rev.IO.V3e2015 BEFORE USE. Design valid for use only with MITek®connectors.This design k based only upon parameters shown.and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mi Tele k always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarcing the fabrication.storage.delivery.erection and bracing of trusses and truss systems seefNSVIPII Oddly Capita,055-9 and ICS WMinp Component 6904 Parke East BNd. Safety Woama#o ivcilable from Truss Plate Institute,218 N.Lee Street.Suite 312,Nexan dda.VA 22314. Tampa,FL 33610 Job Truss Truss Type r ;Qty Ply 1789 Monterey I T15419712 170351C T06 ROOF SPECIAL GIRDER 1 2 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:31 2018 Page 1 ID:Ob2B8QDBKhwXW DvaROXgigyOZP2-bGDcxhEoGdKc_doyigDrNpnhUEYjseu?59Uf29yPvK_ 29-11-0 11-4 7-0-0 { 11-8-4 I 16-2-12 2011-0 I 27-3-0 X28.6-01 I 34-5-12 39-7-0 40-7.0 '1-4 7-40 4-84 4-6-8 4-64 64-0 1-3-0 i-SO 4-0-12 5-1-4 �1-0-d Scale=1:71.9 5x6= NAILED NAILED 7x10% 6x8= 8 NAILED 2x4 I I 4x10= 7x14 MT2OHS= 6.00 12 �� 3 NAILED 4 NAILED NAILED 5 NAILED 6 El MI co du II!, HI 4x5 28 298 30 �4. 34 1 I 35 �� 9 n � m • mi 2 17 1._ 15_ 10 m o di to nr 1 cn 1n . nn nn it a ITt44. .00.4. 36 37 38 39 40 41 7x10= 2x4 II 5x12= o 21 20 19 18 14 13 12 3x6__ 2x4 I I 7x10= 6x8= NAILED 2x4 I 2x4 I I 4x5= 3x5 Special NAILED NAILED NAILED NAILED NAILED JUS24 2x4 I I 29-11-0 7-0-0 11-8-4 16-2-12 20-11-0 2730 p8-6-0 3472 39-7-0 7-0-0 4-8-4 4-6-8 I 4-8-4 I 6-4-0 11-3-0I i-1-5-0 I x-6--512 5-1-4 I Plate Offsets(X,Y)-- (2:0-6-0,0-0-6],(3:0-4-8,0-2-0),(15:0-5-12,0-2-81,(17:0-3-8,Edge),119:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.70 16-17 >682 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.95 16-17 >499 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress lncr NO WB 0.61 Horz(CT) 0.25 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:431 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied. 6-7:2x4 SP SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.1 *Except* 6-18,14-16:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 8-13,17-19,12-15:2x4 SP No.1 REACTIONS. (lb/size) 2=2940/0-5-8,10=2309/0-5-8 Max Horz 2=144(LC 7) Max Uplift 2=1606(LC 8),10—1020(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5869/3298,3-4=-7189/4094,4-5=-7189/4094,5-6=-10878/5621,6-7=-11058/5696, 7-8=-5412/2499,8-9=-5232/2391,9-10=-4567/2024 BOT CHORD 2-21=-2820/5165,20-21=-2834/5187,19-20=-4291/8103,18-19=-321/538, 17-18=-218/434,6-17=-420/241,16-17=-3886/8435,15-16=-3739/8407, 10-12=-1712/4032 WEBS 3-21=-332/658,7-17=-1781/2939,7-15=-5141/2634,13-15=0/378,8-15=-2057/4474, 3-20=-1362/2512,5-19=-1445/749,4-20=-575/393,5-20=-1162/472,17-19=-4065/7747, 5-17=-1325/3183,9-12=-775/387,12-15=-1556/3930,9-15=-344/772 NOTES- 1)2-ply truss to be connected together with 10d(0.131'x3')nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Thomas A.Albani PE No.39380 will fit between the bottom chord and any other members. MiTek USA,Inc.FL Cert 6634 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 8904 Parke East Blvd.Tampa FL 33810 2=1606,10=1020. Date: 10) Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent at 20-9-4 from the left end to connect truss(es)to front face of bottom chord. October 25,2018 rlArltFiitalr rl9,eihlsnip_9 where harmer is in contact with lumhe.r 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev.10/0312015 BEFORE USE. Design valid for use only with Mllek®connectors.This design Is based only upon parameters shown,and Is for an Individual bulding component,not1111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guldcnce regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems.seeAt,W//►1►prqNy Clfallo,DJbaf and scs pilaw Campon.nf 6904 Parke East Blvd. Safety/dennadp/nvalable from Truss Plate institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply 1789 Monterey T15419712 170351C T06 ROOF SPECIAL GIRDER 1 2 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:31 2018 Page 2 ID:Ob2B8QDBKhwXW DvaROXgigyQZP2-bGDcxhEoGdKc_doyigDrNpnhUEYjseu?59Uf29yPvK_ NOTES- 12)"NAILED"indicates 3-10d(0.148'x3")or 3-12d(0.148-x3.25")toe-nails per NDS guidlines. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)358 lb down and 359 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-60,3-7.60,7-8=-60,8-11=-60,18-22=-20,16-17=-20,14-25=-20 Concentrated Loads(Ib) Vert:3=-128(F)18=-317(F)21=-358(F)28=-128(F)29=-128(F)30=-128(F)31=-128(F)33=-128(F)34=-128(F)36=-65(F)37=-65(F)38=-65(F)39=-65(F)40=-65(F) 41=-65(F) • 6 1 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 117473 rev.1003/2015 BEFORE USE. Design valid for use only with MiTek®connectors.this design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web aril/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal k*ny and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANIVIPII Qualify Climb,05849 and ICS/WldMg Compon nt 6904 Parke East Blvd. Safety Ildennallonclvallable from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 A Job Truss Truss Type Qty Ply 1789 Monterey T15419713 170351C T07 HIP 1 I 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:33 2018 Page 1 ID:Ob2B8QDBKhwXW DvaROXgigyQZP2-XfLMMNG2nFbJExyLp5FJSEs4o2E7KTnIYTzm62yPvJy 1-0 Q 6-0-0 18-10-15 14-11-8 I 20-11-0 28-6-0 1 30-8-1 i 33-7-0 39-7-0 4I0 7-p -0 6-0-0 2-10-15 6-0-9 5 11-8 7-7-0 2-2-1 2-10 15 6 0-0 1 0-d Scale=1:71.8 7x10= 4x5= 7x14 MT2OHS= 4x5= 7x10 6.00 PI2 2x4\\ = 26 =27 5 ': 6 6a as �ra ..317 rsa 8 2x4// 3 "' 9 2 ab �q4 1 2 �� 5 74 10Ir?1p ol.�:I 7x10= 10x14= gg1� 18 17 16 13 12 3x8= 6x6= 6x8= 3x4 I I 2x4 II 4x10= 3x8= 8-10-15 14-11-8 20-11-0 28-6-0 30-8-1 39-7-0 8-10-15 I 6-0-9 5-11-8 I 7-7-0 2-2-1 I 8-10-15 Plate Offsets(X,Y)— [2:0-8-0,0-0-101,(4:0-6-6,Edge),[8:0-4-0,0-3-0),[10:0-8-0,0-0-10),[12:0-4-0,0-2-01,114:0-8-12,Edge),[15:0-3-8,Edge),117:0-2-0,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.38 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.82 14-15 >580 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.90 Horz(CT) 0.23 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-AS Weight:215 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1`Except` TOP CHORD Structural wood sheathing directly applied,except 6-8:2x4 SP SS 2-0-0 oc purlins(2-4-13 max):4-8. BOT CHORD 2x4 SP No.1`Except" BOT CHORD Rigid ceiling directly applied. 6-16,7-13:2x4 SP No.3 WEBS 2x4 SP No.3*Except- 15-17,12-14:2x4 SP No.1 REACTIONS. (lb/size) 2=1643/0-5-8,10=1643/0-5-8 Max Horz 2=127(LC 11) Max Uplift 2=467(LC 12),10=467(LC 12) FORCES. (lb)-Max Comp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3031/1111,3-4=-2880/1081,4-5=-3523/1303,5-6=-4842/1705,6-7=-4938/1737, 7-8=-3995/1445,8-9=-2866/1069,9-10=-3036/1113 BOT CHORD 2-18=-884/2666,17-18=-767/2583,16-17=-115/282,6-15=-403/243,14-15=-1243/4082, 7-14=-755/382,10-12=-897/2673 WEBS 4-18=-74/321,4-17=-402/1211,5-17=-1097/463,15-17=-982/3323,5-15=-445/1471, 7-15=-306/1031,12-14=-743/2756,8-14=-787/2367,8-12=-859/234 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=451t;L=40ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-11-8,Interior(1)2-11-8 to 8-8-2,Exterior(2)8-8-2 to 14-3-5,Interior(1)14-3-5 to 30-10-14,Exterior(2)30-10-14 to 36-6-1,Interior(1)36-6-1 to 40-7-0 zone;C-C for members and forces& MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=467,10=467. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 25,2018 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. oat Design valid for use only with MiTek®connectors.This design a based only upon parameters shown,and is for an Individual budding component not a truss system.Before use,the building designer must verify the applicabllty of design parameters and properly Incorporate this design Into the overall budding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems.seeANSI/IPfI Quality Cahfly DSII-81,and SCSI Iulding Compon.nf 6904 Parke East Blvd. Safety IYtm dlonavdktrle from Truss Plate Institute.218 N.Lee Sheet.Suite 312.Plexandrta,VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply 1789 Monterey T15419714 170351C 108 HIP 1 1 j Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:34 2018 Page 1 I D:Ob2B8QDBKhwXW DvaROXgigyQZP2-OrvIZjGgYYjAr5XXNpnY_SPF5Sch3wCSn7iJeUyPvJx 1-0 Q 5-9-4 I 10-10-15 15-11-8 I 20-11-0 I 28-8-1 2 -11I-0 33-9-12 I 39-7-0 40-7-0 7-0- 5-9-4 5-1-11 5-0-9 4-11 8 7-9 1 0 -15 4-8-12 5 9-4 o- Scale=1:71.9 6x8 4x10= 7x14 MT2OHS= 6x8 6.00 12 4 28w w 29 ea ea 6 6a 30 1 6a as 32 i o IN1 I 4x5 i 33 4x5 27 1 269 34 T1 1 2 �{ cv ra /15 14 9 v. --- 9 m Ig .0 d ;: 7x10= 7x10= : 19 18 17 16 13 12 11 3x6_ 6x6= 4x10= 4x6= 2x41] 2x4 I I 4x6 3x6 1 5-9-4 I 10-10-15 15-11-8 I 20-11-0 I 28-6-0 29-1r0 33-9-12 I 39-7-0 1 5-9-4 5-1-11 5-0-9 4-11-8 7-7-0 0-7-'0 4-8-12 5-9-4 Plate Offsets(X,Y)-- [2:0-3-0,0-1-01,17:0-3-8,0-3-01,[9:0-3-0,0-1-01,[11:0-2-4,0-2-01,[14:0-6-4,0-3-81,115:0-3-8,Edge1,[17:0-2-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Goo) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.75 Vert(LL) -0.26 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.62 14-15 >765 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.95 Horz(CT) 0.19 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-AS Weight:226 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except' TOP CHORD Structural wood sheathing directly applied,except 6-7:2x4 SP SS 2-0-0 oc purlins(2-2-0 max.):4-7. BOT CHORD 2x4 SP No.1'Except' BOT CHORD Rigid ceiling directly applied. Except: 6-16,7-12:2x4 SP No.3 10-0-0 oc bracing:12-14 WEBS 2x4 SP No.3*Except' 15-17,11-14:2x4 SP No.1 REACTIONS. Qb/size) 2=1647/0-5-8,9=1654/0-5-8 Max Horz 2=155(LC 11) Max Uplift 2=465(LC 12),9=-462(LC 12) FORCES. (Ib)-Max Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3100/1093,3-4=-2683/1002,4-5=-2344/951,5-6=-3744/1354,6-7=-3804/1379, 7-8=-3404/1194,8-9=-3115/1081 BOT CHORD 2-19=-882/2715,18-19=-882/2715,17-18=-842/2927,6-15=-412/264,14-15=-868/3032, 9-11=-879/2728,7-14=-123/662 WEBS 4-18=-253/895,5-18=-888/294,15-17=-761/2839,5-15=-316/1092,7-15=-328/999, 11-14=-817/2678,8-14=-67/459,8-11=-489/233,3-18=-464/253,5-17=-485/216 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=40tt;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-11-8,Interior(1)2-11-8 to 10-5-11,Exterior(2) 10-5-11 to 15-11-8,Interior(1)15-11-8 to 28-10-14,Exterior(2)28-10-14 to 34-6-1,Interior(1)34-6-1 to 40-7-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber,DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=465,9=462. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 8904 Parke East Blvd.Tampa FL 33810 Date: October 25,2018 lilt a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE/REFERANCE PAGE M67473 rev.10/032015 BEFORE USE Design valid for use only with MilekS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicablity of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal knJray and property damage. For general guidance repordng the fabrication.storage.delivery,erection and bracing of trusses and truss systems,seeANl1/IPII Oval&Plod;DM49 and ICSIaMIfp Componart 6904 Parke East Btvd. SolWy 5l/onnalk Esvdkt'le from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 r Job Truss Truss Type Qty Ply 1789 Monterey T15419715 170351C T09 HIP 1 1 I I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:35 2018 Page 1 I Q I D:Ob2B8ODBKhwXW DvaROXgigyQZP2-U2T7n3HIJsr1 TF6jxW InXfyVTrzpoM7bOnSt9 AxyPvJw 1-0--0 6-9-4 16-1-115 13-9-7 42111 11 5 9-11 29615 l 3-3-4 5-9-12 100-0 Scale=1:70.6 6x8 4x5= 2x4 I I 7x10 4 aim 5 ,;F 6 2E5n29 2x4 II 6.00 12n @ q� 8 4x5 i 30 4x 3 5 digagis 9 ` rb 25 / 31 s bolooli. 79 m 1 2 t n k1514 a _ 10Iro o 7x10= 8x10= ;_;111,4 d 18 17 16 13 12 3x6= 6x6= 8x12= 3x6 II 2x4 II 4x6= 3x6 6-9-4 12-10-15 20-11-0 26-8-1 28-6-0 33-9-4 39-7-0 6-9-4 6-1-11 8-0-1 I 5-9-1 '1-9-15 I 5-3-4 5-9-12 Plate Offsets(X,Y)-- 12:0-6-0,0-0-61,[7:0-3-4,0-3-01,[10:0-3-0,0-1-01,[12:0-2-4,0-2-01,114:0-3-8,Edge),[15:0-3-8,Edge1,[16:0-2-8,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.23 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.53 14-15 >889 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.98 Horz(CT) 0.18 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-AS Weight:237 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 SP No.1 `Except* 2-0-0 oc purlins(3-3-3 max.):4-7. 6-16,8-13:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3`Except` 12-14:2x4 SP No.1 REACTIONS. (lb/size) 2=1643/0-5-8,10=1643/0-5-8 Max Horz 2=-184(LC 10) Max Uplift 2=467(LC 12),10=-467(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3049/1071,3-4=-2517/952,4-5=-2184/917,5-6=-2994/1149,6-7=-3037/1164, 7-8=-3120/1236,8-9=-3188/1151,9-10=-3098/1069 BOT CHORD 2-18=-856/2662,17-18=-856/2662,6-15=-407/254,14-15=-708/2545,10-12=-869/2716 WEBS 3-17=-591/306,4-17=-249/832,15-17=-695/2441,5-15=-143/607,7-15=-243/756, 7-14=-327/811,12-14=-833/2685,9-12=-408/217,5-17=-899/345 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-11-8,Interior(1)2-11-8 to 12-5-11,Exterior(2) 12-5-11 to 18-0-14,Interior(1)18-0-14 to 26-10-15,Exterior(2)26-10-15 to 32-6-2,Interior(1)32-6-2 to 40-7-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=467,10=467. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A.Albani PE No.39380 MITek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 25,2018 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.Ibis design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery.erection and bracing of trusses and truss systems.seeANl1/iPf I Qualy CNMdo,058.89 and 8CM adding Component 6904 Parke East Blvd. Sally hfosmafa mvdlable from Truss Plate Institute,218 N.Lee Sheet.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 a r Job Truss Truss Type Qty Ply 11789 Monterey T15419716 170351C T10 HIP 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:37 2018 Page 1 I D:Ob2B8QDBKhwXW DvaROXgigyQZP2-QQatCkJYrT51iYF62xKFc41 pufgGGM7uT5x_FpyPvJu 1-0-0 7-9-4 14-10-15 19-9-8 24-8-1 31-9-12 39-7-0 40-7-0 -o-0 7-9-4 7-1-11 4-10-9 4-10-9 7-1-11 7-9-4 i-o d Scale=1:70.6 8x12 6.00 FiT 2x4 I I 8x12 4 23 w 248 25 W rm 26 - I fol li 22 27 sxs 3 7 r (7'n 21 28 1 2 L ® ars y . \9 I 14 29 1330 12 31 11 32 10 4x5= 6)6= 4x10= 6x6= 4x5= 3x6= 3x6 7-9-4 14-10-15I 19-9-8 24-8-1 i 31-9-12 39-7-0 7-9-4 7-1-11 4-10-9 4-10-9 7-1-11 7-9-4 Plate Offsets(X,Y)-- )2:0-3-0,0-1-0),)4:0-4-1,Edge),)6:0-4-1,Edge),)8:0-3-0,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.17 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.34 13-14 >999 180 BCLL 0.0 ` Rep Stress lncr YES WB 0.62 Horz(CT) 0.12 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-AS Weight:223 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 SP No.1 2-0-0 oc purlins(4-1-5 max.):4-6. WEBS 2x4 SP No.3"Except" BOT CHORD Rigid ceiling directly applied. 4-14,6-10:2x4 SP No.1 REACTIONS. (lb/size) 2=1643/0-5-8,8=1643/0-5-8 Max Horz 2=-213(LC 10) Max Uplift 2=-467(LC 12),8=-467(LC 12) Max Gray 2=1688(LC 17),8=1688(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3114/1028,3-4=-3170/1222,4-5=-2275/930,5-6=-2275/930,6-7=-3170/1222, 7-8=-3114/1028 BOT CHORD 2-14=-808/2865,13-14=-510/2211,12-13=-513/2201,11-12=-518/2102,10-11=-516/2112, 8-10=-814/2705 WEBS 3-14=-499/375,4-14=-425/941,4-13=0/315,4-12=-160/477,6-12=-160/477,6-11=0/315, 6-10=-425/941,7-10=-499/375,5-12=-470/256 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0pst;BCDL=5,0psf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-11-8,Interior(1)2-11-8 to 14-9-3,Exterior(2)14-9-3 to 20-4-6,Interior(1)20-4-6 to 24-9-13,Exterior(2)24-9-13 to 30-5-0,Interior(1)30-5-0 to 40-7-0 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=467,8=467. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 8634 8904 Parke East Blvd.Tampa FL 33610 Date: October 25,2018 i MEM 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERANCE PAGE NII-7473 rev.1ee3/2015 BEFORE USE. iis Design valid for use only with MiTek®connectors.this design is based only upon parameters shown,and Is for an individual bulding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary c d permanent bracing MiTele Is always required for stability and to prevent collapse with possible personal injury and property damage. For general gndonce regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeAhWIPII Quail),CIMdo"Dal-t and KM auaa g Componart 6904 Parke East Blvd. Safely hdannationavallable from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexc dria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 1789 Monterey T15419717 170351C T11 HIP 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:38 2018 Page 1 ID:Ob2B8QDBKhwXW DvaROXgigyQZP2-ud8FP4JBcnDcKiglcerU9laz_3yd?nG1 ikgXnFyPvJt 1-4Q 6-0-5 11-6-3 16-10-15 22-8-1 } 28-0-13 33-6-11 I 39-7-0 40-7-0 4-0- s 0-5 5-5-13 5-4-12 5-9-2 5-4-12 S 5-13 6-0-5 0-d Scale=1:70.1 6x8 i 6x8 6.00 12 5 23 24,6 4x5 4x5 22 4 7 25 6x6 6x6 .� ro 3 8 ss.4*\ 21 26 m1 2 • • rw •• 9 Ie? cl IN 14 27 28 13 12 29 30 11 3x8= 7x6— 7x6= 3x8= 7x10= 4x5= 8-9-4 16-10-15 22-8-1 30-9-12 39-7-0 8-9-4 8-1-11 5-9-2 8-1-11 8-9-4 Plate Offsets(X,Y)-- ]2:0-8-0,0-0-10],]9:0-8-0,0-0-10) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lec) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.64 11-12 >747 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.81 11-12 >586 180 BCLL 0.0 ' Rep Stress!nor YES WB 0.76 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-AS Weight:204 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 SP No.1 2-0-0 oc purlins(3-10-9 max.):5-6. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 2=1643/0-5-8,9=1643/0-5-8 Max Harz 2=237(LC 11) Max Uplift 2=-467(LC 12),9=-467(LC 12) Max Gray 2=1691(LC 17),9=1691(LC 18) FORCES. (Ib)-Max Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3161/1031,3-4=-2956/998,4-5=-2251/874,5-6=-1967/830,6-7=-2251/874, 7-8=-2956/998,8-9=-3162/1031 BOT CHORD 2-14=-821/2953,13-14=-642/2485,12-13=-430/2040,11-12=-649/2310,9-11=-828/2776 WEBS 3-14-346/234,4-14=-93/551,4-13=-684/337,5-13=-155/722,6-12=-155/722, 7-12=-685/337,7-11=-93/551,8-11=-346/234 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-11-8,Interior(1)2-11-8 to 16-5-11,Exterior(2) 16-5-11 to 22-0-14,Interior(1)22-0-14 to 23-1-5,Exterior(2)23-1-5 to 28-8-8,Interior(1)28-8-8 to 40-7-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=467,9=467. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A.Albani PE No.39380 MiTek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 25,2018 0 WARNING-Verify design parameters and READ NOTES ON TFIS AND INCLUDED MITEK REFERANCE PAGE MJ-7473 row.1003/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual balding component,not a truss system.Before use,the building designer must verify the applicabiity of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANWIP/1 Waft Wear,DS8 89 and 6CS1 Bolding Component 6904 Parke East Blvd. Safety Wonnationavailable from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 t r Job Truss Truss Type Qty Ply 11789 Monterey T15419718 17035lC T12 HIP I1 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:40 2018 Page 1 ID:Ob2B8QDBKhwXW DvaROXgigyQZP2-q?GOgmLR8OTKZO_hk3tyEjfJ7sekTirK929es8yPvJr 20-7-0 11-0� 6-11-8 6-11-8 13-4-8 6-5-0 I 19-0-05-7-8 b-i�9-g-9 9-8 I 26-2-8 5-7-8 i 32-7-8 6-5-0 I 39-7-0 6-11-8 4/0-7.0 1 0-0 -0-0 0-9-8 3x5 1 Scale=1:68.9 3x6= 3x6= 5 6 7 6.00 12 r-' ? '-' 4x5-:"; 4x5 4 8 r 6x6 i m 6x6 o 3 9 rn "\ /. 2122 10 alt 2 .a ENO! gile 2i IT 1 I0" A14 23 24 13 25 26 12 -�\ o 6x8= 7x10= 6x8= 3x8= 3x8= 20-7-0 10-2-0 I 19-0-0 14-9-8 29-5-0 I 39-7-0 10-2-0 8-10-0 9- &-10.0 10.2-0 0-9-8 Plate Offsets(X,Y)-- (2:0-8-0,0-0-10),15:0-4-0,0-2-81,(6:0-3-0,0-1-8),17:0-4-0,0-2-81,(10:0-8-0,0-0-10) LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.29 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.53 12-13 >904 180 BCLL 0.0 * Rep Stress Ina YES WB 0.69 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-AS Weight:204 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-13,4-13 REACTIONS. (lb/size) 2=1643/0-5-8,10=1643/0-5-8 Max Horz 2=271(LC 10) Max Uplift 2=-467(LC 12),10=-467(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2984/964,3-4=-2729/917,4-5=-1885f763,5-6=-1619/729,6-7=-1619/729, 7-8=-1885/763,8-9=-2730/917,9-10=-2984/964 BOT CHORD 2-14=-735/2811,13-14=-526/2240,12-13=-532/2097,10-12=-742/2626 WEBS 8-13=-779/372,8-12=-114/657,9-12=-422/268,6-13=-390/1256,4-13=-779/372, 4-14=-114/656,3-14=-421/268 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=13omph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft L=40ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-11-8,Interior(1)2-11-8 to 19-0-0,Exterior(2)19-0-0 to 26-2-8,Interior(1)26-2-8 to 40-7-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=467,10=467. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 8634 8904 Parke East Blvd.Tampa FL 33810 Date: October 25,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MN-7473 rev.10,032015 BEFORE USE. is Design valid for use only with MiTek©connectors.This design Is based only upon parameters shown,and is for an individual balding component.riot a truss system.Before use-the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSOPII QuaXy Crf pea,DSBdfi and BCM/u/ding Component 6904 Parke East Blvd. Safely l donnaNplpvaiable from Trus Plate Institute.218 N.Lee Sheet,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 1789 Monterey T15419719 17035lC T13 COMMON 3 1 ;Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:41 2018 Page 1 I D:Ob2B8QD BKhwXW DvaROXgigyQZP2-I CgO16M3vibBBAZtHnPBmwC W 7G_zC8SUOivBOayPvJq 1-0-0 6-11-8 13-4-8 19-9-8 26-2-8 32-7-8 39-7-0 40-7-P 1-0-0 6-11-8 6-5-0 6-5-0 6-5-0 6-5-0 6-11-8 1-0-0 Scale=1:69.9 5x6=- 5 5 6.00 l ii 20 21 4x5 i 4x5 4 6x6 6x6 3 7 19 22 01.1 2 cru \Aiiiiiho.-44441444444 8 • 12 23 24 11 25 26 10 `'-"RN°0 6x8= 7x10= 6x8= 3x8= 3x8= 10-2-0 19-9-8 29-5-0 39-7-0 10-2-0 9-7-8 9-7-8 10-2-0 Plate Offsets(X,Y)-- 12:0-8-0,0-0-101,18:0-8-0,0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 , Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.29 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.52 10-11 >919 180 BCLL 0.0 " Rep Stress Incr YES WB 0.73 Horz(CT) 0.13 8 ria n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-AS Weight:204 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-11,4-11 REACTIONS. (lb/size) 2=1643/0-5-8,8=1643/0-5-8 Max Horz 2=282(LC 11) Max Uplift 2=-467(LC 12),8=-467(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2982/917,3-4=-2724/871,4-5=-1882/719,5-6=-1882/719,6-7=-2724/871, 7-8=-2982/917 BOT CHORD 2-12=-688/2811,11-12=-460/2248,10-11=-480/2103,8-10=-689/2622 WEBS 5-11=-384/1291,6-11_804/346,6-10=-110/650,7-10=-413/263,4-11—804/346, 4-12=-110/650,3-12=-413/263 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.Opsf;h=25tt;B=45ft;L=40ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-11-8,Interior(1)2-11-8 to 19-9-8,Exterior(2)19-9-8 to 23-9-0,Interior(1)23-9-0 to 40-7-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=467,8=467. 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. Thomas A.Albani PE No.39380 MITek USA,Inc.FL Curt 6634 6904 Parke East Blvd.Tampa FL 33810 Date: October 25,2018 � 1 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Ma-7473 rev.10032015 BEFORE USE Design valid for use oily with MITeka connectors,TMs design 6 based oily upon parameters shown,and is for an kidlvkAial building component,not a truss system.Before use,the building designer must verify the appllcablity of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeMSVIPfI Oua1y CAW°,D3B49 and SCSI Bt dbp COmpon nt 6904 Parke East Blvd. Sandy INonna&fruvaiable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply 1789 Monterey 715419720 170351C T13A COMMON 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:44 2018 Page 1 ID:Ob2B8QDBKhwXW DvaROXgigyQZP2-jnW W g8OxCdzm2dlSzvyuOZq?jU?gPU5w4g7r?vyPvJn 11-0 0 6-11-8 13-4-8 19-9-8 26-2-8 32-7-8 39-7-0 40-7-0 1-0-0 6-11-8 6-5-0 6-5-0 6-5-0 6-5-0 6-11-8 1-0-0 Scale=1:69.9 5x6= 5 6.00 12 ii 20 21 4x5 i 4x5 4 6 6x6 6x6 3 7 19 22 qI1 2r e • �. 8 m 0�°. 4o 12 23 24 2511 26 27 10 7x10= 7x10= 7x10= 4x6= 4x6= 10-2-0 19-9-8 29-5-0 39-7-0 10-2-0 9-7-8 9-7-8 10-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.29 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.52 10-11 >919 180 BCLL 0.0 * Rep Stress lncr YES WB 0.74 Horz(CT) 0.16 8 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-AS Weight:204 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-11,4-11 REACTIONS. (lb/size) 2=1643/0-5-8,8=1643/0-5-8 Max Horz 2=-282(LC 30) Max Uplift 2=-1498(LC 33),8=-1498(LC 34) Max Gray 2=1945(LC 30),8=1945(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4350/3071,3-4=-3551/2297,4-5=-2202/1412,5-6=-2201/1435,6-7=-3550/2320, 7-8=-4350/3099 BOT CHORD 2-12=-2539/3811,11-12=-2516/3574,10-11=-2488/3567,8-10=-2696/3972 WEBS 5-11=-386/1291,6-11.804/346,6-10=-130/650,7-10=-413/280,4-11=-804/351, 4-12=-116/650,3-12=-413/268 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-11-8,Interior(1)2-11-8 to 19-9-8,Exterior(2)19-9-8 to 23-9-0,Interior(1)23-9-0 to 40-7-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=1498,8=1498. 6)This truss has been designed for a total drag load of 4108 lb.Lumber DOL=(1.33)Plate grip DOL-(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-10-6 for 296.3 plf. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cent 8634 6904 Parke East Blvd,Tampa FL 33810 Data: October 25,2018 � 1 0 WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ma-7473 rev.10/032015 BEFORE USE. Design valid for use only with MITeke connectors.this design is based only upon parameters shown,and Is for an individual[wilding component not a truss system.Before use,the building designer must verify the appiicablity of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent budding of Indtvidud truss web and/or chord members only. Additional temporary andWRAC permanent bracing IQk is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems.seeA?r 11P//Query Came&DS1489 and RCN Mew Component 6904 Parke East Blvd. Safety h nnafbrmvdIabie from truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria VA 22314. Tampa.FL 33610 Job 'Truss Truss Type Qty Ply 1789 Monterey T15419721 170351C T14 ROOF SPECIAL 6 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:46 2018 Page 1 I D:Ob2B8QDBKhwXW DvaROXgigyQZ P2-f9d H4pQCkE DTHxRr4K_MT_vK3HhwtM_DY_cy3oyPvJl 1-0-0 6-11-8 13-4-8 i 19-9-8 25-5-0 I 31-3-4 i 37-1-8 1 39-7-0 -0-0 6-11-8 6-5-0 6-5-0 5-7-8 5-10-4 5-10-4 2-5-8 7x10= Scale=1:70.0 5 6.00 riT f 24 25 2x4 II 4x5<- 4 4 6x6 6x8 N 7 3 22 .�:;. 26 23 .1°°°1°.\/ 8 3x8 N i1 2 'y _ 1 9 • �.oc'. Io o/- 14 27 28 7x10= 13 1210 '`' -o 2x4 II _ 6x8 4x10= 2x4 I 3x8= 10-2-0i 17-6-0 19-9-8 i 25-5-0 31-3-4 37-1-8 39-7-0 i 10-2-0 7-4-0 2-3-8 5-7-8 5-10-4 5-10-4 2-5-8 Plate Offsets(X,Y)-- [2:0-8-0,0-0-101,[7:0-2-0,0-3-01,[9:Edge,0-2-01,111:0-3-8,Edge1,[13:0-2-4,0-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.33 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.61 13-14 >769 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.22 9 n/a n/a BCDL 10.0 I Code FBC2017/TPI2014 Matrix-AS Weight:272 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied. 7-9:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.1'Except" WEBS 1 Row at midpt 4-13 6-12:2x4 SP No.3 WEBS 2x4 SP No.3`Except* 5-11:2x4 SP No.1 OTHERS 2x6 SP No.2*Except* 9-15:2x4 SP No.3 LBR SCAB 7-9 2x6 SP No.2 both sides REACTIONS. (lb/size) 2=1635/0-5-8,9=1577/0-5-8 Max Horz 2=278(LC 11) Max Uplift 2=-466(LC 12),9=-411(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2964/911,3-4=2695/865,4-5=-1867/718,5-6=-2516/968,6-7=-2549/848, 7-8=-3295/992,8-9=-700/241 BOT CHORD 2-14=-706/2708,13-14=-499/2141,6-11=-347/270,10-11=-779/2995,8-10=-781/2987 WEBS 3-14=-411/262,4-14=-107/664,4-13=-813/346,5-13=-144/643,11-13=-198/1445, 5-11=-459/1183,7-11.912/342,7-10=0/300 NOTES- 1)Attached 9-3-7 scab 7 to 9,both face(s)2x6 SP No.2 with 2 row(s)of 10d(0.131"x3")nails spaced 9"o.c.except:starting at 5-7-7 from end at joint 7,nail 2 row(s)at 7"o.c.for 2-7-13. 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-11-8,Interior(1)2-11-8 to 19-9-8,Exterior(2)19-9-8 to 23-9-0,Interior(1)23-9-0 to 39-4-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) Thomas A.Albani PE No.39380 2=466,9=411. MiTek USA,Inc.FL Cert 6634 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2'gypsum 8904 Parke East Blvd.Tampa FL 33610 sheetrock be applied directly to the bottom chord. Date: October 25,2018 t, I mai 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M6-7473 rev.1(,3/2015 BEFORE USE. Design valid for use only with MiTek®connectors.-this design is based only upon parameters shown,and is for an individual bulding component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly hcorporate this design into the overall balding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' 8 always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of muses and truss systems.seeAliWlPII Oddly CrSNda,DSI-89 and SCSI building Component 6904 Parke East Bbd. SdYSy brlotmaSor/avdrabie from Trus Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. _ Tampa,FL 33610 I . Job Truss Truss Type 1 Qty Ply ! 1789 Monterey 1 T15419722 170351C T15 HIP 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:47 2018 Page 1 I D:Ob2B8QDBKhwXW DvaROXgigyQZP2-7LBf I9QgUYLKv501 e 1 W bOBRVph14coUMmeMVcEyPvJk 20-7-0 V.-00- 6-11-8 13-4-8 19-0-0 1 -9 25-5-0 31-3d 37-1-8 39-7-0 6-11-8 - 6-5-0 5-7-8 -9- I 4-10-0 5-10-4 { 5-10-4 1 2-5-8 0-9-8 3x4 = Scale=1:84.0 3x4 =6x8 c 354= 4x6 3x4= 354:_-_- 6.00 6.00 12 5 6 7 4x5 2x4 II 8 q 26 6x6- 6x8 m 9 0 24 3 27.:..... m 25 3x8= Ili c�,12 ... " 13 1011 Ioiao I/' 16 28 29 7x10= 12 - d 15 14 2x4 II 3x8= 7x10= 5x12= 2x4 11 6x6= 20-7-0 I 10-2-0 10-2-0 19-0-0 8-10-0 1t9-918 1 25-5-0 4-10-0 I 31-3-4 5-10-4 I 37-1-8 5-10-4 ( 39-7-0 I 2-5-8 0-9-8 Plate Offsets(X,Y)-- (2:0-8-0,0-0-101,(5:0-2-3,Edge1,16:0-3-0,0-1-81,19:0-2-0,0-3-01,111:Edge,0-2-01,(13:0-3-8,Edge1,115:0-5-12,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 I TC 0.62 Vert(LL) -0.34 15-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.64 15-16 >737 180 BCLL 0.0 * Rep Stress Incr YES WB 0.95 Horz(CT) 0.22 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-AS Weight:295 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except' TOP CHORD Structural wood sheathing directly applied. 9-11:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 4-15 8-14:2x4 SP No.3 Web Brace:Length(member) 7-3-6(7-15); WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 LBR SCAB 9-11 2x6 SP No.2 both sides REACTIONS. (lb/size) 2=1635/0-5-8,11=1577/0-5-8 Max Horz 2=268(LC 11) Max Uplift 2=466(LC 12),11=-411(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2969/958,3-4=-2696/910,4-5=-18611759,5-6=-1602/735,6-7=-1606/736, 7-8=-2515/1033,8-9=-2548/897,9-10=-3296/1045,10-11=-700/250 BOT CHORD 2-16=-774/2711,15-16=-563/2128,8-13=-339/301,12-13=-827/2996,10-12=-829/2988 WEBS 3-16=-426/268,9-13=-918/347,9-12=0/301,7-15=-569/262,13-15=-244/1476, 7-13=-493/1161,6-15=-363/952,4-16=-111/678,4-15=-770/360 NOTES- 1)Attached 9-3-7 scab 9 to 11,both face(s)2x6 SP No.2 with 2 row(s)of 10d(0.131"x3")nails spaced 9"o.c.except:starting at 5-7-7 from end at joint 9,nail 2 row(s)at 7"o.c.for 2-7-13. 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=45ft;L=40tt;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-11-8,Interior(1)2-11-8 to 19-0-0,Exterior(2)19-0-0 to 26-2-3,Interior(1)26-2-3 to 39-4-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=466,11=411. Thomas A.Albani PE No.39380 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2'gypsum MiTek USA,Inc.FL Ceit 8834 sheetrock be applied directly to the bottom chord. 8904 Parks East Blvd.Tampa FL 33810 Date: October 25,2018 6 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 8111-7473 rev.10032015 BEFORE USE. NH Design valid for use only with MiTek®connectors.TNs design h based only upon parameters shown,and Is for an kldlvIdual building component,not a truss system.Before use,the bullring designer must verify the appilcablity of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek. is always required for stability and to prevent collapse with possible personal Injury and properly y damage. For general gulde nce regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANaf/IPII QuaNy Crteda.DSI89 and DCS/adding Compon nt 6904 Parke East Blvd. Softly IdomraIknpvcAdble from Truss Plate Institute,218 N.Lee Street.Sidle 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 1789 Monterey T15419723 170351C T16 HIP 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:48 2018 Page 1 ID:Ob2B8QDBKhwXW DvaROXgigyQZP2-bYl1 VVRSFsUBXEbDCl1 gZP_gZ5LILG7V?1538gyPvJj 1-0-10 6-0-5 11-6-3 16-10-15 22-8-1 25-5-0 31-3-4 37-1-8 39-7-0 1-0- 6-0-5 5-5-13 5-4-12 5-9-2 2-8-15 5-10-4 5-10-4 ' 2-5-8 3x4 =10x14 - Scale=1:72.9 3x4 = 6x8 i 3x4= 3x4= 6.00 12 5 27 28 6 2x4 II 4x5 26 4 6x8g 6x6 .. .. 3 �'-• 2..:-. 4 o 30 25 3x8= f& 000 :j ' 9 10 cv 0 I 1 2 ss w ..I/- '14F.1' 2 •,•ii arm•-:• dI 16 31 32 15 14 137x10= 2x4 11 7x6= 3x8= 7x10= 4x5= 3x4 I 8-9-4 16-10-15 22-8-1 25-5-0 31-3-4 37-1-8 39-7-0 8-9-4 8-1-11 I 5-9-2 2-8-15 5-10-4 I 5-10-4 I 2-5-8 Plate Offsets(X,Y)-- (2:0-8-0,0-0-10],(6:0-4-0,Edge],18:0-2-0,0-3-01,(10:Edge,0-2-0],(12:0-3-8,Edge],(14:0-2-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.54 15-16 >873 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.77 15-16 >616 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.86 Horz(CT) 0.23 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-AS Weight:277 lb FT=20% • LUMBER- BRACING- TOP CHORD 2x4 SP No.1 "Except" TOP CHORD Structural wood sheathing directly applied,except 8-10:2x6 SP No.2 2-0-0 oc purlins(3-11-5 max.):5-6. BOT CHORD 2x4 SP No.1 `Except* BOT CHORD Rigid ceiling directly applied. 7-13:2x4 SP No.3 WEBS Web Brace:Length(member) 6-0-8(6-14); WEBS 2x4 SP No.3"Except" 6-14:2x4 SP No.1 OTHERS 2x6 SP No.2"Except* 10-17:2x4 SP No.3, :2x4 SP No.1 LBR SCAB 8-10 2x6 SP No.2 both sides REACTIONS. (lb/size) 2=1635/0-5-8,10=1577/0-5-8 Max Horz 2=233(LC 11) Max Uplift 2=-466(LC 12),10=-411(LC 12) Max Gray 2=1662(LC 17),10=1580(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3098/1031,3-4=-2893/998,4-5=-2178/868,5-6=-1898/834,6-7=-2505/1060, 7-8=-2562/954,8-9=-3302/1108,9-10=-702/259 BOT CHORD 2-16=-860/2888,15-16=-680/2418,14-15=-464/1967,13-14=-149/264,7-12=-258/238, 11-12=-913/3003,9-11=-915/2995 WEBS 3-16=-345/233,4-16=-92/557,4-15=-694/332,5-15=-149/706,6-14=-527/216, 12-14=-406/2047,6-12=-545/1349,8-12=-949/364,8-11=0/298 NOTES- 1)Attached 9-3-7 scab 8 to 10,both face(s)2x6 SP No.2 with 2 row(s)of 10d(0.131"x3")nails spaced 9"o.c.except:starting at 5-7-7 from end at joint 8,nail 2 row(s)at 7"o.c.for 2-7-13. 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=40ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-11-8,Interior(1)2-11-8 to 16-5-11,Exterior(2) 16-5-11 to 22-0-14,Interior(1)22-0-14 to 23-1-5,Exterior(2)23-1-5 to 28-8-8,Interior(1)28-8-8 to 39-4-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. Thomas A.Albani PE No.39380 7)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify MiTek USA,Inc.FL Cert 8634 capacity of bearing surface. 6904 Parke East Blvd.Tampa FL 33610 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) Date: 2=466,10=411. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum October 25,2018 r:nrahaetrtulle harenolied directly to the hnttnm chord 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED ARTEK REFERANCE PAGE AW-7473 rev.10032015 BEFORE USE. is- Design valid for use only with MITeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSVIMf Ovafy COMM,D5149 and PCS Bultding Component 6904 Parke East Blvd. Safety hitonno)bi vdldNe from Truss Plate institute,218 N.Lee Street.Suite 312,Alexandra,VA 22314. Tampa.FL 33610 Job Truss Truss Type r r I Qty Ply i 1789 Monterey 715419723 170351C T16 HIP 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:48 2018 Page 2 ID:Ob2B8QDBKhwXW DvaROXgigyQZP2-bYit W RSFsUBXEbDCl1 gZP_gZ5LILG7V?I538gyPvJj NOTES- 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. t, 1 a WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITES REFERANCE PAGE IBI-7473 rev.10032015 BEFORE USE. 111 Design valid for use only with MiTek®connectors.this design is based only upon parameters shown,and is for an individual balding component,not a truss system.Before use,the building designer must verify the applicablity of design parameters and properly incorporate this design into the overall baking design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' k always required for stability and to prevent collapse with possbie personal inlay and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see.4I jIP H Qualify Waft DSI-I9 and BCS Id el ty Compon.nt 6904 Parke East Blvd. Safety Informoponovdlable from Truss Plate institute,218 N.Lee Sheet.Suite 312,Plexarsdrla,VA 22314. Tampa,FL 33610 I 6 Job Truss Truss Type Qty Ply ; 1789 Monterey I T15419724 170351C T17 HIP ,1 1 ',Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:50 2018 Page 1 ID:Ob2B8QDBKhwXW DvaROXgigyQZP2-YwtowBTinTkvmYlcJA31eg303u4apAooScaACZyPvJh 1-0-9 7-9-4 14-1015 19-9-8 24-8-1 2�5-5-0 31-3-4 37-1-8 39-7-0 i-0-07-9-4 7-1-11 4-10-9 4-10-9 0-8-15 5-10-4 5-10-4 2-5-8 Scale=1:72.9 7x10 6.00 12 4x5= 6x8 4 MO .ser 5�6 6a 27 ►6 28 6x8:-.1024P �� •hilisiiiiiisiiiiiii 4y.:67:8::::::;,...;::%::.:5 �� ./..„, 29 24 8 3x8= 2 N N 1 �i�i 9 ---- --- 9 j� o vI �'. -11 �Im o/I'. 10 15 14 30 13 127x10= 2x4 ;1 3x6= 2x4 I 6x8= 6x8= 3x4 I: 7-9-4 14-10-15 19-9-8 25-5-0 31-3-4 37-1-8 39-7-0 7-9-4 7-1-11 4-10-9 5-7-8 5-10-4 5-10-4 I 2-5-8 i Plate Offsets(X,Y)-- 12:0-6-0,0-0-6j,j4:0-4-0,0-3-01,17:0-2-0,0-3-01,[9:Edge,0-2-0],[11:0-3-8,Edge),[14:0-3-12,0-3-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.21 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.43 10-11 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.85 Horz(CT) 0.23 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 I Matrix-AS Weight:282 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1"Except" TOP CHORD Structural wood sheathing directly applied,except 7-9:2x6 SP No.2 2-0-0 oc purlins(4-0-10 max.):4-6. BOT CHORD 2x4 SP No.1*Except* BOT CHORD Rigid ceiling directly applied. 6-12:2x4 SP No.3 WEBS Web Brace:Length(member) 6-1-8(5-11); WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 LBR SCAB 7-9 2x6 SP No.2 both sides REACTIONS. (lb/size) 2=1635/0-5-8,9=1577/0-5-8 Max Horz 2=204(LC 11) Max Uplift 2=-466(LC 12),9=-411(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2986/1028,3-4=-2363/915,4-5=-2167/925,5-6=-2183/927,6-7=-2545/967, 7-8=-3298/1149,8-9=-700/261 BOT CHORD 2-15=-839/2596,14-15=-841/2592,13-14=-568/2028,12-13=-85/265,6-11=-215/769, 10-11=-954/2999,8-10=-956/2991 WEBS 3-15=0/309,3-14=-666/314,4-14=-103/519,5-13=-423/217,7-11=-929/411,7-10=0/302, 4-13=-121/392,11-13=-528/1920 NOTES- 1)Attached 9-3-7 scab 7 to 9,both face(s)2x6 SP No.2 with 2 row(s)of 10d(0.131"x3")nails spaced 9"o.c.except:starting at 5-7-7 from end at joint 7,nail 2 row(s)at 7"o.c.for 2-7-13. 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasal=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45tt;L=40f;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-11-8,Interior(1)2-11-8 to 14-8-2,Exterior(2)14-8-2 to 20-3-5,Interior(1)20-3-5 to 25-3-4,Exterior(2)25-3-4 to 30-10-7,Interior(1)30-10-7 to 39-4-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) Thomas A.Albani PE No.39390 2=466,9=411. MiTek USA.Inc.FL Cert 6634 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum 6904 Parke East Btvd.Tampa FL 33610 sheetrock be applied directly to the bottom chord. Date: 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. October 25,2018 � r 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH.7473 rev.10/93/2015 BEFORE USE. Not Design valid for use only with MiTek®connectors.INs design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bulking designer must verify the applicablity of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mfib k' Is always required for sfabNily and to prevent collapse with possble personal Wry and property damage. For general guidance regarding the fabrication,storage,delivery,erection and brocIng of trusses and truss systems seeANSVIPII QuaNy CIMda,OSB-89 and BCS/Bulding Component 6904 Parke East Blvd. SafetyhNblma#plravdiable from Truss Plate institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty I Ply 1789 Monterey T15419725 170351C T18 HIP 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:51 2018 Page 1 ID::Ob2B8QDBKhwXWDvaROXgigyQZP2-07RA8XTKYnsmOiKottaXAlcBoIPZYcYyhGKjl?yPvJg �1-0-9 5-11-0-0-0 5-11-0 151-3-8-4-8 t p 1-7-7 6 10-9 11-4-01 45p3-8 163-1� 35-2-3 a I 6-1-8 39-7-0 3-4 2-5-8 I Scale=1:71.6 7x10= 2x4 H 7x6= 2x4 II 528 6 28 /a ea ?a oil33 34 6a 6a o �:"" 6.00 12 4 $ I 4x5 4x5*..,340/ 8 35 3 36 q 29 3x8= 10 9 N 0 q _ oI / is a .•,r. O/ 37 38 13 2x4 39 12 11 ._. d 16 15 4x10= 6x6= 2x4 H 6x6= 3x4 I I 2x4 I I 2x4 11 3x6= 2x4 I I 7x10= 5-11-0 -5-0 5-11-0 i 15-4-8 1 7-7 t 6-10-9 r11-11-a-0 4-3-8T � 3 1 -3-1523437-1-839-7-0 I 5-3-4 I 2-5-8 I Plate Offsets(X,Y)-- [2:0-6-0,0-0-6),[5:0-6-6,Edgej,[9:0-5-12,Edge],[10:Edge,0-2-0],[14:0-3-8,Edge),[16:0-3-0,0-2-8) LOADING (psf) I SPACING- 2-0-0 CSI. DE FL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.25 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.58 13-14 >817 180 BCLL 0.0 " Rep Stress Incr YES WB 0.95 Horz(CT) 0.24 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-AS Weight:303 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1`Except` TOP CHORD Structural wood sheathing directly applied,except 7-10:2x6 SP No.2 2-0-0 oc purlins(3-2-11 max.):5-7. BOT CHORD 2x4 SP No.1 `Except* BOT CHORD Rigid ceiling directly applied. 4-15,18-19:2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x6 SP No.2*Except* 10-17:2x4 SP No.3 LBR SCAB 7-10 2x6 SP No.2 both sides REACTIONS. (lb/size) 10=1577/0-5-8,2=1635/0-5-8 Max Horz 2=181(LC 11) Max Uplift 10=-411(LC 12),2=-466(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3071/1066,3-4=-2919/1081,4-5=-2848/1168,5-6=-2869/1132,6-7=-2863/1127, 7-8=-2824/1055,8-9=-3461/1216,9-10=-700/263 BOT CHORD 2-16=-897/2722,13-14=-697/2373,12-13=-701/2451,11-12=-1029/3171, 9-11=-1029/3171 WEBS 14-16=-784/2580,3-14=-273/127,5-13=-234/748,7-12=-146/615,8-12=-831/380, 6-13=-554/327,7-13=-199/577,5-14=-290/781 NOTES- 1)Attached 14-7-1 scab 7 to 10,both face(s)2x6 SP No.2 with 2 row(s)of 10d(0.131"x3")nails spaced 9"o.c.except:starting at 10-11-1 from end at joint 7,nail 2 row(s)at T o.c.for 2-7-13. 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25th B=45ft;L=40ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-11-8,Interior(1)2-11-8 to 12-9-3,Exterior(2)12-9-3 to 18-4-6,Interior(1)18-4-6 to 26-8-1,Exterior(2)26-8-1 to 32-3-4,Interior(1)32-3-4 to 39-4-4 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Thomas A.Albani PE No.39380 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(t=lb) MTek USA,Inc.FL Cert 6634 10=411,2=466. 8904 Parke East Blvd.Tampa FL 33610 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum dab: sheetrock be applied directly to the bottom chord. 10)Graphical puffin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. October 25,2018 1 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ma-7473 rev.10/03/2015 BEFORE USEINI Design valid for use oily with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall briding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members oily. Additional temporary and permanent bracing Ml ldk• is always required for stability and to prevent collapse with possbie personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeA11151/IP11 Coaly CSI dB.098-19 and[SCSI 1Uldhg Component 6904 Parke East Blvd. Solely WormaBon3vdlc tle horn Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 1 ' r Job Truss Truss Type 1 Qty Ply 1789 Monterey 1 T15419726 17035lC T19 HIP 11 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:53 2018 Page 1 ID:Ob2B8QDBKhwXWDvaROXgigyQZP2-yVYwYCVb406UdOUB_Ic?GShYg62XOVZF9apgpuyPvJe I1-0--0-9 5-9-4 { 10-8-8 10-19-15 16-8-0 21-1-8 23-3-9 : 28-8-1 32-10-4 37-1-8 39-7-0 5-9-4 4-11-4 0- -7 5-9-1 4-5-8 2-2-1 ' 5-4-8 4-2-3 4-3-4 2-5-8 Scale=1:72.9 6x6* 4x5= 6x6= 6x6= 30 6.00 12 4 33® 0/4 6a 535sa 6a Na Na = 36 a 31 • \/N '..%:1 ': „. , f� 4x5 4x5 32 3 38 , 39 6 9 3x8= ard 10 m 2 ma AL _ V vie _ ...!•1•_10 11 N )•_" o d �. � 2x4 11 13 12 : o 18 17 16 14 2x4 II 7x10= 2x4 1I 3x5= 6x6= 6x8= 7x10 2x4 II 2x4 I I 5-9-4 I 10-8-8 11-3p8 19-11-13 31-1- 25-5-0 I 28-8-1 l 32-10-4 37-1-8 39-7-0 5-9-4 4-11-4 0-7-'0 8-8-5 1-1-12 4-3-8 3-3-1 4-2-3 4-3-4 2-5-8 Plate Offsets(X,Y)-- (4:0-2-8,0-3-0),(10:0-2-0,0-0-2),(13:0-3-8,Edge),115:0-2-8,0-2-41,(18:0-3-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.31 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.73 14-15 >638 180 BCLL 0.0 * Rep Stress Incr YES WB 0.98 Horz(CT) 0.23 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-AS Weight:280 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1*Except` TOP CHORD Structural wood sheathing directly applied,except 7-11:2x6 SP No.2 2-0-0 oc purlins(3-1-1 max.):4-7. BOT CHORD 2x4 SP No.1 *Except* BOT CHORD Rigid ceiling directly applied. Except: 19-20:2x4 SP No.3 6-2-0 oc bracing:9-12 WEBS 2x4 SP No.3*Except* 6-3-0 oc bracing:13-14 5-15:2x4 SP No.1 OTHERS 2x6 SP No.2*Except* 10-23:2x4 SP No.3 LBR SCAB 7-11 2x6 SP No.2 both sides REACTIONS. (lb/size) 2=1629/0-5-8,10=1586/0-5-8 Max Horz 2=151(LC 11) Max Uplift 2=-458(LC 12),10=-424(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3064/1073,3-4=-2959/1083,4-5=-2643/1039,5-6=-3361/1214,6-7=-2587/1013, 7-8=-2974/1088,8-9.3409/1215,9-10=-696/271 BOT CHORD 2-18=-898/2683,14-15=-1017/3314,13-14=-992/3254,12-13=-1029/3106, 9-12=-1029/3106 WEBS 15-18=866/2562,8-13=-565/306,4-15=-289/1032,5-15=-939/347,6-14=0/296, 6-13=-942/342,7-13=-285/983 NOTES- 1)Attached 12-4-4 scab 7 to 11,both face(s)2x6 SP No.2 with 2 row(s)of 10d(0.131"x3")nails spaced 9"o.c.except:starting at 8-8-4 from end at joint 7,nail 2 row(s)at T o.c.for 2-7-13. 2)Unbalanced roof live loads have been considered for this design. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0pst;BCDL=5.Opsh h=25ft;B=45ft;L=40ff;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-11-8,Interior(1)2-11-8 to 10-6-12,Exterior(2) 10-6-12 to 16-1-15,Interior(1)16-1-15 to 28-8-1,Exterior(2)28-8-1 to 34-3-4,Interior(1)34-3-4 to 39-4-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Thomas A.Albani PE No.39380 capacity of bearing surface. MiTek USA,Inc.FL Cert 8834 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8904 Parke East Blvd.Tampa FL 33610 2=458,10=424- Date: 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. October 25,2018 101 r,ranhical nurlin representation does not denict the size or the orientation of the nurlin alono the ton and/or bottom chord a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE AH-7473 rev.10/03/2015 BEFORE USE. fa Design valid for use only with Milekm connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeAt ll/IPfl QuanyCm.ib DS689 and 1C1llttddap Component 6904 Parke East Blvd. Safety NonnaMggvoXable from Truss Plate institute,218 N.Lee Sheet Suite 312.Alexandria,VA 22314. i Tampa.FL 33610 Job Truss Truss Type Qty Ply 11789 Monterey T15419727 170351C T20 HIP 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:54 2018 Page 1 I D:Ob2B8QDBKhwXW DvaROXgigyQZP2-Oi61mYW DriELFA3NY08EogEjcW OHIykON EYNLKyPvJd 1-0-Q 7-0-0 8-10-15 11-3-8 16-2-8 21-1-8 I 25-10-4 30-8-1 34-9-12 39-7-0 4,0-7-Q 1-0- 7-0-0 1-10-15 2-4-9 4-11-0 4-11-0 4-8-12 4-9-13 4-1-11 4-9-4 i 0- Scale=1:71.8 7x10 2x4 I I4x5= 6x6= 4x5= 7x10= 6.00 FIT 2x4 \\ 4 mi 627m 48 246 >m 7 rm 30 831 32 w 9 30 a n 2x4 i Z . 10 33 likid OgIA 11" rr 1 22. woM� _. 7 16 3j 1 t c? •'1,11144 'I 7x10= o O 19 18 15 14 13 6x8= 2x4 H 3x4 I 7x10= 4x5= 3x8= 3x8_ 7x10= 8-10-15 11-3-8 21-1-8 25-10-4 30-8-1 39-7-0 8-10-15 2-4-9 9-10-0 4-8-12 4-9-13 8-10-15 Plate Offsets(X,Y)-- [2:0-8-0,0-0-101,14:0-4-0,0-3-01,[9:0-6-6,Edge),[11:0-8-0,0-0-10),[14:0-3-8,Edge1,[16:0-3-8,Edgel,[17:0-3-8,Edge1,[19:0-4-0,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 1Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.38 16-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.93 16-17 >510 180 BCLL 0.0 * Rep Stress Incr YES WB 0.98 Horz(CT) 0.21 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-AS Weight:217 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 SP No.1*Except* 2-0-0 oc purlins(2-9-10 max.):4-9. 5-18,7-15:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3`Except` 14-16:2x4 SP No.1 REACTIONS. (lb/size) 2=1643/0-5-8,11=1643/0-5-8 Max Horz 2=127(LC 11) Max Uplift 2=-467(LC 12),11=467(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2998/1091,3-4=-2849/1106,4-5=-3568/1299,5-6=-3626/1309,6-7=-4441/1561, 7-8=-4370/1546,8-9=-3369/1256,9-10=-2898/1056,10-11=-3087/1149 BOT CHORD 2-19=-853/2631,16-17=-1329/4250,7-16=-275/161,14-15=-182/286,13-14=-773/2576, 11-13=-946/2730 WEBS 4-19=-487/101,17-19=-611/2578,4-17=-561/1693,6-17=-827/329,6-16=-14/299, 14-16=-866/3151,8-16=-350/1228,9-13=-37/325,8-14=-1074/423,9-14=-383/1112 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsh BCDL=5.0psf;h=25f;B=45ft;L=40ft;eave=5ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 2-11-8,Interior(1)2-11-8 to 8-8-2,Exterior(2)8-8-2 to 14-3-5,Interior(1)14-3-5 to 30-10-14,Exterior(2)30-10-14 to 36-6-1,Interior(1)36-6-1 to 40-7-0 zone;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(It=lb) 2=467,11=467. 7)This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thome,A.Albani PE No.39380 bNTek USA,Inc.FL Cert 6634 8904 Parke East Blvd.Tampa FL 33610 Date: October 25,2018 I mi 0 WARNING-VerIfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M,-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITeke connectors.This design is based only upon parameters shown,and is for an indMdual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual trust web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal inlury and properly damage. For general guidance ce regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeA JSL/IPII Quay CIh/b,058.19 and DCSI adding Component 6904 Parke East Bivd. Safety Irfonnatbnivc labie from Truss Plate institute.218 N.Lee Street.Suite 312.Alexandria VA 22314. Tampa,FL 33610 r „ Job Truss !Truss Type I Qty Ply 11789 Monterey T15419728 170351C T21 HIP GIRDER 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:56 201 B Page 1 Q } I D:Ob2B8QDBKhwXW DvaROXgigyQZP2-M4E3B0 EXTNJ U3UTCmgQAit5JzkJ3PDs9hr4 Y 1 U QQDyPv1Jb -0--0 70-0 3-3-4 11-0-4 14-4-8 5-5-8 2-2412 23-604 2 1-0-8 2 4-8-4 7-0-0 100-0 Scale=1:69.4 NAILED NAILED 6x84x5= 2x4 II 6x8= 5x12= 4x5= Special NAILED NAILED NAILED NAILED 6x6 l( 6.00 12 3 27 4 28 5 6 7 29 30 31 8 32 33 9 A _ 8 In ice uu uv o J N li. C 10 p ii 1 2 ....011111011 rl 16�'. 8.9 ,1,rrrrrrrrr�,fim ..881, 0, -- tb to o/;e; 17 = a 21 34 20 19 5x12= 15 14 35 36 13 37 38 12 5x6= 4x6= 5x6= 3x8 I 2x4 NAILED 6x6= NAILED 4x5__ 3x5= Special 10x14 MT2OHS= 7x10 NAILED NAILED Special NAILED THD26 7-0-0 10-3-4 111-3-8 15-8-0 21-1-8 23-4-4 I 27-10-12 I 32-7-0 I 39-7-0 7-0-0 3-3-4 1-0-4 4-4-8 5-5-8 2-2-12 4-6-8 4-8-4 7-0-0 Plate Offsets(X,Y)-- 12:0-3-4,0-1-11,14:0-2-4,0-2-01,114:0-3-0,0-3-01,[16:0-5-8,0-4-01,[17:0-4-0,0-2-81,118:0-10-12,0-5-41,120:0-4-12,0-0-121,[21:0-3-0,0-2-01 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.24 19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.35 19 >800 180 MT2OHS 187/143 BCLL 0.0 ` Rep Stress Incr NO WB 0.99 Horz(CT) 0.08 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:221 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 `Except` BOT CHORD Rigid ceiling directly applied or 3-11-0 oc bracing. Except: 2-19,4-20:2x6 SP No.2,6-15:2x4 SP No.3 9-6-0 oc bracing:18-20 WEBS 2x4 SP No.3`Except` WEBS T-Brace: 2x4 SP No.3-7-13,4-17 6-17:2x4 SP No.1 Fasten(2X) T and I braces to narrow edge of web with 10d OTHERS 2x4 SP No.3 (0.131"x3')nails,6in o.c.,with 3in minimum end distance. Brace must cover 90%of web length. REACTIONS. (lb/size) 2=1735/0-5-8,14=4061/0-5-8,10=695/0-3-8 Max Horz 2=109(LC 7) Max Uplift 2=-810(LC 8),14=2128(LC 8),10=-613(LC 8) Max Gray 2=1737(LC 17),14=4061(LC 1),10=709(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3300/1579,3-4=-4031/1845,4-5=-1658/644,5-6=-1658/644,6-7=-837/1718, 7-8=0/521,8-9=-783/882,9-10=-970/951 BOT CHORD 2-21=-1284/2875,20-21=-375/773,18-20=-578/1293,4-18=-540/1061,17-18=-1737/4211, 16-17=-1583/954,6-16=-1883/830,13-14=-2377/1185,12-13=-476/0,10-12=-793/793 WEBS 5-17=341/177,6-17=-1609/3652,14-16=-2460/1236,8-13=-1431/849,7-13=-1637/2587, 8-12=-742/1349,9-12=-302/40,3-18=-557/1566,18-21=-930/2161,7-14=-2861/1495, 7-16=-282/1085,4-17=-2894/1436 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.0psf;h=25tt;B=45ft L=40ft;eave=5ft;Cat. II;Exp C;Encl.,GCpi=0.18;MW FRS(directional);porch right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 2=810,14=2128,10=613. 8)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent at 10-3-4 from the left end to connect truss(es)to back face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. Thomas A.Albani PE No.39380 10)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148'x3.25")toe-nails per NDS guidlines. Marek USA,Inc.FL Cert 8634 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)271 lb down and 321 lb up at 6904 Parke East Blvd.Tampa FL 33610 32-7-0 on top chord,and 358 lb down and 359 lb up at 7-0-0,and 358 lb down and 290 lb up at 32-6-4 on bottom chord. The Date: design/selection of such connection device(s)is the responsibility of others. 12)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. October 25,2018 rl&ltln tkm4 hiiA3hEASF(S1 section loads annlied to the face of the truss are noted as front/Fl or hack(F11 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10W32015 BEFORE USE IIIIII Design valid for use only with MITeke connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overdl _ building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MI; ilk is always required for stability and to prevent rdlapse with possible personal Inlay and property damage. For general guidance regarding the fabrication.storage.delivery,erection and tracing of trusses and truss systems,seeA111/1Pf I Ovally C1Mrla,DO-49 and CCS/Culding Compon.nt 6904 Parks East Blvd. Safely YMomra/lonlvaeabie from buss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 'r Job Truss Truss Type Qty Ply 1789 Monterey T15419728 170351C T21 HIP GIRDER 11 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:56 2018 Page 2 I D:Ob2B8QDBKhwXW DvaROXgigyQZP2-M4E3BEXTNJ U3UTC mgQAit5JzkJ3PD59hrY1 UQDyPvJb LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-60,3-9=-60,9-11=-60,2-20=-20,19-20=-20,16-18=-20,15-24=-20 Concentrated Loads(Ib) Vert:9=-224(B)20=-1150(B)21=-358(B)12=-358(B)3=-128(B)27=-128(B)30=-128(B)31=-128(B)32=-128(B)33=-128(B)34=-65(B)35=-65(B)36=-65(B) 37=-65(B)38=-65(B) 1 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ABI-7473 rev.14932015 BEFORE USE M Design valid for use only with MITeke connectors.This design is based only upon parameters shown.and Is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MI Tele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delNery,erection and bracing of trusses and truss systems.seeA SIIlPtl Qualify Cihda,DSC-89 and SCSI folding Component 6904 Parka East Blvd. Safely Wo.ma/bnuvaHabie from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 > rr Job Truss Truss Type Qty Ply 1789 Monterey TI5419729 170351C I T22 Monopitch Girder 11 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 S Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:57 2018 Page 1 ID:Ob2B8QDBKhwXW DvaROXgigyQZP2-gHoROaY58dcv6dnyD8hxQlsDgj UMyM Ng3Cn 1 yfyPvJa 7-0-0 7-0-0 Scale=1:23.5 3x8 2 6.00 112 ' 7 4 3x8// 8 3 NAILED THD26 JUS24 3x8= 3x5 1I 3-10-1 7-0-0 3-10-1 3-1-15 Plate Offsets(X,Y)-- [1:0-10-4,0-1-9],[2:0-3-0,0-1-8],[3:0-2-12,0-1-8],[4:0-3-4,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.03 4-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.05 4-6 >999 180 BCLL 0.0 " Rep Stress Incr NO WB 0.80 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP i Weight:39 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-5-3 oc bracing. REACTIONS. (lb/size) 1=917/0-5-8,3=1170/Mechanical Max Horz 1=140(LC 8) Max Uplift 1=-288(LC 8),3=-479(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1702/575,2-3=-945/409 BOT CHORD 1-4=-558/1440 WEBS 2-4=-809/2088 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=288,3=479. 6)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent at 3-10-12 from the left end to connect truss(es) to back face of bottom chord. 7)Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent at 5-0-12 from the left end to connect truss(es)to back face of bottom chord. 8)Fill all nail holes where hanger is in contact with lumber. 9)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Root Live(balanced):Lumber Increase=1.25,Plate Increase-1.25 Uniform Loads(plf) Vert:1-2=-60,1-3=-20 Concentrated Loads(Ib) Thomas A.Albani PE No.39380 Vert:4=-947(B)7=-94(B)8=-498(B) MTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 25,201E � t 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE AM-7473 rev.16032015 BEFORE USE Design valid for use only with Mllek(r connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of IndiNdud truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possble personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANly111I Quay Cdredv,DS689 and ICS Duldhtg Component 6904 Parke East Blvd. SaNtyerfonnatbnavaloble from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. ] Tanya,FL 33610 1 rI • Job Truss Truss Type I Oty Ply 1789 Monterey T15419730 170351C T23 Roof Special Girder 1 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:58 2018 Page 1 I D:Ob2B8QDBKhwXW DvaROXgigyQZP2-JTMpcwZjvwkmknM8nrCAzW POR7rKhsV_IsXbU5yPVJZ 3-10-0 5-0-0 5-9-8 6-7-0 7-9-0 10-9-8 13-3-0 I 3-10-0 1-2-0 0-9-8 1 0-9-8 I 1-2-0 3-0-8 2-5-8 Scale:1/2"-1' 6.00 12 3x6= NAILED NAILED 3x5 II 3x6= 3x3= 3 4 5 2x4 I 6x8 flit tally 6x8= 2x4 4x5= 1Li� i[1B 6 • r5 2 ► n co m 1rC • N _ • 13 p 18 11 — • 9 b.5 Special 12 S al 7x10— a p 6x8= pa 14 10 2x4 I I 9 4x5= 3-10-0 5-0-0 5-9-8 6-7-0i 7-9-0 i 10-9-8 13-3-0 3-10-0 1-2-0 0-9-8 0-9-8 1-2-0 3-0-8 2-5-8 Plate Offsets(X,Y)-- 12:0-4-4,0-3-0],13:0-4-0,0-2-8],14:0-3-0,0-1-8],15:0-4-0,0-2-8],111:0-3-8,Edge],113:0-2-12,0-2-01,114:0-1-4,0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/defI L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.09 11-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.14 11-12 >999 180 BCLL 0.0 ' , Rep Stress Incr NO WB 0.61 Horz(CT) 0.07 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:73 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins, BOT CHORD 2x4 SP No.1 `Except* except end verticals. 7-10:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-9-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=748/0-5-8,14=819/Mechanical Max Horz 14=-14(LC 6) Max Uplift 9=-301(LC 5),14=-327(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-14=-819/327,2-3=-1712/666,3-4=-1574/621,4-5=-1574/621,5-6=-1709/666, 6-7=-1174/472,7-8=-1074/434,8-9=-702/298 BOT CHORD 12-13=-741/1809,11-12=-846/2102 WEBS 2-12=-283/161,6-12=-635/293,6-11=-1003/406,8-11=-501/1238,4-12=-404/1066, 2-13=-1818/750 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25tt;B=45tt;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 9=301,14=327. 8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)238 lb down and 142 lb up at 5-0-0,and 238 lb down and 142 lb up at 6-6-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Thomas A.Albani PE No-39380 Uniform Loads(plf) MITek USA,Inc.FL Cert 6634 Vert:1-2=-60,2-3=-60,3-5=-60,5-6=-60,6-8=-60,11-13=-20,9-10=-20 6904 Parke East Blvd.Tampa FL 33610 Concentrated Loads(Ib) Datil: Vert:3=-27(B)5=-27(B)17=-238(B)18=-238(B) October 25,201mi. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rat'.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design a based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the bulking designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of IndMdud truss web and/or chord members only. Additional temporary and permanent bracing MiTek* S always required for stability and to prevent collapse with possible personal miry and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems.seeAMl1/►PIl Quail),CaMAo,DSBd9 and IC31 DuIdhsg Component 6904 Parke East Blvd. Safely Idamolb.vvdidle from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 t i1 a Job Truss Truss Type ;Qty Ply 1789 Monterey TI5419731 170351C T24 Roof Special 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:59 2018 Page 1 I D:Ob2B8QDBKhwXW DvaROXgigyQZP2-nfwBpGaMgEsd LIoxLLZj PVjxal W GyQNa7XW G81 XyPvJY 5-0-0 5-9-8 6-7-0 10-9-8 13-3-0 5-0-0 0-9-8 0-9-8 4-2-8 2-5-8 Scale=1:23.3 4x5= 2x4 11 4x5= 1 11 12 2 13 3 • of . m 0 N O — O I ° 9 7— 6 O 374= 8 2x4 I1 2x4'a o 4x10= ° 10 5 2x4= 4 2x4 II 5-0-0 5-9-8 6-7-0 10-9-8 13-3-0 5-0-0 0-9-8 0-9-8 4-2-8 2-5-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.05 8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.09 8-9 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.37 Horz(CT) 0.03 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-AS Weight:71 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1 'Except` BOT CHORD Rigid ceiling directly applied. 5-7:2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=518/0-5-8,10=518/Mechanical Max Uplift 4=218(LC 9),10=-218(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=-518/218,1-9=-448/240,1-2=-1026/432,2-3=-1026/432,4-6=-482/230,3-6=-443/238 WEBS 1-8=-410/962,2-8=-420/314,3-8=-402/942 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 13-1-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 4=218,10=218. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Cert 6634 6904 Parke East Btvd.Tampa FL 33610 Date: October 25,2018 • 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1-7473 rev.10/032015 BEFORE USE Design valid for use only with MITeke connectors.This design is based only upon parameters shown,and Is for an Individual bulding component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems.seeANSVITlt QualyCdfeda,05849 and SCSI Bolding Component 6904 Parke East Blvd. Safety Into m tlonovdlable from Truss Plate institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 1 • 5 Job Truss Truss Type Qty Ply 1789 Monterey T15419732 170351C T25 MONOPITCH SUPPORTED 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.220 s Oct 6 2018 MiTek Industries,Inc. Thu Oct 25 10:04:59 2018 Page 1 ID:Ob2B8QDBKhwXW DvaROXgigyQZP2-nfwBpGaMgEsdLxxLLZjPVjxgvWJzQS17XWG81 XyPvJY -1-0-0 1-10-0 1-0-0 1-10-0 Scale=1:9.2 3 2x4 11 6.00 FE 2 "..,••••••••••••••••:••••••••••••••••••4: i0i, .W. M•WW W. Pit �_4_�_i._•_._._ee'.QPi..Q.....�!QUO!�!�l�lQQ�l�I�!�!�!�!�!�!W..P 4 2x4= 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 1-10-0 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=50/1-10-0,2=145/1-10-0 Max Horz 2=65(LC 12) Max Uplift 4=-9(LC 9),2=-79(LC 12) Max Gray 4=51(LC 17),2=145(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=45ft;L=24f;eave=2ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Gable requires continuous bottom chord bearing. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2. Thomas A.Albani PE No.39380 MiTek USA,Inc.FL Ceti 6634 6904 Parke East Blvd.Tampa FL 33810 Date: October 25,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIfEK REFERANCE PAGE Ma-7473 rev.1W03/2015 BEFORE USE Design valid for use only with MiTek©connectors.this design Is based only upon parameters shown,and is for an individual bulding component,not a truss system.Before use,the building ing designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Brachg Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeAMSV/PI1 QualfyCKtab,DS11d9 and DCSI Building ComponIIrt 6904 Parke East Blvd. SafetyhrMlmalbrvdlable from Truss Plate institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/Q' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated, I I (Drawings not to scale) Damage or Personal Injury �ral, Dimensions are in ft-in-sixteenths. I,44 Apply plates to both sides of truss 1 2 3 1, Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS O �'d, 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 1111ZWEBLIAlibi4may require bracing,or alternative Tor I _ c bracing should be consdered. ■_� U 3. Never exceedthe designloadingshown andnever stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building c a e designer,erection supervisor,property owner and For 4 x 2 orientation, locate ,_ 9 plates 0-1/1.6" from outside BOTTOM CHORDS all other interested parties. edge of truss, 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE Joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1, 'Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design Is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to • x to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots, 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at .e2 output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 truss designs relyon lumber values 14.Bottom chords require kateral bracing at 10 ft.spacing, BEARING section 6.3hed Thesey others. g or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. liMi10 reaction section indicates joint number where bearings occur, 17.Install and load vertically unless indicated otherwise. .. Min size shown is for crushing only. ��,� 18.Use of green or treated lumber may pose unacceptable =. environmental,health or performance risks.Consult with Industry Standards: 111project engineer before use. ANSI/TPI 1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing, isnot suffiaent. BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice fr Handling, MiTek ANSII//TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 GENERAL NOTES: ASCE 7-10 ABBREVIATIONS A. THIS DOCUMENT, ALONG WITH ASSOCIATED DOCUMENTS, IS AN INSTRUMENT OF ENGINEER's SERVICE FOR THE EXCLUSIVE USE ATTHE PROJECT TITLED HEREIN. INFORMATION DERIVED FROM THIS DOCUMENT, AND/OR ASSOCIATED DOCUMENTS, MAY NOT BE USED FOR OTHER WORK(S) OR PROJECT(S) WITHOUT THE EXPRESS WRITTEN PERMISSION OF THE PROJECT ENGINEER IDENTIFIED BELOW. B. DESIGN IS VOID TWELVE MONTHS AFTER DATE OF ORIGINAL ISSUE. C. DESIGN IS BASED ON SECTIONS 1603-1610 OF THE FLORIDA BUILDING CODE -BUILDING AND SECTION R301 OF THE FLORIDA BUILDING CODE -RESIDENTIAL. THE ENGINEER OF RECORD ACCEPTS NO RESPONSIBILITY FOR THE PROJECTS COMPLIANCE WITH PORTIONS OF THE FLORIDA BUILDING CODE NOT SPECIFICALLY IDENTIFIED. CODE REQUIREMENTS FOR FIRE (FIRE SEPARATION BETWEEN DWELLINGS, SPRINKLERS, ALARMS, EGRESS, ETC.) ARE TO BE SPECIFIED BY OTHERS. D. DO NOT SCALE. REFER TO ARCHITECTURAL PLANS FOR ALL DIMENSIONS. IF DISCREPANCIES ARE FOUND BETWEEN PLANS, NOTIFY THIS OFFICE IMMEDIATELY. E. THESE DRAWINGS CONTAIN SPECIFIC INFORMATION INCLUDING, BUT NOT LIMITED TO, ARCHITECTURAL ELEMENTS, DIMENSIONS AND LOCATIONS PROVIDED BY OTHERS. THIS OFFICE IS NOT RESPONSIBLE FOR THE ACCURACY OF INFORMATION PROVIDED BY OR DERIVED FROM OTHER SOURCES. F. CERTAIN COMPONENTS DISPLAYED IN THESE DOCUMENTS HAVE BEEN PREPARED BY COMPONENT MANUFACTURERS HAVING PROVED COMPLIANCE EITHER THROUGH THE FLORIDA PRODUCTAPPROVAL SYSTEM OR APPROVAL BY A DELEGATE ENGINEER LICENSED IN THE STATE OF FLORIDA AND ARE NOT THE RESPONSIBILITY OF THE ENGINEER OF RECORD. IN ADDITION, COMPONENTS NOT SPECIFICALLY SPECIFIED IN THESE DOCUMENTS ARE NOT THE RESPONSIBILITY OF THE ENGINEER OF RECORD. REQUIRED COMPONENTS BELIEVED TO BE STRUCTURAL IN NATURE SHOULD BE BROUGHT TO THE ATTENTION OF THIS OFFICE OR BE PREPARED/REVIEWED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF FLORIDA. G. ALL DETAILS SHALL BE IN ACCORDANCE WITH INSTRUCTIONS FROM MANUFACTURER OR DESIGNER. H. THESE DOCUMENTS, AS INSTRUMENTS OF SERVICE, ARE THE PROPERTY OF THE ENGINEER OF RECORD AND MAY NOT BE USED OR REPRODUCED WITHOUT EXPRESSED WRITTEN CONSENT OF THE ENGINEER OF RECORD. I. ALLDETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TOBE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE IN THE WORK EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. H. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE PRIOR TO COMMENCING WORK. I. IT IS THE CONTRACTORS SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE TO INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION. J. CONTRACTORS SHALL BE RESPONSIBLE FOR ALL TEM PORARY BRACING THAT IS REQUIRED DURING CONSTRUCTION TO KEEP THE STRUCTURE SAFE AND PLUMB UNTIL THE ENTIRE STRUCTURE IS IN PLACE. BRACING SHOWN ON THE STRUCTURAL DRAWINGS IS FOR THE COMPLETED STRUCTURE ONLY. BM BEAM CL CENTERLINE CLG CMI CEILING _ CONCRETE MASONRY UNIT CONT CONTINUOUS CS COVER SHEET DL DEAD LOAD DSW4 DOUBLE SIDED SW4 SHEAR WALL - SEE FR PAGES E.O.R. ENGINEER OF RECORD EXT. EXTERIOR FBC FLORIDA BUILDING CODE FD FOUNDATION SHEET FDD FOUNDATION DETAILSHEET FR FRAMING DETAILSHEET HDR HEADER INT. INTERIOR LL LIVE LOAD MAX. MAXIMUM MIN. MINIMUM o/c ON CENTER OPT OPTIONAL OSB ORIENTED STRAND BOARD PCF POUNDS PER CUBIC FOOT MST48 POUNDS PER SQUARE INCH POUNDS PER SQUARE FOOT MST60 PRESERVATIVE TREATED / PRESSURE TREATED (TREATED FOR OUTDOOR USE) [D� RAISED SPH4/6/8 STRUCTURAL COMPOSITE LUMBER ST L, LVL, PSL) STUD GRADE A34 GRADE #2 SPRUCE PINE FIR SS STAINLESS STEEL 6 SHEAR WALL - SEE FR PAGES j;3 SHEAR WALL - SEE FR PAGES SYP GRADE #2 SOUTHERN YELLOW PINE TYP. TYPICAL U.N.O UNLESS NOTED OTHERWISE W/ WITH W/o WITHOUT WWM F I WELDED WIRE MESH/FABRIC E st FLOOR n WALL ENDZONE LOCATIONS HOLD DOWI I CONNECTOR SCHEDULE 1,2,3'4'5'6 ASCE 7-10 (18) .162 x 2-1/2" FASTENERS z NAILS EXPOSURE CATEGORY 0 0 z HTT5 ATTACHMENT TO CONCRETE FOUNDATION a TOPOGRAPHY ATTACHMENT INTERIOR WALL MONO SLAB @ STEMWALL @ N oTO 15 WOOD POST (no slab edge) EXTERIOR WALL EXTERIOR WALL _ < 20 5 L/360 L/240 ATTIC CEILING (NOSTORAGE) 10 5 L/360 L/240 3/8" x 4" ATR 3/8" x 6" ATR 3/8" x 6" ATR LTT20B LTS20B (10) .148"x1-1/2" -OR- -OR- -OR- NAILS 3/8"x6" TITEN HD 3/8"x6" TITEN HD 3/8"x6" TITEN HD 3/8" x 4" ATR 3/8" x 6" ATR 3/8" x 6" ATR DTT2Z N/A (8) 1/4"x1-1/2" -OR- -O R- -OR- SDS SCREWS 3/8"x6" TITEN HD 3/8"x6" TITEN HD 3/8"x6" TITEN HD 5/8" x 6" ATR I 5/8" x 12" ATR I 5/8" x 15" ATR 5/8" x 6" ATR I 5/8" x 12" ATR I 5/8" x 15" ATR 7/8" x 8" ATR I 7/8" x 16" ATR I 7/8" x 16" ATR 1" x 10" ATR I 1" x 18" ATR I 1" x 20" ATR HOLD-DOWN NOTES: 1. 3/8" ATR ANCHOR REQUIRES 2"0"x1/4" WASHER FOR USE WITH LTT20B HOLD DOWN. 2. PROVIDE MIN. 2-1/2" EDGE DISTANCE FROM CENTER OF ANCHOR TO SLAB EDGE FOR ALL HOLD DOWNS SPECIFYING A 3/8" ATR. 3. PROVIDE MIN. 3" EDGE DISTANCE FROM CENTER OF ANCHOR TO SLAB EDGE FOR ALL HOLD DOWNS SPECIFYING A 5/8" ATR. 4. PROVIDE MIN. 4" EDGE DISTANCE FROM CENTER OF ANCHOR TO SLAB EDGE FOR ALL HOLD DOWNS SPECIFYING A 7/8" OR 1" ATR. 5. ALLATR CONNECTIONS ARE EPDXIED CONNECTIONS TO THE FOUNDATION USING SIMPSON "SET -XP" 2 -PART EPDXY INSTALLED PER MANUFACTURER'S INSTRUCTIONS. 6. FOR USP UPHD HOLD DOWNS, USE THE WS3 SCREWS PROVIDED TO ATTACH THE HOLD DOWNTOPOST. FILLALLHOLES. GENERAL DESIGN CRITERIA BUILDING CODE 12017 FBC - RESIDENTIAL DESIGN GUIDE ASCE 7-10 (18) .162 x 2-1/2" HTT4 HTT4 NAILS EXPOSURE CATEGORY C (26) .162 x 2-1/2" HTT5 HTT5 NAILS TOPOGRAPHY FLAT (20) 1/4" x 3" HDQ8 UPHD8 SDS SCREWS 15 L/360 L/240 (36) 1/4"x2-1/2" HDU14 UPHD14 SDS SCREWS 5/8" x 6" ATR I 5/8" x 12" ATR I 5/8" x 15" ATR 5/8" x 6" ATR I 5/8" x 12" ATR I 5/8" x 15" ATR 7/8" x 8" ATR I 7/8" x 16" ATR I 7/8" x 16" ATR 1" x 10" ATR I 1" x 18" ATR I 1" x 20" ATR HOLD-DOWN NOTES: 1. 3/8" ATR ANCHOR REQUIRES 2"0"x1/4" WASHER FOR USE WITH LTT20B HOLD DOWN. 2. PROVIDE MIN. 2-1/2" EDGE DISTANCE FROM CENTER OF ANCHOR TO SLAB EDGE FOR ALL HOLD DOWNS SPECIFYING A 3/8" ATR. 3. PROVIDE MIN. 3" EDGE DISTANCE FROM CENTER OF ANCHOR TO SLAB EDGE FOR ALL HOLD DOWNS SPECIFYING A 5/8" ATR. 4. PROVIDE MIN. 4" EDGE DISTANCE FROM CENTER OF ANCHOR TO SLAB EDGE FOR ALL HOLD DOWNS SPECIFYING A 7/8" OR 1" ATR. 5. ALLATR CONNECTIONS ARE EPDXIED CONNECTIONS TO THE FOUNDATION USING SIMPSON "SET -XP" 2 -PART EPDXY INSTALLED PER MANUFACTURER'S INSTRUCTIONS. 6. FOR USP UPHD HOLD DOWNS, USE THE WS3 SCREWS PROVIDED TO ATTACH THE HOLD DOWNTOPOST. FILLALLHOLES. GENERAL DESIGN CRITERIA BUILDING CODE 12017 FBC - RESIDENTIAL DESIGN GUIDE ASCE 7-10 WIND SPEED (V"„) 130 mph WIND SPEED (V_) 101 mph EXPOSURE CATEGORY C BUILDING TYPE ENCLOSED RISK CATEGORY II TOPOGRAPHY FLAT MEAN ROOF HEIGHT < 20' USE L.L. D. L. L.L.A T.L.A ROOF' (SHINGLE) 20 7 L/240 L/180 FLOOR (ROOMS) 40 15 L/360 L/240 FLOOR (DECKS) 40 15 L/360 L/240 FLOOR (GAME ROOMS) 60 15 L/360 L/240 FLOOR (BALCONIES) 60 15 L/360 L/240 ATTIC CEILING (STORAGE) 20 5 L/360 L/240 ATTIC CEILING (NOSTORAGE) 10 5 L/360 L/240 WALL (BRITTLE FINISH) MSTA12 MSTA12 L/360 3:E WALL (FLEXIBLE FINISH) MSTA18 MSTA18 L/180 C MEMBER L.L. D.L. L. L. T. L. 0 � ROOF TOP CHORD (SHINGLE) 20 7 L/240 L/180 ROOF BOTTOM CHORD 10” 5 L/240 L/180 FLOOR TOP CHORD 40` 10 L/360 L/240 FLOOR BOTTOM CHORD 1 0 5 11/36011/240 a. NEED NOT BE ASSUMED TO ACT CONCURRENTLY WITH ANY OTHER LIVE LOAD REQUIREMENTS. b. MUST BE INCREASEDTO 20 PSF (LIMITED STORAGE) WHEN TWO OR MORE ADJACENTTRUSSES HAVE THE SAME WEB CONFIGURATION AND ARE CAPABLE OF CONTAINING A RECTANGLE 42" HIGH BY 24" WIDE, OR GREATER, BETWEEN THE TOP OF THE BOTTOM CHORD AND THE BOTTOM OF ANY OTHER TRUSS MEMBER ANDTHE FOLLOWING CRITERIA IS MET: * THE ATTIC AREA IS ACCESSIBLE BY A PULL-DOWN STAIRWAY OR FRAMED OPENING. • THE BOTTOM CHORD PITCH IS <2/12. * BOTTOM CHORDS SHALL BE DESIGNED FOR THE GREATER OF ACTUAL IMPOSED DEAD LOAD OR 10 psf, UNIFORMLY DISTRIBUTED OVER THE ENTIRE SPAN. C. INCREASE GAME ROOM LIVE LOADING TO 60 psf AND SPACE TRUSSES @ MAX. 16" o/c. d. TRUSSES HAVE NOT BEEN DESIGNED TO SUPPORT PHOTOVOLTAIC (SOLAR PANEL) SYSTEMS. WIND-BORNE DEBRIS CLASSIFICATION REVIEWED FOR CODE COMPLIANCE CITY OF ATLANTIC BEACH SEE PERMITS FOR ADDITIONAL NOTE: RISS AREA.RWINDOW PROTTECTION IS� 'R//EQ//UIR NE DEBRIS REVIEWED BY- DATE: 6!' VERSION 6.0 MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A. #26894 - (904) 342-8751 ICI.' -PROJECT LOCATION - Lot #6 Camelia Street -PLAN- 1789 Monterey (J) JOB NUMBER: J14720 DESIGNED BY: BAM ORIGINAL DATE: 10/25/18 REVISION 1: REVISION 2: REVISION 3: PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 ','0 -`GEN • �F ��i� 0 8 • ATE OF i��I�NA►��\ FRAMING CONNECTOR SCHEDULE SIMPSON CONNECTOR USP QT ALTERNATIVE ALTERNATIVE FASTENERS H2.5 (AorT) RT7A OR RT7 HA4 (5) 8d COMMON x 1-1/2" / END SDWC15600 FMFF006� N/A H8 RT8A (5) 10d COMMON x 1-1/2" / END MTS12 MTW12 (7) 10d COMMON x 1-1/2" / HTW20 AENDHTS20 (12) 10d COMMON x 1-1/2" CS16 RS150 CS16-150 (14) 10d COMMON x 1-1/2" CS22 RS300 CS20-250 (6) 10d COMMON x 1-1/2" / MSTA12 MSTA12 LS12 (5) 10d COMMON x 1-1/2" / END MSTA18 MSTA18 MS24 (7) 10d COMMON x 1-1/2" / END MSTA24 MSTA36 MSTA24 MSTA36 MS24 MS36 (9) 10d COMMON x 1-1/2" / END (13) 10d COMMON x 1-1/2" / END MST48 KST248 (25) 16d COMMON x 3-1/2" / END MST60 KTS260 (34) 16d COMMON x 3-1/2" / END SPH4/6/8 SPTH4/6/8 (12) 10d COMMON x 1 1/2" TOTAL A34 MP34 SC35 (8) 8d COMMON x 1-1/2" TOTAL LTP4 MP4F ISC35F 1 (12) 8d COMMON x 1-1/2" TOTAL NOTES: 1. FMFF006 IS ALLOWABLE SUBSTI ILITE FOR TRUSS TO PLATE CONNECTIONS ONLY. C MEMBER L.L. D.L. L. L. T. L. 0 � ROOF TOP CHORD (SHINGLE) 20 7 L/240 L/180 ROOF BOTTOM CHORD 10” 5 L/240 L/180 FLOOR TOP CHORD 40` 10 L/360 L/240 FLOOR BOTTOM CHORD 1 0 5 11/36011/240 a. NEED NOT BE ASSUMED TO ACT CONCURRENTLY WITH ANY OTHER LIVE LOAD REQUIREMENTS. b. MUST BE INCREASEDTO 20 PSF (LIMITED STORAGE) WHEN TWO OR MORE ADJACENTTRUSSES HAVE THE SAME WEB CONFIGURATION AND ARE CAPABLE OF CONTAINING A RECTANGLE 42" HIGH BY 24" WIDE, OR GREATER, BETWEEN THE TOP OF THE BOTTOM CHORD AND THE BOTTOM OF ANY OTHER TRUSS MEMBER ANDTHE FOLLOWING CRITERIA IS MET: * THE ATTIC AREA IS ACCESSIBLE BY A PULL-DOWN STAIRWAY OR FRAMED OPENING. • THE BOTTOM CHORD PITCH IS <2/12. * BOTTOM CHORDS SHALL BE DESIGNED FOR THE GREATER OF ACTUAL IMPOSED DEAD LOAD OR 10 psf, UNIFORMLY DISTRIBUTED OVER THE ENTIRE SPAN. C. INCREASE GAME ROOM LIVE LOADING TO 60 psf AND SPACE TRUSSES @ MAX. 16" o/c. d. TRUSSES HAVE NOT BEEN DESIGNED TO SUPPORT PHOTOVOLTAIC (SOLAR PANEL) SYSTEMS. WIND-BORNE DEBRIS CLASSIFICATION REVIEWED FOR CODE COMPLIANCE CITY OF ATLANTIC BEACH SEE PERMITS FOR ADDITIONAL NOTE: RISS AREA.RWINDOW PROTTECTION IS� 'R//EQ//UIR NE DEBRIS REVIEWED BY- DATE: 6!' VERSION 6.0 MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A. #26894 - (904) 342-8751 ICI.' -PROJECT LOCATION - Lot #6 Camelia Street -PLAN- 1789 Monterey (J) JOB NUMBER: J14720 DESIGNED BY: BAM ORIGINAL DATE: 10/25/18 REVISION 1: REVISION 2: REVISION 3: PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 ','0 -`GEN • �F ��i� 0 8 • ATE OF i��I�NA►��\ ALLOWABLE SPANS FOR LINTELS SUPPORTING MASONRY VENEER ONE TWO SIZE OF STEEL NO STORY STORY STORIES ANGLE ABOVE ABOVE ABOVE L3x3x1/4 6'4" 4'-6" 3'4" L4x3x1/4 8'4" 6'-0" 4'-6" [5x3 -1/2x5/16 10'-0" 8'4" 6-0" L6x3-1/2x5/16 14'-0" 9'-6" T-0" 2 -6x3 -1/2x5/16 20'-0" 1 12'-0" 9'4" NOTES: a. LINTELS SHALL HAVE A LENGTH OF BEARING NOT LESS THAN 4". b. LONG LEG OF ANGLE SHALL BE PLACED IN A VERTICAL POSITION. c. CONTACT THIS OFFICE FOR OPENING WIDTHS EXCEEDING THOSE SHOWN. J. TOP CHORD F ALL ROOF TRUSSES TO BE BRACED WITH ROOF SHEATHING ER SCHEDULE (SEE FR SHEETS) OR 2x4 #3 SPF PURLINS SPACED ACC RDING TO THE MAXIMUM SPACING ON THE TOP CHORD OFT IE TRUSS ENGINEERING BENEATH PIGGYBACK TRUSSES, VA LEY TRUSSES, OR VALLEY OVERFRAMING PER DETAIL F/FRD ABOV ATTACH PURLINS TO EACH INTERSECTING TOP CHORD w/ (2 .131x3" NAILS. K. BOTTOM CH RD OF ALL ROOF TRUSSES TO BE BRACED WITH PROPERLY A PLIED DRYWALL CEILING OR 2x4 #3 SPF PURLINS SPACED ACCgbRDING TO THE MAXIMUM SPACING ON THE BOTTOM CHORD OF THE TRUSS ENGINEERING. ATTACH PURLINS TO EACH INTERSECTING BOTTOM CHORD w/ (2) .131x3" NAILS. SEE DETAIL C/FRD FOR BRACING OF BOTTOM CHORDS AT PORCHES. L. PERMANENT RUSS BRACING: WEB BRACING QUANTITY AND LOCATION T BE INSTALLED AT LOCATIONS SHOWN ON THE TRUSS ENGINEERIN . FOR MULTIPLE, IN-LINE WEBS REQUIRING BRACING, REFER TO OP ION 1 BELOW. FOR INDIVIDUAL TRUSS WEBS, LORT BRACE PER 0 TION 2 BELOW. RETAINING/FOUNDATION WALLS UNTILSTRUCTURALSYSTEM COMPLETION. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ADEQUATELY SHORE THE WALLS THROUGHOUT CONSTRUCTION TO MAINTAIN THE INTEGRITY OF THE DESIGN. IF UNSURE WHAT COURSE OF ACTION TO TAKE IN ORDER TO PROVIDE ADEQUATE TEMPORARY BRACING/SHORING, CONTACT THE ENGINEER OF RECORD FOR ADDITIONAL CONSULTATION PRIOR TO PROCEEDING. F. FOOTINGS SHALL BEAR UPON UNDISTURBED SOIL OR UPON SOIL COMPACTED TO A DENSITY OF MIN. 95% OF MODIFIED PROCTOR MAXIMUM DRY DEN` 1TY (ASTM -D 1557) FOR A DEPTH OF AT LEAST TWO FEET (2') BELOW THE BOTTOM OF THE FOOTING. G. ALL CONCRETE SLABS ON GRADE SHALL BE THE THICKNESS AS INDICATED ON THE DRAWINGS OVER MINIMUM 6 mil. POLYETHYLENE VAPOR BARRIER. SUCH SLABS SHALL BE REINFORCED WITH 6x6 W1.4x1.4 WWM LAPPED 8" AT EDGES AND ENDS IN CONFORMANCE WITH ASTM -A 185, OR FIBER MESH REINFORCEMENT SHALL BE USED WITH THE MINIMUM 2" FIBER LENGTH AT (1) LB/YD COMPLYING WITH ASTM -C 116. H. - FILL UNDER CONCRETE SLABS -SHALL BE CLEAN SAND FREE OF DEBRIS AND OTHER DELETERIOUS MATERIAL. FILL SHALL BE COMPACTED TO ARCHITECTURAL SPECIFICATIONS, INCLUDING PRODUCT MANUFACTURER REQUIREMENTS OR A DESIRED HIGHER PERFORMANCE REQUIREMENT MAY REQUIRE SHEATHING THICKER THAN THAT SPECIFIED ON THESE PLANS. FOLLOW THE MOST STRINGENT SHEATHING THICKNESS REQUIREMENT. IF ROOF SHEATHING THICKNESS REQUIRED EXCEEDS 15/32", USE 10d RING -SHANK NAILS. 2. ALL SHEATHING TO BE APA OR TECO RATED. 3. ALL ROOF/FLOOR SHEATHING TO BE ORIENTED PERPENDICULAR TO SUPPORTS. 4. ALL WALL SHEATHING PANEL EDGES TO BE BLOCKED w/ 2x SOLID MATERIAL. 5. NOMINAL PANEL THICKNESS SPECIFIED ON PLAN TO BE AS FOLLOWS: a. 7/16" --- .437" THICKNESS - 24/16 SPAN RATING b. 15/32" ------ .469" THICKNESS - 32/16 SPAN RATING c. 19/32" ------ .594' THICKNESS - 40/20 SPAN RATING d. 23/32" ------ .719" THICKNESS -48/24 SPAN RATING D. ATTACH ALL STUD COLUMNS, JACK ASSEMBLIES, KING ASSEMBLIES, CORNER POSTS, ETC. INCLUDING MULTI -PLY STUD MEMBERS AS FOLLOWS: 1. 2x4 POST- (1) ROW OF .131x3" NAILS @ 6" o/c STAGGERED WITHIN 3/4" OF CENTERLINE OF POST. A DENSITY OF AT LEAST 95% OF MODIFIED PROCTOR MAXIMUM DRY 2 2x6 POST- (1) ROW OF .131x3" NAILS @ 4" o/c FOUNDATION: WOOD: TRUSS: STAGGERED 1-1/2" OFF STUD EDGE. 3. 2x8 POST- (1) ROW OF .131x3" NAILS @ 8" o/c ALONG CENTERLINE AND (2) ADDITIONAL ROWS OF .131x3" NAILS @ 8" o/c 1-5/8" OFF STUD EDGE. A. ALL SOLID SAWN (SS) FRAMING LUMBER TO BE AS FOLLOWS: MASONRY: ALL TRUSS E GINEERING TO BE DESIGNED AND APPROVED BY A. THIS DESIGN HAS BEAN COMPLETED IN ACCORDANCE WITH A. ALL MASONRY WORK SHALL BE IN ACCORDANCE WITH ACF A. DELEGATED RUSS ENGINEER LICENSED TO PERFORM PERTINENT STANDARDS, RECOMMENDED DESIGN SOIL PARAMETERS, 1. RAFTERS/JOISTS -#2 SYP 530/ASCE 5/ TMS 402 MASONRY BUILDING CODE. ENGINEERIN IN THE STATE OF FLORIDA. AND ACCEPTED ENGINEERING DESIGN PROCEDURES AND IS BASED ON 2. WALL PLATES - #2 SYP, U.N.O. B. CONCRETE MASONRY UNITS SHALL BE ASTM C90-75, HOLLOW ALL ROOF/FL OR TRUSS ENGINEERING TO MATCH LAYOUT(S) THE BEST INFORMATION AVAILABLE AT THE TIME OF COMPLETION. 3. WALL HEADERS -#2 SYP LOAD-BEARING CONCRETE MASONRY UNITS, TYPE 1, GRADE NORMAL WEIGHT, WITH A MINIMUM COMPRESSION B. SHOWN ON HE FRAMING PLAN(S). ANY VARIATIONS FOUND THE DESIGN DOES NUT ANTICIPATE DIFFERENTIAL MOVEMENT RESULTING FROM SUBSURFACE CONDITIONS SUCH AS THE HEAVING 4. WALL STUDS - #2 SPF, U.N.O. B. ALL ENGINEERED WOOD PRODUCTS (EWP) TO BE AS FOLLOWS: N-1, STRENGTH OF 1900 psi (F'm=1500 psi). SHOULD BE �EPORTED TO THIS OFFICE PRIOR TO COMMENCING OF EXPANSIVE SOIL G� R DECOMPOSITION OF SUBSURFACE ORGANIC 1. ALL SCL SPECIFIED BY THIS OFFICE TO BE AS FOLLOWS: C. MORTAR SHALL CONFORM TO ASTM C270 AND BE OF TYPE S. FOUNDATIO TO POUR OR FRAMING. BE DESIGNED TO MEET OR EXCEED THE WIND MATTER. SUBSURFACE EXPLORATION CONDUCTED BY A QUALIFIED a. BEAMS b. COLUMNS D. GROUT WHEN SPECIFIED, SHALL CONFORM TO ASTM C 476 C. ALL TRUSSES DESIGNATED IN THE "WIND DESIGN CRITERIA" GEOTECHNICAL ENGINEERING FIRM MAY BE USED AT THE DISCRETION LSL- 1.55E LSL- 1.3E WITH MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3000 psi. SPEED/EXP SURE OF THE BUILDING CONTRACTOR AND/OR BUILDING OFFICIAL AND ALL LVL- 2.0E LVL- 1.8E GROUT SHALL BE MIXED TO PROVIDE A SLUMP BETWEEN 8"-11", SHOWN ON TRUSSES TO HIS SHEET. BE DESIGNED TO MEET OR EXCEED THE LOADINGS FINDINGS REPORTED TO THIS OFFICE FOR REVIEW. IN THE ABSENCE NOT PSL- 2.0E PS[ 1.8E/2.OE (PER PLAN) E. PROVIDE PRE -CAST CONCRETE LINTELS OVERALL OPENINGS PER D. ALL IN THE "TRUSS MEMBER DESIGN CRITERIA" SHOWN ON OFA GEOTECHNICAL ENGINEERS REPORT, THE E.O.R. DOES 2. ALL BEAMS PROVIDED BY OTHERS (e.g. DESIGNED IN CONJUNCTION STRUCTURAL PLANS UNLESS NOTED OTHERWISE. SPECIFIED FOR HIGH STR ACCEPT LIABILITY F0 SUBSURFACE CONDITIONS WHICH MAY LEAD WITH A FLOOR TRUSS SYSTEM) TO BE PER BEAM LIST ON FRAMING PLAN F. LAP ALL VERTICAL REINFORCING A MINIMUM OF 20" FOR #4 THIS SHEET. H P RIDGE, AND HIP BLOCKING ("DOLLAR EATERS") TO TO STRUCTURAL OR AESTHETIC DAMAGE TO THE STRUCTURE, ACCORDING TO BEAM CALCULATIONS PROVIDED BY OTHERS. REFER TO BARS AND 25" FOR #5 BARS. ALL 90° HOOKS SHALL HAVE A MIN. E. ALL RIDGE, SYP MAX. 24" o/c w/ (3) TOENAILS/END. B DESIGN HAS BEEN BASED ON A NON -EXPANSIVE SOIL WITH AN BEAM CALCULATIONS FOR INFORMATION IDENTIFYING THE SCL BEND LENGTH OF 6" FOR #4 AND 7-1/2" FOR #5 INTO FOOTING BE MIN. 2x4 TO TR 3 @ .131x3' SS ENGINEERING OR TRUSS LAYOUT FOR ALLTRUSS ALLOWABLE SOIL BEARING CAPACITY OF 2000 psf, ACTIVE EFP = 30 pcf MANUFACTURER, SIZE AND MATERIAL TO BE USED. IT IS IMPORTANT UNLESS NOTED OTHERWISE. ALL CMU TO BE RUNNING BOND CONSTRUCTION. F. REFER TO TRUSS, B AM, OR LEDGER CONNECTIONS. IF NO CONNECTION LEVEL BACK SLOPE) NOTIFY THE ENGINEER OF RECORD AND CEASE CONSTRUCTION IF A®VERSE OR OTHERWISE NON -CONFORMING THAT THE BEAM INSTALLED MATCHES THE SIZE, MATERIAL, AND MATERIAL MANUFACTURER SHOWN ON THE BEAM CALCULATION. G. H. BRICK VENEER TIES SHALL BE NO. 9 U.S. GAGE WIRE OR NO. 22 IS SPECIFIED, TO TR CONTACT THIS OFFICE IMMEDIATELY. SS ENGINEERING FOR ALL PLY TO PLY CONNECTIONS. CONDITIONS ARE FOUND TO EXIST. SUBSTITUTING ANOTHER MANUFACTURERS MATERIAL, EVEN WITH NOTICE U.S. GAGE x 7/8" CORRUGATED AND SHALL HAVE A HOOK G. REFER UPLIF S REPORTED BY THE TRUSS DESIGN SOFTWARE C. MINIMUM COMPRESSIVE DESIGN STRENGTH OF CONCRETE USED FOR MATCHING PROPERTIES, IS NOT ALLOWED WITHOUT WRITTEN EMBEDDED IN THE MORTAR JOINT. TIES SHALL BE SPACED NO MORE THAN 18 INCHES HORIZONTALLY AND VERTICALLY AND H. TRUSS SHOULD BE ISREGARDED. UPLIFTS HAVE BEEN CALCULATED BY FOUNDATION AND SLABS SHALL BE 2500 psi @ 28 DAYS. D ADJACENT SURFACES SHALL COMPLY WITH FBC R401.3 AND R403.1.7. FROM THIS OFFICE. 3. ALL I -JOISTS TO BE PERFORMANCE RATED I -JOIST (PRI) 40, U.N.O. SHALL BE ATTACHED THROUGH THE WALL SHEATHING TO THE THIS OFFICE ND ALL CONNECTIONS SPECIFIED ON THESE PLANS E. BACKFILL ADJACENT TO FOUNDATION WALLS SHALL NOT BE PLACED 4. ALL EWP TO BE INSTALLED PER MANUFACTURER's SPECIFICATIONS AND WALL STUDS. TIES SHALL BE PLACED WITHIN 12" OF ALL WALL SHOULD BE RE LLOWED. UIRE EXTREME CARE IN FABRICATION, HANDLING, UNTILTHE WALLS HAVE SUFFICIENT STRENGTH AND HAVE BEEN INSTRUCTIONS. OPENINGS I. TRUSSES SHIPPING, IN TALLING AND BRACING. REFER TO BCSI 1-03 ANCHORED TO THE FLOOR SYSTEM ABOVE OR ADEQUATELY BRACED TO PREVENT DAMAGE TO THE WALL. EXTREME CARE MUST BE USED C. ALL SHEATHING TO BE AS FOLLOWS: 1. SHEATHING SPECIFIED IS THE MINIMUM THICKNESS REQUIRED TO PUBLISHED B FUNCTIONS TPI AND WTCA PRIOR TO PERFORMING THESE THROUGHOUT CONSTRUCTION TO PREVENT MOVEMENT OF SUPPORT ALL DESIGN LOADS WITHIN CODE LIMITATIONS. ALLOWABLE SPANS FOR LINTELS SUPPORTING MASONRY VENEER ONE TWO SIZE OF STEEL NO STORY STORY STORIES ANGLE ABOVE ABOVE ABOVE L3x3x1/4 6'4" 4'-6" 3'4" L4x3x1/4 8'4" 6'-0" 4'-6" [5x3 -1/2x5/16 10'-0" 8'4" 6-0" L6x3-1/2x5/16 14'-0" 9'-6" T-0" 2 -6x3 -1/2x5/16 20'-0" 1 12'-0" 9'4" NOTES: a. LINTELS SHALL HAVE A LENGTH OF BEARING NOT LESS THAN 4". b. LONG LEG OF ANGLE SHALL BE PLACED IN A VERTICAL POSITION. c. CONTACT THIS OFFICE FOR OPENING WIDTHS EXCEEDING THOSE SHOWN. J. TOP CHORD F ALL ROOF TRUSSES TO BE BRACED WITH ROOF SHEATHING ER SCHEDULE (SEE FR SHEETS) OR 2x4 #3 SPF PURLINS SPACED ACC RDING TO THE MAXIMUM SPACING ON THE TOP CHORD OFT IE TRUSS ENGINEERING BENEATH PIGGYBACK TRUSSES, VA LEY TRUSSES, OR VALLEY OVERFRAMING PER DETAIL F/FRD ABOV ATTACH PURLINS TO EACH INTERSECTING TOP CHORD w/ (2 .131x3" NAILS. K. BOTTOM CH RD OF ALL ROOF TRUSSES TO BE BRACED WITH PROPERLY A PLIED DRYWALL CEILING OR 2x4 #3 SPF PURLINS SPACED ACCgbRDING TO THE MAXIMUM SPACING ON THE BOTTOM CHORD OF THE TRUSS ENGINEERING. ATTACH PURLINS TO EACH INTERSECTING BOTTOM CHORD w/ (2) .131x3" NAILS. SEE DETAIL C/FRD FOR BRACING OF BOTTOM CHORDS AT PORCHES. L. PERMANENT RUSS BRACING: WEB BRACING QUANTITY AND LOCATION T BE INSTALLED AT LOCATIONS SHOWN ON THE TRUSS ENGINEERIN . FOR MULTIPLE, IN-LINE WEBS REQUIRING BRACING, REFER TO OP ION 1 BELOW. FOR INDIVIDUAL TRUSS WEBS, LORT BRACE PER 0 TION 2 BELOW. RETAINING/FOUNDATION WALLS UNTILSTRUCTURALSYSTEM COMPLETION. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ADEQUATELY SHORE THE WALLS THROUGHOUT CONSTRUCTION TO MAINTAIN THE INTEGRITY OF THE DESIGN. IF UNSURE WHAT COURSE OF ACTION TO TAKE IN ORDER TO PROVIDE ADEQUATE TEMPORARY BRACING/SHORING, CONTACT THE ENGINEER OF RECORD FOR ADDITIONAL CONSULTATION PRIOR TO PROCEEDING. F. FOOTINGS SHALL BEAR UPON UNDISTURBED SOIL OR UPON SOIL COMPACTED TO A DENSITY OF MIN. 95% OF MODIFIED PROCTOR MAXIMUM DRY DEN` 1TY (ASTM -D 1557) FOR A DEPTH OF AT LEAST TWO FEET (2') BELOW THE BOTTOM OF THE FOOTING. G. ALL CONCRETE SLABS ON GRADE SHALL BE THE THICKNESS AS INDICATED ON THE DRAWINGS OVER MINIMUM 6 mil. POLYETHYLENE VAPOR BARRIER. SUCH SLABS SHALL BE REINFORCED WITH 6x6 W1.4x1.4 WWM LAPPED 8" AT EDGES AND ENDS IN CONFORMANCE WITH ASTM -A 185, OR FIBER MESH REINFORCEMENT SHALL BE USED WITH THE MINIMUM 2" FIBER LENGTH AT (1) LB/YD COMPLYING WITH ASTM -C 116. H. - FILL UNDER CONCRETE SLABS -SHALL BE CLEAN SAND FREE OF DEBRIS AND OTHER DELETERIOUS MATERIAL. FILL SHALL BE COMPACTED TO ARCHITECTURAL SPECIFICATIONS, INCLUDING PRODUCT MANUFACTURER REQUIREMENTS OR A DESIRED HIGHER PERFORMANCE REQUIREMENT MAY REQUIRE SHEATHING THICKER THAN THAT SPECIFIED ON THESE PLANS. FOLLOW THE MOST STRINGENT SHEATHING THICKNESS REQUIREMENT. IF ROOF SHEATHING THICKNESS REQUIRED EXCEEDS 15/32", USE 10d RING -SHANK NAILS. 2. ALL SHEATHING TO BE APA OR TECO RATED. 3. ALL ROOF/FLOOR SHEATHING TO BE ORIENTED PERPENDICULAR TO SUPPORTS. 4. ALL WALL SHEATHING PANEL EDGES TO BE BLOCKED w/ 2x SOLID MATERIAL. 5. NOMINAL PANEL THICKNESS SPECIFIED ON PLAN TO BE AS FOLLOWS: a. 7/16" --- .437" THICKNESS - 24/16 SPAN RATING b. 15/32" ------ .469" THICKNESS - 32/16 SPAN RATING c. 19/32" ------ .594' THICKNESS - 40/20 SPAN RATING d. 23/32" ------ .719" THICKNESS -48/24 SPAN RATING D. ATTACH ALL STUD COLUMNS, JACK ASSEMBLIES, KING ASSEMBLIES, CORNER POSTS, ETC. INCLUDING MULTI -PLY STUD MEMBERS AS FOLLOWS: 1. 2x4 POST- (1) ROW OF .131x3" NAILS @ 6" o/c STAGGERED WITHIN 3/4" OF CENTERLINE OF POST. IN G❑D WE TRUST MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A. #26894 - (904) 342-8751 -BUILDER- 1001110.0 - HOMES' -PROJECT LOCATION - Lot #6 Camelia Street -PLAN- 1789 Monterey (J) JOB NUMBER: J14720 DESIGNED BY: BAM ORIGINAL DATE: 10/25/18 REVISION 1: REVISION 2: REVISION 3: C52 __j PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 i No 8 ;4t� ..W� i ATE OF •: �vv i O •. �� R I VX N� A DENSITY OF AT LEAST 95% OF MODIFIED PROCTOR MAXIMUM DRY 2 2x6 POST- (1) ROW OF .131x3" NAILS @ 4" o/c DENSITY (ASTM -D 1557). FILL SHALL BE TREATED WITH TERMITE POISON BEFORE SLAB IS PLACED OR OTHER MEANS OF PROTECTING STRUCTURE FROM WDO's MUST BE INSTALLED AT LATER DATE. I. WHERE SHOWN, CORES OF BLOCK MASONRY SHALL BE FILLED WITH COARSE GROUT OR PEA GRAVEL CONCRETE WITH THE MINIMUM STAGGERED 1-1/2" OFF STUD EDGE. 3. 2x8 POST- (1) ROW OF .131x3" NAILS @ 8" o/c ALONG CENTERLINE AND (2) ADDITIONAL ROWS OF .131x3" NAILS @ 8" o/c 1-5/8" OFF STUD EDGE. CORROSION/DECAY RESISTANCE: STEEL: A. ALL STRUCTURAL MEMBERS OF WOOD OR STRUCTURAL COMPOSITE A. DETAIL, FABRI ATE, AND OR ERECT STEEL ACCORDING TO AISC LUMBER IN DIRECT GROUND CONTACT TO BE "SPECIFICATI N FOR THE DESIGN, FABRICATION, AND ERECTION COMPRESSIVE STRENGTH OF 2500 psi AT 28 DAYS. E. WHERE NOT OTHERWISE SHOWN ON PLANS, ALL ATTACHMENTS SHALL BE PRESERVATIVE -TREATED WOOD CONFORMING TO AWPA STANDARD OF STRUCTUR L STEEL BUILDINGS". J. MINIMUM CONCRETE- COVER FOR REINFORCEMENT SHALL BE AS AS INDICATED IN FBC TABLE 2304.9.1. U1 AND M4 - USE CATEGORY UC4A (UC5C IF IN CONTACT WITH SALT B. STRUCTURAL TEFL SHALL BE ASTM A36, EXCEPT AS NOTED F. ALL NAILS SHALL BE "COMMON", U.N.O. NAIL SIZES TO BE AS FOLLOWS: OR BRACKISH WATER). BELOW: FOLLOWS: • CONCRETE CAST AGAINST EARTH - 3" a. 8d - .131"x2-1/2" c. 12d .148"0-1/4" B. ALL STRUCTURAL MEMBERS OF WOOD OR STRUCTURAL COMPOSITE . PIPE - STM A53, TYPE E OR S, GR. B FORMED CONCRETE EXPOSED TO EARTH OR WEATHER -11/2" b. 10d - d. 16d - .1IO x LUMBER IN EXPOSED TO WEATHER OR WITH THE POTENTIAL FOR . TUBE - STM A500 • WALLS 3/4". TO B H. FASTENERS USED FOR ROOF APPLICATIONS TO BE CORROSION RESISTANT USED FOR EXPOSURE TO BE PRESERVATIVE -TREATED WOOD CONFORMING TO C. ALL BOLTS, A CHOR BOLTS, AND THREADED RODS SHALL BE INTERIOR SLABS, - STEEL SHALL CONFORM TO ASTM A615 GRADE 40 PER FBC 1506.5 (NAILS), 1506.6 (SCREWS), AND 1506.7 (CLIPS). AWPA STANDARD U1 AND M4 - USE CATEGORY UC3A. C. ALL INTERIOR WOOD BASED MEMBERS IN DIRECT CONTACT WITH ASTM F1554 D. HEX NUTS AN RADE 36 UNLESS NOTED OTHERWISE. COUPLERS USED FOR BOLTS, ANCHOR BOLTS, I. REINFORCING LONGITUDINAL REINFORCING IN WALLS AND FOOTINGS SHALL BE I. USE OF TETRA GRIP (.113"X2-3/8") NAILS TO FASTEN FLOOR SHEATHING IS AS NOTED BASED ON ESR -3071 DATED DECEMBER 2015. CONCRETE OR MASONRY TO CONFORM TO AWPA STANDARD U1 AND THREAD D RODS SHALL BE LOW CARBON STEEL AND MEET CONTINUOUS AT CORNERS AND INTERSECTIONS. MATCHING CORNER MINIMUM LAP OF REINFORCING SHALL BE 25" ALLOWED AND M4 - USE CATEGORY UC1. D. METAL FASTENERS AND CONNECTORS EXPOSED TO WEATHER OR EXCEED THE 1018 AND GR CAPACITY OF THE CORRESPONDING A36, SAE DE 2 BOLTS, ETC. HEX NUTS AND COUPLERS USED BARS SHALL BE USED. FOR #5 BARS AND 20" FOR #4 BARS. ALL 90° HOOKS SHALL HAVE A ALL OR IN CONTACT WITH PRESERVATIVE TREATED MATERIALS SHALL BE FOR HIGH STR NGTH BOLTS, ANCHOR BOLTS, AND THREADED MIN. BEND LENGTH OF 6" FOR 44 AND 7-1/2" FOR #5 INTO FOOTING Z -MAX COATED, HOT DIPPED GALVANIZED, STAINLESS STEEL OR RODS - ASTM 449 OR SIMILAR - SHALL BE HEAVY HEX ASTM UNLESS NOTED OTHERWISE. OTHERWISE RATED BY THE MANUFACTURER FOR COMPATIBILITY A563 GRADE H. J. ALL CONCRETE OPERATIONS, INCLUDING BUT NOT LIMITED TO MIX WITH THE APPLICATION. THE EXTERIOR APPLICATION OF ANY WITH A PRESSURE PRESERVATIVE CONTAINING E. ALL WELDING ACCORDANCE HALL BE BY A CERTIFIED WELDER IN WITH AWS D1.1. DESIGN, MIXING, TRANSPORTING, PLACING, REINFORCING DETAILING AND PLACING, CURING, AND TESTING SHALL BE DONE IN 0 MATERIAL TREATED SHALL REQUIRE THE EXCLUSIVE USE OF STAINLESS STEEL ACCORDANCE WITH THE REQUIREMENTS AND APPLICATION OF ACI VV AMMONIA FASTENERS AND CONNECTORS. THE USE OF ANY MATERIAL 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE". TREATED WITH THE PRESSURE PRESERVATIVE ACZA SHALL REQUIRE uj THE EXCLUSIVE USE OF STAINLESS STEEL FASTENERS AND CONNECTORS. E. STAINLESS STEEL AND ZINC -PLATED FASTENERS AND CONNECTORS MAY NOT BE COMBINED. USE ONLY SS FASTENERS WITH SS CONNECTORS. USE ONLY ZINC -PLATED FASTENERS WITH ZINC -PLATED CONNECTORS. F. REGULAR INSPECTION AND MAINTENANCE OF WOOD, WOOD -BASED AND METAL PRODUCTS USED IN OUTDOOR OR OTHER CORROSIVE ENVIRONMENTS OR APPLICATIONS IS NECESSARY FOR CONTINUED, LONG-TERM PERFORMANCE. IN G❑D WE TRUST MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A. #26894 - (904) 342-8751 -BUILDER- 1001110.0 - HOMES' -PROJECT LOCATION - Lot #6 Camelia Street -PLAN- 1789 Monterey (J) JOB NUMBER: J14720 DESIGNED BY: BAM ORIGINAL DATE: 10/25/18 REVISION 1: REVISION 2: REVISION 3: C52 __j PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 i No 8 ;4t� ..W� i ATE OF •: �vv i O •. �� R I VX N� 20"x20"x16" -- - r w/ 2-#4/#5's BOTH WAYS -+ iTi------r------I I I I I I I I I I L_ _J 3 I I I I 7 IL -------- SEE------- SEE DETAIL 6/FDD @ GARAGE DOOR OPENING I ------------3- J I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 3 I 1 9'-9 1/2" `} EMBEDS REQUIRED 4 SEE DETAIL 5/FDD. 20"x20"x16" 20.1x20"x16" w/ 2-#4/#5's C - - - - - - �L J� - - - - - rC w/ 2-#4/#5's BOTH WAYS 20"x20"x16" BOTH WAYS w/ 2-#4/#5's 4 BOTH WAYS SEE SHEET FDD FOR FOUNDATION DETAILS ----------NOTE ---------- THIS OTE ---------- THIS PLAN IS TO BE USED FOR STRUCTURAL FOUNDATION REQUIREMENTS AND INTERIOR BEARING FOOTING LOCATIONS. REFER TO THE ARCHITECTURAL PLAN FOR SLAB DIMENSIONS. 1. ALL FLATWORK CONTAINED WITHIN THE BEARING FOOTINGS SHOWN TO BE A 4" CONC. SLAB REINFORCED w/ EITHER 6x6 10/10 WWM OR FIBERMESH ON 6 MIL VAPOR BARRIER OVER TERMITE TREATED, CLEAN, COMPACTED FILL. 2. SAWCUT FLAT WORK IN 15'x15' GRID, 1" DEEP WHILE CONCRETE IS WORKABLE (WITHIN 12 HOURS OF PLACEMENT). 3. STHD EMBED STRAPS REQUIRE ADDITIONAL FOUNDATION REINFORCEMENT, SEE DETAIL 5/FDD. 4. FOR CHASE PENETRATIONS OF INTERIOR OR EXTERIOR FOOTINGS, DEEPEN THE FOOTING THE DEPTH OF THE PENETRATION. FOR CHASE PENETRATIONS OF STEMWALLS, GROUT SOLID AROUND CHASE. FOUNDATION PLAN SCALE: 1/8"=1'-0" MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A.#26894 - (904)342-8751 i BUILDER- ICI,HOMES' -PROJECT LOCATION - Lot #6 Camelia Street -PLAN- 1789 Monterey (J) JOBaBY:BAM 0 DESORI/18REVREV REVISION 3: F_ FD1_j PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 XMORE q Oa' •GEN • • �� • No 813 S OF �<v G . ��'i •NAL •��``�� OPTIONAL CONCRETE PEDESTAL TO ELEVATE PORCH COLUMNS. MIN. WIDTH = 6" MAX. HEIGHT =8" VARIES GRADE 12" MIN. III a CONT. 8" FOOTING w/(1) #4 or #5 CONT. CENTER FOOTING ON LOAD BEARING WALL ABOVE. PAD FOOTING SHOWN BEYOND. SEE PLAN FOR SIZE AND LOCATION. 4 MONOLITHIC PORCH EDGE DETAIL OPTIONS: STEMWALLDETAIL4 NON-BEARING STEP DOWN DETAIL FINISH FLOOR ELEVATION EXPANSION JOINT ELEVATION OF POOL DECK POOL DESIGN BY OTHERS TYPICAL LOAD BEARING FOOTING, STEMWALL SHOWN, MONOLITHIC APPLIES AS WELL. TYP. FOOTING IN PROXIMITY TO POOL THIS DETAIL APPLIES TO ALL PROJECTS WHERE FOOTING IS IN PROXIMITY TO POOL. DICK w/ 8" CMU w/ #4 OR #5 VERTICALS #5 CONT. @ EACH CORNER, EACH SIDE OF EACH FOOTING ELEVATION )NCRETE SLAB CHANGE AND 48" o/c THEREAFTER. BEND MIN. 12" MU w/ #4 OR #5 VERTICALS @ H CORNER, EACH SIDE OF EACH TING ELEVATION CHANGE AND o/c THEREAFTER. BEND MIN. INTO SLAB. GROUT (FORCED CELLS SOLID. RIP FOOTING AS FOLLOWS: 16" WIDE w/ (2) #4 or (2) #5's 20" WIDE w/ (3) #4 or (2) #5's OR BRICK VENEER) 3 STEP DOWN DETAIL DETAIL 3 — SLOPE FOR DRAINAGE OR PROVIDE 3/4" RECESS. +4111 12" CONTINUOUS FOOTING w/ (1) #4 or #5 CONT. THICKENED EDGE I@ GARAGE OPENING (1) #4 or #5 CONT. @ 3" FROM TOP. #4 or #5 VERTICALS @ 48" o/c BEND INTO FOOTING & LAPPED 6" WITH UPPER STEEL. GRADE 44v- OPTIONAL8"xg" BRICK LEDGE w/ (1) #4 OR #5 CONTINUOUS. 4" CONCRETES CHAIR OPTIONAL CONCRETE CONcOETE CURB TO BE BUILT UP L OPTION �TO CONCRETE SILL PORCH COLUMNS. VARIES MIN. WIDTH =6" ,SEE� TO FINISH FLOOR ELEVATION BUIL 4 HT F.F. ELEV. CENTER OF 4" FOR 4" WIDTH) 4 WALL ABOVE. N (MAX i1 EIGHT = 4" FOR 4" WIDTH) (MAX MENTS n _ REQUIREFOOTING SHOWN =r •-PAD " r IIIII FO 48' (MAX OEIGHT = 8" FOR 6" WIDTH) +� (MAX HT 8" FOR 6" WIDTH) 1,j� 121 SIZE AND LOCATION. VARIES BRICK LEDGE w/ FOOTING AS FOLLOWS: 8" MIN. -1 llll FOLLOW DETAIL 1-STEMWALL ITF�jIra1 V 1 i i =CIII III i-' '' f. .I 12" 0' MAX, GRADE - (ADD 4" _ 1LF�i� SII -I 11„11 =IIn1�L12_' MIN. 4" CONCRETE SLAB OPTION 1 OPTION 21 OPTIONAL 8"x8" CONTINUOUS MONOLITHIC EXTERIOR CONT( UOFOOTING AS FOLLOWS: BRI CK LEDGE w/ FOOTING AS FOLLOWS: 1-STORY'12" WIDE w/ (2) #4 or (2) #5's 1-STO : 166"" WIDE w/ (2) #4 or (2) #5's (1) #4 OR #5 CONTINUOUS. : 2 -STORY: 16" WIDE w/ (3) #4 or (2) #5's 2-STO 20" WIDE w/ (3) #4 or (2) #5's BEA ING STEP DOWN DETAIL MONOLITHIC EXT. FOOTING DETAIL W/ CURB MONOLITHIC 2 ETAIL 3 OPTIONS: STEMWALL DETAIL 2 OH ELEVATED MONO DETAIL 10 3 OPTIONS: STEMWALL NON-BEARING STEP DOWN DETAIL FINISH FLOOR ELEVATION EXPANSION JOINT ELEVATION OF POOL DECK POOL DESIGN BY OTHERS TYPICAL LOAD BEARING FOOTING, STEMWALL SHOWN, MONOLITHIC APPLIES AS WELL. TYP. FOOTING IN PROXIMITY TO POOL THIS DETAIL APPLIES TO ALL PROJECTS WHERE FOOTING IS IN PROXIMITY TO POOL. DICK w/ 8" CMU w/ #4 OR #5 VERTICALS #5 CONT. @ EACH CORNER, EACH SIDE OF EACH FOOTING ELEVATION )NCRETE SLAB CHANGE AND 48" o/c THEREAFTER. BEND MIN. 12" MU w/ #4 OR #5 VERTICALS @ H CORNER, EACH SIDE OF EACH TING ELEVATION CHANGE AND o/c THEREAFTER. BEND MIN. INTO SLAB. GROUT (FORCED CELLS SOLID. RIP FOOTING AS FOLLOWS: 16" WIDE w/ (2) #4 or (2) #5's 20" WIDE w/ (3) #4 or (2) #5's OR BRICK VENEER) 3 STEP DOWN DETAIL DETAIL 3 — SLOPE FOR DRAINAGE OR PROVIDE 3/4" RECESS. +4111 12" CONTINUOUS FOOTING w/ (1) #4 or #5 CONT. THICKENED EDGE I@ GARAGE OPENING (1) #4 or #5 CONT. @ 3" FROM TOP. #4 or #5 VERTICALS @ 48" o/c BEND INTO FOOTING & LAPPED 6" WITH UPPER STEEL. GRADE 44v- OPTIONAL8"xg" BRICK LEDGE w/ (1) #4 OR #5 CONTINUOUS. 4" CONCRETES CHAIR OPTIONAL CONCRETE (1) #4 PEDESTALTO ELEVATE 4 PORCH COLUMNS. VARIES MIN. WIDTH =6" ,SEE� SEE DETAIL MAX. HEIGHT ARCH. 1-STEMWALL N FOR WALL �r = ^�-1 T ILII " IT lul EA, MENTS n _ REQUIREFOOTING SHOWN =r •-PAD " r IIIII FO 48' BEYOND FOR BEARING 10 II J ; I I GRADEo 111 POSTS. SEEP LAN FOR 1,j� 121 SIZE AND LOCATION. RE S BRICK LEDGE w/ FOOTING AS FOLLOWS: CONT. -1 llll FOLLOW DETAIL 1-STEMWALL 1 -STORY 2-STORI REQUIREMENTS (ADD 4" PORCH EDGE DETAIL (MAX. 5 COURSES) 3 STEMWALL BEARD 4 OPTIONS: MONOLITHIC DETAIL4 OPTIONS: MONOLITHI STEP ' OCE4410=U I��I I 11� S EP+2 a 11 l �l l lel l 8 P III -IIhIIf11-III-u—I* LII1111111_ NON-BEARING STEP DOWN DETAIL FINISH FLOOR ELEVATION EXPANSION JOINT ELEVATION OF POOL DECK POOL DESIGN BY OTHERS TYPICAL LOAD BEARING FOOTING, STEMWALL SHOWN, MONOLITHIC APPLIES AS WELL. TYP. FOOTING IN PROXIMITY TO POOL THIS DETAIL APPLIES TO ALL PROJECTS WHERE FOOTING IS IN PROXIMITY TO POOL. DICK w/ 8" CMU w/ #4 OR #5 VERTICALS #5 CONT. @ EACH CORNER, EACH SIDE OF EACH FOOTING ELEVATION )NCRETE SLAB CHANGE AND 48" o/c THEREAFTER. BEND MIN. 12" MU w/ #4 OR #5 VERTICALS @ H CORNER, EACH SIDE OF EACH TING ELEVATION CHANGE AND o/c THEREAFTER. BEND MIN. INTO SLAB. GROUT (FORCED CELLS SOLID. RIP FOOTING AS FOLLOWS: 16" WIDE w/ (2) #4 or (2) #5's 20" WIDE w/ (3) #4 or (2) #5's OR BRICK VENEER) 3 STEP DOWN DETAIL DETAIL 3 — SLOPE FOR DRAINAGE OR PROVIDE 3/4" RECESS. +4111 12" CONTINUOUS FOOTING w/ (1) #4 or #5 CONT. THICKENED EDGE I@ GARAGE OPENING (1) #4 or #5 CONT. @ 3" FROM TOP. #4 or #5 VERTICALS @ 48" o/c BEND INTO FOOTING & LAPPED 6" WITH UPPER STEEL. GRADE 44v- OPTIONAL8"xg" BRICK LEDGE w/ (1) #4 OR #5 CONTINUOUS. 4" CONCRETES AB BAM M 8" MIN. REVISION 1: 0 0" MAX REVISION 3: N GRADE 1 L e 45`=11� 111 L�112" MIN.0 - 8" ` OPTIONAL 8"x8" CONTINUOUS MONOLITHIC EXTERIOR BRICK LEDGE w/ FOOTING AS FOLLOWS: T (1) #4 OR #5 1 -STORY: 12" WIDE w/ (2) #4 or (2) #5's H CONTINUOUS. 2 -STORY: 16" WIDE w/ (3) #4 or (2) #5's I C MONOLITHIC EXT. FOOTING DETAIL 1 OPTIONS: STEMWALL DETAIL 10R ELEVATED MONO DETAIL 9 HEADER COURSE w/ (1) CHAIR BLOCK w/ (1) #4 #4 OR #5 CONT. OR #5 CONT. MAX PROJECTION OF CMU ABOVE SLAB = 16" " CONCRETE SLAB S INTO HEADER COURSE. GROUT ii 4" CONCRETE SLAB�_ 8" CMU w/ #4 OR #5 VERTICALS @ T n REINFORCED CELLS SOLID. n " IIIMIR EACH CORNER, EACH SIDE OF EACH E u GRADE " GRADE _ ii FOOTING ELEVATION CHANGE AND M 'I II I 12" 12 IN J 110 II ; • I 48" o/c THEREAFTER. BEND MIN. W PI 1LLIINM.- 12" INTO SLAB. GROUT ll 11 REINFORCED CELLS SOLID. A _IL i CONT. STRIP FOOTING AS FOLLOWS:lll1L CONT. STRIP FOOTING AS FOLLOWS: L 1 -STORY: 16" WIDE w/ (2) #4 or (2) #5's 1 -STORY: 16" WIDE w/ (2) #4 or (2) #5's L 2 -STORY: 20" WIDE w/ (3) #4 or (2) #5's 2 -STORY: 20" WIDE w/ (3) #4 or (2) #5's (ADD 4" FOR BRICK VENEER) (ADD 4" FOR BRICK VENEER) 2 STEMWALL DETAIL W/ CURB (MAX. 5 EXPOSED COURSES) 1 STEMWALL DETAIL (MAX. 5 EXPOSED COURSES) OPTIONS: MONOLITHIC DETAIL 2 OR ELEVATED MONO DETAIL 10 OPTIONS: MONOLITHIC DETAIL 10R ELEVATED�ONO DETAIL 9 CONTACT E.O.R. FOR STEMWALLS OVER 5 EXPOSED COURSES CONTACT E.O.R. FOR STEMWALLS OVER 5 EXPO.D COURSES 1/2" MIN. EMBEDMENT LINE ifr LOCATE ONE 24" #4 OR#5 REBAR WITHIN SHEAR CONE. LOCATE ONE 24" #4 OR #5 REBAR WITHIN HATCHED AREA. -1D14 @ EA. END OF WALL. IF GARAGECURB MSTCM40 w/ (14) 1/4"x2-1/ TITENS TO CMU/FOOTIN AND (26)16d (1) STHD14RJ @ EA. SINKERS TO FRAME. END OF WALL I EXCEEDS 8 ,USE STEMWALL FOUNDATION S EMWALL FOUNDATION MONOLITHIC FOUNDATION STHDRJ's (UP TO 2 -COURSES) (OVER 2 -COURSES) 5 EMBED STRAP(S) @ GARAGE OPENING DETAIL DETAIL IS ONLY REQUIRED WHEN SPECIFIED ON PLAN. 1 44 #S CONT CONCRETE CURB TO BE BUILT ( ) or IIN. UP TO FINISH FLOOR ELEVATION @ 3" FROM TOP. (MAX HEIGHT = 30"). #4 or #5 VERTICALS @ 4" CONCRETE SLAB 48" o/c BEND INTO 17 _7.=I:-. FOOTING & LAPPED 6" ' 4" CONCRETE SLAB WITH UPPER STEEL. 8" MIN' ii. it 48" MAX. 1 4 CONCRETE SLAB 45 -III- GRADE -11 ie Ik 8' 12° IN III° ��F�: IF 12 III 45° Illllllill �: Gu° Irk 'MINI( IIJ II�IIH CONTINUOUS MONOLITHIC EXTERIOR OPTIONAL 8"x8" CONTINUOUS MONOLITHIC EXTERIOR - - CONTINUOUS FOOTING AS FOLLOWS: FOOTING AS FOLLOWS: BRICK LEDGE FOOTING AS FOLLOWS: 1 -STORY: 16" WIDE w/ (2) #4 or (2) #5's 1 -STORY: 12" WIDE w/ (2) #4 or (2) #5's W/ (1) #4 OR #5 1 -STORY: 12" WIDE w/ (2) #4 or (2) #5's 2 -STORY: 20" WIDE w/ (3) #4 or (2) #5's 2 -STORY: 16" WIDE w/ (3) #4 or (2) #5's CONTINUOUS. 2 -STORY: 16" WIDE w/ (3) #4 or (2) #5's MONO DETAIIL w/ ELEVATED CURB 9 ELEVATED MONOLITHIC EXT. FOOTING DETAIL 8 INTERIOR BEARING FOOTING DETAIL I *kk * k hm, MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 1 #26894 - (904) 342-8751 ER- ICIUH,MES" -PROJECT LOCATION - Lot #6 Camelia Street -PLAN- 1789 Monterey (J) JOB NUMBER: 114720 DESIGNED BY: BAM ORIGINAL DATE: 10/25/18 REVISION 1: REVISION 2: REVISION 3: PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 ORF��i I .` Q -O •••�G E N • �� co�' • o 8 2 •• ?O ' •m' S TE OFOR X '-Pis`S/ONAL •ENG``. ��111111►��`` HEADER CONNECTIONS ID 6x6 POST y JACK POST BETW _EN (2) SDWC15600 @ KING TO TOP SEE DETAIL SW3-HDQ8 WINDOW/DO �EACH R. F/FR3. 2x6-1/2 CONTINU US (1) MSTA18 @ HDR TO JACK POST _ w/ (1) LTT20B @ BASE. _ _ _ - - - r - -�- - - ---------------------- - I_ --==------ l @ WALL --= ---------------t ------------------------ HDR w/ (1) STHD14 @ BASE. � I 4 (3)2X81/1 (3)2x12 (1) HTS20 Ar PLATE TO STUD. GIRDER or (2) SDWC15450's @ SHOE BM TO HDR. PLATE TO STUD. -- 13 VTTAd EXTERIOR A (1) ADJACENT TITEN HD. (2) SDWC15600's GIRDER N Br or BM TO TOP PLATE. (2) SDWC15600's TOP WALLV/,SCRiWS PER FR5 PLATE TO STUD. BM TO HDR. (1) LTT20B @ BASE INTEkMR WALL (1) LGT2 or (2) HTS20's AlGIRDER C or BM TO POST. (1) HTT4 @BASE. GIRDER orBM TO HDR. TIEDOWNIEDULE. (3) HTS20's _—--- = -- � ROOF SHEATHING PANEL TO BE APPLIED WITH LONG DIMENSION PERPENDICULAR TO TRUSSES/RAFTERS SIZE ATTACHMENT SHINGLE 7/16" 8d RING SHANK METAL 15/32" ' EDGE FIELD TILE 15/32" 6" O/c 12" o/c 1. MAY BE 7/16" PROVIDED THAT METAL ROOFING MANUFACTURER ALLOWS PER FLORIDA PRODUCT APPROVAL. - HIP ROOF - 4" o/c NAILING TO WITHIN 4' OF EACH HIP CORNER. 4' Y MAIN ROOF BODY 6" EDGE/12" FIELD NAILING. . GABLE ROOF-T^-^...� 4" o/c NAILING TO WITHIN 4' OF EACH GABLE END WALL SHEATHING/SHEAR WALLS 1. ALL EXTERIOR WALL SHEATHING TO BE RATED SHEATHING ATTACHED w/ 8d NAILS @ 3" o/c TO ALL HORIZONTAL EDGES, 6" o/c TO ALL VERTICAL EDGES, AND 12" o/c TO ALL INTERMEDIATE SUPPORTS. BLOCK ALL PANEL EDGES FOR STUCCO EXTERIOR FINISH AND FOR ALL SHEAR WALLS (SW6 or SW3). 2. STUCCO WALLS TO BE 15/32", 7/16" STRUCTURAL 1 GRADE, OR 7/16" ORIENTED HORIZONTAL. 3. SIDING/BRICK WALLS TO BE 7/16". 4. TIGHTEN VERTICAL EDGE NAILING TO 3" o/c FOR WALLS LABELED SW3. FLOOR SHEATHING SIZE 10d COMMON NAILS w/ ADHESIVE or PASLODE TETRAGRIP FASTENERS EDGE NAILING FIELD NAILING 23/32" 6" o/c 6" o/c MATCH SIZE, GRADE & QUANTITY OF ALL 2nd FLOOR MULTI -PLY STUD COLUMNS w/ BLOCKING IN FLOOR SYSTEM AND w/ 1st FLOOR LEVEL STUD COLUMN, U.N.O. SHOE PLATE SIZE 2x (MATCH WALL STUD) GRADE #2 SYP (PT ON CONCRETE) NOTE: FASTEN 2nd FLOOR SHOE PLATE TO RIM BOARD WITH .131x3" NAILS @ 6" o/c. TOP PLATE SIZE/GRADE 2ply #2 SYP 2x (MATCH WALL STUD) NAIL PATTERN (2) ROWS OF .131x3" NAILS @ 6" o/c STAGGERED. LAP MIN. 48" w/ (24) .131x3" NAILS 4" OR LESS — EXTEND EXTERIOR WALL SHEATHING TO BLOCKING. BLOCK ALL PANEL EDGES. ROOF SHEATHING PERSCHEDULE MAX. 6" HEEL — SEE HIGH HEEL OPT. FOR >6". oO V WALL' SHEATHING PERI SCHEDULE. EXTEND' TO UPPER TOP PLATE' PLY & ATTACH w/ 8d NAILS @ 3" o/c 2x4 #2 SYP OLOCKING. ATTACH W ILL SHEATHING 0 BLOCKING , JITH 8d NAILS @ 6" E /c. I HIGH HEEL OPT. I ATTACH EA �H TRUSS TO TOP PLATE / (1) SDWC1560 FROM UNDER SIDEOFTO PLATE. EXTERIORV�ALL STUDS PER I LAN. HIP ROOF TO WALL II I WALL SHEATHING 1 PER SCHEDULE. EXTEND FROM I UPPER WALL ONTO RIM BOARD (MIN. I 6") & ATTACH w/ (1) ROW OF 8d NAILS @ 3" o/c. WALL SHEATHING I PER SCHEDULE. I EXTEND FROM I LOWER WALL I ONTO RIM BOARD I (MIN. 6") & I ATTACH w/ (1) 1 ROW OF 8d NAILS @ 3" o/c. ATT ACHALL SHEATHING TO SHOELATE w/ EDGE NAILING P R PLAN. N. 23/32"RIM BOARD TACH TO ACH FLOOR pSS w/ (6 8d NAILS. ATTACHALL SHEAT HIN , TO TOP PLATE w/ (DGE NAILING PER PLAN. WALL OVER WALL _J RIM BOARD LAP OPTIO WALL SHEATHING PER 1 SCHEDULE. EXTEND TO SHOE PLATE & ATTACH w/ 8d NAILS @ 3" o/c. , WALL —� SHEATHING MAY BE SET FLUSH w/ FOUNDATION BLOCK ALL PANEL EDGES AND FASTEN I,OOF SHEATHING w/ 8d RING -SHANK NAILS @ 4" O/c WITHIN 4' OF END OF GABLE RAKL- 2x4 #2 SYP —� OUTLOOKERS @ 24" o/c (MAX 24" RAKE). NOT REQUIRED FOR GABLE RAKES 12" OR LESS. ATTACH TO GABLE TRUSS w/ (1) H2.5. GABLE END TRUSS — BRACING AS SPECIFIED BY DELEGATED TRUSS ENGINEERING. ATTACH BOTTOM - CHORD TO TOP PLATE w/.131x3" TOENAILS @ 6" o/c. WALLI SHEATHING PERI SCHEDULE. EXTEND I TO UPPER TOP PLATE PLY & ATTACH w/ 8d I NAILS @ 3" O/c.l (5) 8d FIELD - NAILS SHEATHING TO STUD I WALL I SHEATHING I PER I SCHEDULE. EXTEND ACROSS FLOOR SYSTEM AND ONTO STUDS ABOVE/BELOW MIN. 12". 2x BLOCKING BI I WEEN ALL OUTLOOKE!tS ABOVE II TOP PLATE/CHORD TOENAILED @ (, o/c II II II II II II II , II I II II II II I II II II II I II M.1310" NAILS. ? 2x4 #2 SYP BLOCKING @ BRACE LEG ATTACHED TO TOP CHORD w/ (3) .131x3" NAILS. 2x6 #2 SYP BRACE @ PEAK, 4' EACH SIDE OF PEAK, AND 6' o/c THEREAFTER. ADD 2x4 #2 SYP T -BRACE TO ANY BRACE GREATER THAN 9' IN LENGTH w/.1310" NAILS @ 6" o/c. II II II II II II S. MAX. 1 Yfv�l SIMPSON GBC GABLE TRUSS CONNECTOR @ EACH BRACE TO TOP PLATE. SDWC15600 SCREWS @ 5' o/c. FOR OPENINGS GREATER THAN 5' BUT NO LARGER THAN 18', INSTALL (2) SCREWS EACH SIDE OF OPENING. GABLE ROOF TO WALL IF WALL SHEATHING DOES NOT LAP FLOOR SYSTEM OR UPPER WALL SHEATHING DOES NOT LAP RIM BOARD, ATTACH SHOE PLATE TO EACH FLOOR TRUSS w/ (2) S DW C15450's. ROOF SHEATHING PERSCHEDULE ROOF—y' TRUSSES ill ii PARALLEL TO WALL II ATTACH EACH BRACE TO II TOP PLATE w/ (4) .131x3" NAILS. II II II II WALL SHEATHING PERS ATTACH WALL SCHEDULE. EXTEND SHEATHING TO TO SHOE PLATE & 1 12 SHOE PLATE w/ ATTACH w/ 8d MIN. EDGE NAILING NAILS @ 3" o/c.� PER PLAN. TOENAILS. IF WALL SHEATHING DOES NOT LAP FLOOR SYSTEM OR UPPER WALL SHEATHING DOES NOT LAP RIM BOARD, ATTACH SHOE PLATE TO EACH FLOOR TRUSS w/ (2) S DW C15450's. ROOF SHEATHING PERSCHEDULE ROOF—y' TRUSSES ill ii PARALLEL TO WALL II ATTACH EACH BRACE TO II TOP PLATE w/ (4) .131x3" NAILS. II II II II NOTE: FOR EXTERIOR WALLS NOTED AS HIGH -UPLIFT, CONTACT THIS OFFICE FOR ALTERNATIVE SCREW OPTION. — 2x4 #2 SYP BRACES @ WALL SHEATHING I 12" o/c ALONG WALL PER SCHEDULE. LENGTH, ATTACH TO EXTEND TO UPPER I BOTTOM CHORD OF OR LOWER TOP I TRUSS w/ (3).1310" PLATE PLY & I TOENAILS. ATTACH w/ 8d I FINISH OR NAILS @ 3" o/c. i EXTERIOR WALL WALL OVER PARALLEL BEAM TYP. MID -WALL PANEL SPLICE STUDS PER PLAN. WALL TO PARALLEL TRUSS NOTE: FOR EXTERIOR WALLS NOTED AS HIGH -UPLIFT, CONTACT THIS OFFICE FOR ALTERNATIVE SCREW OPTION. (5) 8d FIELD J PLATE w/ EDGE AEEACH w/ 8dI w/ (1) SDWC15600. NAILS SHEATHING NAILING PER PLAN. NAILS @ 3" 8d TO STUD WALL OVER WALL WALL OVER WALL WALL SHEATHING LAP OPTION SCREW CONNECTION OPTION MIN. 1-�/4" EDGE DISTANCE FOR MONO. MIN. 2X4" EDGE DISTANCE FOR STEMWALL. WASHE TO EXTEND TO WIT IN 1/2" OF SHEAT ING. WALL SHEATHING PER SCHEDULE. I 2x #2 SIP PT EXTEND TO SHOE I SHOE P (ATE PLATE AND I ATTACH w/ 3" o/c 8d NAILS. I 1/2"x6" TIE N H D's w/ 3"x3"x.22 " WASHER EACH OF EACH HOE PLATE BRE 42" o/cT EREAFTER. TIGHTEN PACING TO 24" S W 6 AN D ,TO 16" o/c AT S I WALL TO FOUNDATION I ATTACH SHOE PLATE TO GIRDER/BEAM BELOW w/ (2) SDWC15600 SCREWS @ 24" o/c. WALL SHEAIFLING PER SCHEDULE. EXTEND MIN. 8" ONTO BEAM BI LOW AND ATTACH w/ 3" o/c 8d 2x4 PLANK ORIENTED BRACING @ 48" o/c ALONG WALL. ATTACH TO TOP/BOTTOM CHORD w/ (4) 10d COMMON NAILS. 2x4 DIAGONAL BRACE @ 48" o/c. ATTACH DIAGONAL BRACE TO LATERAL BRACES w/ (4) 10d COMMON NAILS AT EACH END. PARALLEL FLOOR TRUSS BRACING DETAIL 2x #2 SPF/SYP NAILS. II >�?'r �>:\ SPLICE. ) 'I-- > 11> I (SW6 or SW3 PANEL EDGES. RIM BOARD WALLY BLOCKING @ �- IF WALL SHEATHING DOES NOT 12" ALL PANEL EDGES FOR NOT REQUIRED SHEATHING PERI LAP FLOOR SYSTEM OR LOWER MIN. DETAIL M/FR4 SCHEDULE. EXTEND I FINISH OR WALL SHEATHING DOES NOT WALL OVER BEAM/GIRDER WALL OVER PARALLEL BEAM TYP. MID -WALL PANEL SPLICE ATTACH WALL TO UPPER TOP SHEATHING TO TOP PLATE PLY &I LAP RIM BOARD, ATTACH TOP PLATE TO EACH FLOOR TRUSS (5) 8d FIELD J PLATE w/ EDGE AEEACH w/ 8dI w/ (1) SDWC15600. NAILS SHEATHING NAILING PER PLAN. NAILS @ 3" 8d TO STUD WALL OVER WALL WALL OVER WALL WALL SHEATHING LAP OPTION SCREW CONNECTION OPTION MIN. 1-�/4" EDGE DISTANCE FOR MONO. MIN. 2X4" EDGE DISTANCE FOR STEMWALL. WASHE TO EXTEND TO WIT IN 1/2" OF SHEAT ING. WALL SHEATHING PER SCHEDULE. I 2x #2 SIP PT EXTEND TO SHOE I SHOE P (ATE PLATE AND I ATTACH w/ 3" o/c 8d NAILS. I 1/2"x6" TIE N H D's w/ 3"x3"x.22 " WASHER EACH OF EACH HOE PLATE BRE 42" o/cT EREAFTER. TIGHTEN PACING TO 24" S W 6 AN D ,TO 16" o/c AT S I WALL TO FOUNDATION I ATTACH SHOE PLATE TO GIRDER/BEAM BELOW w/ (2) SDWC15600 SCREWS @ 24" o/c. WALL SHEAIFLING PER SCHEDULE. EXTEND MIN. 8" ONTO BEAM BI LOW AND ATTACH w/ 3" o/c 8d 2x4 PLANK ORIENTED BRACING @ 48" o/c ALONG WALL. ATTACH TO TOP/BOTTOM CHORD w/ (4) 10d COMMON NAILS. 2x4 DIAGONAL BRACE @ 48" o/c. ATTACH DIAGONAL BRACE TO LATERAL BRACES w/ (4) 10d COMMON NAILS AT EACH END. PARALLEL FLOOR TRUSS BRACING DETAIL 2x #2 SPF/SYP TYPICAL EXTERIOR WALL SECTIONS 01 MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A. #26894 - (904) 342-8751 !�'''�v�`uVv vu??tet<u",r'`�t<"K� Y�`vuv u ; V v% u u x <r AKII&E %X>%' NAILS. II >�?'r �>:\ SPLICE. ) 'I-- > 11> I (SW6 or SW3 PANEL EDGES. SEE DETAIL C/FR3 FOR BLOCKING @ (5) 8d FIELD EXTERIOR OPENINGS ALL PANEL EDGES FOR NAILS ABOVE/ STUCCO WALL BELOW EACH DETAIL M/FR4 3. FINISH OR SHEATHING i WALL OVER BEAM/GIRDER WALL OVER PARALLEL BEAM TYP. MID -WALL PANEL SPLICE SHEAR WALL TYPICAL EXTERIOR WALL SECTIONS 01 MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A. #26894 - (904) 342-8751 !�'''�v�`uVv vu??tet<u",r'`�t<"K� Y�`vuv u ; V v% u u x <r AKII&E %X>%' NAILS. II >�?'r �>:\ SPLICE. ) 'I-- > 11> I (SW6 or SW3 PANEL EDGES. SEE DETAIL C/FR3 FOR >,y >,>Y EXTERIOR OPENINGS S ,VYV V Vuv \^ ; o/c AT DETAIL M/FR4 3. FOR PLATE HEIGHT WALL OVER BEAM/GIRDER WALL OVER PARALLEL BEAM TYP. MID -WALL PANEL SPLICE BREAKS. icIHOMES,' -PROJECT LOCATION - Lot #6 Camelia Street PLAN - 1789 Monterey (J) JOB NUMBER: J14720 DESIGNED BY: BAM ORIGINAL DATE: 10/25/18 REVISION 1: REVISION 2: REVISION 3: i FR1 PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 ``�,�aCj �jEMORE q �� J* -2: 1327 ' ATE OF �<v� ♦�♦ �s OR ,'o o p; G`�`11111111110 �� 777 4 �3" NAILS @ 3" o/c 8d NAILS @ o/c �_f ENGINEERED ATTACH EACH BRACE ROOF TRUSS. " TO TOP/SILL PLATE w/ATTACH EACH TRUSS (4) .131x3" NAILS. „ � i � i TO TOP PLATE w/ (1) ATTACH EACH \ I SDWC15600. BRACE TO EACH " 2x4 #2 SPF LEDGER TRUSS BOTTOM ATTACHED TO TRUSS CHORD w/ (3) w/ (4) .131x3" NAILS ATTACH B.C. .131x3" @ EACH OF TRUSS TO TOP PLATE w/ TOENAILS. INTERSECTING .131x3" SEE DETAIL L ON PAGE FR4 TRUSS MEMBER. I 2x4#2 SYP USE WHEN BOTTOM TOENAILS @ INTERIOR SHEAR SCWC15600 @ STUD FOR SDWC INSTALLATION BRACES @ 12" CHORDS ADJACENT 3" o/c. o/c ALONG WALLS (WHERE TC` TOP PLATE: WALL LENGTH. OPTION 1 TO WALL ARE AT OPTION 2 NOTED PER PLAN) 32" o/c MAX. DETAILS DIFFERING HEIGHTS. gd NAILS @ 3" o/�, I Em —11 TO BE BRACED TO 8d NAILS @ 3" o/c INTERIOR WALL ROOF SYSTEM 16" o/c MAX. INTERIOR WALL STUDS PER PLAN. ACCORDING TO STUDS PER PLAN. ENGINEERED OPTION 1-4 ON 2x #2 SYP ROOF TRUSS. DETAIL A/FR2. CONTINUOUS FROM TOP PLATE OF WALL TO PERPENDICULAR TRUSS n SHEATHED WALL TO ,I 2x4 #2 SYP NAILER WALL TO PARALLEL TRUSS ADJACENT TRUSS. ATTACHED TO TRUSS BOTTOM CHORD w/ NO -ROOF BEARING ROOF BEARING ATTACH TRUSS B.C. w/.131x3" NAILS @ .131x3" NAILS @ 3" o/c 3" o/c. ATTACH 7/16" RATED SHEAT TING BLOCKING TO TOP 16" MAX. ATTACHED TO NAIL R ATTACH SHOE PLATE TO PLATE w/.1310" AND TOP PLATE w/ f�d GIRDER/BEAM BELOW w/ NAILS @ 3" o/c. NAILS @ 3" o/c. SDN,�IC15450 @ STUD SDWC15450 SCREWS TO ?HOE PLATE: (1) SCREW OPTION 3 OPTION 4 32" o/c MAX. ATTACH SHOE PLATE (2)SCREWS TO GIRDER/BEAM A/FR2 SHEAR WALL TO ROOF BRACING DETAILS 16" 0/c MAX. BELOW w/ SDWC15450 @STUD SDWC15450 SCREWS CH EACH TRUSS TO SHOE PLATE: NOTE: FIELD BUILT SHEAR ATTACH FLOOR SHEATHING TO 2x4 EDGE OP PLATE w/ (1) 32" o/c MAX. 24" o/c MAX. PANELS MAY BE REPLACED BLOCKING WITH 10d NAILS @ 3" o/c. C15600. (2) SCREWS @ w/ PRE-ENGINEERED TRUSS _ 2PA 16" o/c MAX.24" o/c MAX. PANELS DESIGNED FOR 600 = _ — plf DRAG LOAD. ATTACH - 7/16" RATED\{'{SHEATHING TO PANEL w/ SHEATHING ATTAC�ED >>'�{{10d NAILS @ 3" o/c. w/ 8d NAILS @ 3" o c. INTERIOR SHEAR ITERIOR SHEAR 'xxY> vv`<{I.f.-v u ?�� v BLOCKING PANELS WALLS WHERE WALLS (WHERE < \ ,v v V v V Y , - ATTACH PANEL TO TOP ( SDWC15600 @STUD NOTED ON PLAN) v\ VVV VVY? { PLATE w/ .131x3" NAILS @ - ALONG ENTIRE LEN TH NOTED ON PLAN TOP PLATE: TO BE BRACED TO `/ /\ \/ V w<^\ 3" o/c. OF SHEAR WALL BEpW. TO BE BRACED TO FLOOR SYSTEM PERIm 32" o/c MAX. FLOOR SYSTEM PER ATTACH PANEL EDGE 2x4 #2 SYP PANEL TOP PLATE OF SH AR DETAIL B/FR2 DETAIL B/FR2 BLOCKING TO TOP PLATE w/ EDGE BLOCKING AT WALL BELOW. 16" o/c MAX. .131x3" TOENAILS @ 3" o/c. ALL PANEL EDGES. WALL TO WALL WALL TO WALL WALL OVER BEAM/GIRDER SHEAR WALL PERPENDICULAR TO FLOOR TRUSS NO -ROOF BEARING ROOF BEARING ROOF BEARING ATTACH FLOOR ATTACH FLOOR SHEATHING TO TRUSS SHEATHING TO TOP CHORD w/ 10d 2x6 w/ 10d NAILS @ 3" o/c. NAILS @ 3" o/c. I SDWC15450 @ STUD Ir TO SHOE PLATE: —SHEATH FLOOR TRUSS ADJACENT TO SHEAR WALL TO CO #2 SYP 32" o/c MAX. 1/2"x6" TITEN HD's @ 48" TYPICAL FRAME 2x6 WALL W/ 7/16' RATED TINUOUS OTHERWISE, 10d CASE SHEATHING ATTACHED WITHIN HARD NAILS @ 32" o/c o/c (U.N.O.). TH�LENGTH OF 16" o/c MAX. w/ 8d NAILS @ 3" EDGE FLOOR OF SH R WALL. (U.N.O.). INTERIOR & 12" FIELD. BLOCK FLOOR J� 2x #2 SYP PT A ACH FLOOR 2x #2 SYP PT 2x4 #2 SYP BRACES @ ALL PANEL EDGES. SHEATHING. SH IATHING TO SHOE PLATE SHOE PLATE 12" o/c ALONG WALL SHEATHING LENGTH SH6�AT D WALL LENGTH. ATTACH TO MATCH SHEAR ATTI CH 2x6 TO BRACE TO EACH WALL LENGTH. SHEAR WALL SECTIONS TRUSS BOTTOM ADDITIONAL 2x4 #2 SYP TOP TOF PLATE w/ CHORD w/ (3) PLATE ABOVE SHEAR WALL. .13 x3" NAILS • • .131x3" TOENAILS ATTACH TO TOP PLATE w/ @ 3" o/c. AND TO TOP PLATE .131x3" NAILS @ 3" o/c. w/ (4).1310" NAILS. SEE DETAIL D/FR3 SHEAR WALL PARALLEL TO FLOOR TRUSS SHEAR WALL PARALLEL w/ FLOOF SYSTEM FOR INTERIOR WALL TO FOUNDATION WALL TO FOUNDATION OPENINGS. B/FR2 SHEAR WALL TO FLOOR BRACING DETAILS NO -ROOF BEARING ROOF BEARING IN G❑D WE TRUST MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A.#26894 - (904)342-8751 -BUILDER- looso. - HOMESO -PROJECT LOCATION - Lot #6 Camelia Street -PLAN- 1789 Monterey (J) oo JOB NUMBER: 114720 DESIGNED BY: BAM ORIGINAL DATE: 10/25/18 REVISION 1: REVISION 2: REVISION 3: FR2 _j 01 PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 4 < q 0 • G 'N'i E g i� Q) No 81 7 • ?4� LLJ ATE OF T i 19 �i S/ONAL. •��``` ��11►111111 % HEADER PER PLAN SEE DETAIL E/FR3 HEADER PER PLAN SEE DETAIL E/FR3 ATTACH KING POST TO TOP ATTACH KING POST TO TOP PLATE PER SCHEDULE, U.N.O. PLATE PER SCHEDULE, U.N.O. ON PLAN. SCREW MAYBE III ��tF__ ON PLAN. SCREW MAYBE NAIL LEAD KING STUD TO APPLIED TO NARROW FACE APPLIED TO NARROW FACE SCHEDULE. OR TOENAIL PER OF KING STUD. OF KING STUD. IF�1r° onn WIDTH KING TO TOP PLATE KING TO SHOE PLATE p'-6' (1) SDWC15600 (2) SDWC15450's 6'-10' (2) SDWC15600's (2) SDWC15450's >10' PER PLAN PER PLAN \--IF J,16` ADD CR PPLE STUDS @ 6" o/c. 2x BLOCKING FOR ARCH WD DOWS w/ (2) .13 x3" ATTACH HEAD/SILL TO JACK STUD PER crurnl n G HDR DEPTH 4" 6" 8" 1.31x3" NAILS (2) PER PLY (3) PER PLY A PER PLY 12" 14" (6) PER PLY (7) PER PLY WIDTH KING TO TOP PLATE KING TO SHOE PLATE NU I L: �' '^ . -.1— � — '- '— CONNECTIONS PLATE PER SCHEDULE, U.N.O. NOT REQUIRED ON PLAN. CRIPPLE STUDS @ 16" o/c. 1\ 0'-6' (1) SDWC15600 (2) SDWC15450's 6'-10' (2) SDWC15600's (2) SDWC15450's >10' PER PLAN PER PLAN (6) .131x3" TOENAILS II III NAILS/ENP' III J` ✓ V 110" (5) PER PLY I I I III III III n-ru VIKIC DnrT Tn TnD -. ATTACH KING POST TO TOP PLATE PER SCHEDULE, U.N.O. WIDTH ATTACHMENT 0-7' (4) .131x3" TOENAILS 12" 14" (6) PER PLY (7) PER PLY NU I L: �' '^ . -.1— � — '- '— CONNECTIONS PLATE PER SCHEDULE, U.N.O. NOT REQUIRED ON PLAN. ON PLAN. IFU7'-11' (6) .131x3" TOENAILS 16" (8) PER PLY ON INTERIOR 11'-16' (2) A34's 18" (9) PER PLY11 NON -UPLIFT BEARINU I > 16", ADD CRIPPLE WALLS. @ FOUNDATION: SHOE PLATE @ FOUNDATION: SHOE PLATE SFUIDS @ 16" o/c. ANCHOR WITHIN 6" OF KING STUD. r ANCHOR WITHIN 6" OF KING STUD. @FLOOR SYSTEM: (2) SDWC15450's @" @ FLOOR SYSTEM: (2) SDWC15450's @ NOTE: WIND W(S)/DOOR(S) TO BE ATTACHED SHOE PLATE TO MEMBER BELOW. SHOE PLATE TO MEMBER BELOW. TO FRAMIN MEMBERS IN ACCORDANCE w/ (NOT REQUIRED WHEN HOLD-DOWN (NOT REQUIRED WHEN HOLD-DOWN APPLICABLE ANUFACTURER's INSTRUCTIONS. SPECIFIED ON PLAN) SPECIFIED ON PLAN) C/FR3 TYPICAL EXTERIOR OPENING DETAIL D/FR3 TYPICAL INTERIOR OPENING DETAIL SDWC TO BE ATTACH EACH TRUSS SEE TYPICAL EACH MSTA24 @ INSTALLED TO TOP PLATE w/ (1) � RATED VINYL CEILING OVER 1x4 #2 SYP OPENING (1) MSTA24 @EACH PORCH EACH PORCH HDR SDWC15600 FROM OR 2x4 #2 SPF PURLINS SPACED AT 12" STRAPPING HDRTO COLUMN (MIN. (2) TO COLUMN (MIN. SKEWED ATTACH EACH UNDER SIDE OF TOP BETWEEN 10° TRUSS TO HDR w/ PLATE UNLESS NOTED o/c AND ATTACHED WITH (2) .131x3" DETAILS MSTA24's PER COLUMN). (2) MSTA24's PER AND 30° FROM SDWC15600's @ OTHERWISE ON NAILS TO EACH INTERSECTING TRUSS. COLUMN). VERTICAL. 24" o/c SKEWED PLAN. BETWEEN 10° AND I � MIN. 3/8" SHEATHING w/ 6" EDGE m 30° FROM 12" FIELD 8d NAILING. BLOCK ALL I UNSUPPORTED PANEL EDGES. PORCH VERTICAL. CONTINUOUS WALL SHEATH PORCH PORCH HDR POST, SEE @ OPENINGS >4' IN WIDTH, SHEATHING (NTW O CEILING PER SEE PLAN. PLAN, PORCH HDR, 30 MIN. w/ 3/8" SHEATHING w/ 6" EDGE SEE TYPICAL SEE PLAN. ATTACH HDR TO TOP PLATE HORIZONTAL SPLICES) OPTION 1 OR 2, OPENING ATTACHED TO TOP � � 12" FIELD 8d NAILING. BLOCK ALL w/ SDWC15600's @ 24" o/c UNLESS NOTED TO UNSUPPORTED PANEL EDGES. ATTACH STRAPPING SKEWED BETWEEN 10° AND PLATE AND HDR w/ SHEATH PER BLOCKING TO TOP OF EXTERIOR WALL DETAILS PORCH POST 8d NAILS @ 3" o/c. OPTION 3 ON PER PLAN. 30° FROM VERTICAL. TOP PLATE &TO PORCH HDR PLAN. NAILS @ 6"o/c. 3" MIN. ABU MULTI -PLY HDR SINGLE PLY HDR PORCH SHEATHING DETAIL CO M ABU ROOF TO FLUSH HDR 5/8„ x 8„ COMMON ILS. ATTACH EACH TITEN HD. x 3 1/2" NAILS. (12) 16d 162) TRUSS TO TOP 5/8" x 8" / COMMON ILS. PLATE w/ (1) PORCH HEADER TITEN HD. YI x 3 1/2" NAILS. SDWC15600 FRC�M PER PLAN Vz�UNDERSIDEOF - PORCH HEADER PORCH HDR TO S.S. POST DETAIL TOP PLATE UNLE�S PER PLAN NOTED OTHERWISE I ON PLAN. PORCH HEADER PORCH HEADER ATTACH EACH SUPPORT PORCH PER PLAN PER PLAN CONTINUOUS TRUSS TO TOP I HEADER w/ 1) 2x a (1) MSTA18 WALL SHEATHING I PLATE w/ (1) (NO HORIZONTAL SDWC15600 FROM SDWC15600 OR PER PORCH HEADER POST TO SPLICES) I UNDERSIDE OF H8 @ STUD TO PLY. MATCH WALL POST. NOTCH PORCH NOTCH PORCH ATTACHED TO TOP TOP PLATE UNLESS TOP PLATE/HDR SIZE BELOW. HEADER MAX. 3" I HEADER MAX. 3" ATTACH TO WALL AROUNDTOP i.' pLATE(O )AROUNDTOP PLATE AND HDR w/ I NOTED OTHERWISE @ 32" o/c MAX, POST OR HDR BELOW PLATE (OPT.) 8d NAILS @ 3" o/c. ON PLAN. UNLESS NOTED (1) HTO P @ I w/ (1) MSTA18. NOTE: 2x6 OTHERWISE ON HDR TO POST (1) MSTA18OR HEADERS TO BE PLAN. CONTINUE POST w/ (1) LTT20B (1) HTS20 @ ATTACH ADJACENT BELOW TOP PLATE BELOW (WHERE @ BASE. HDR TO POST SUPPORT PORCH POST TO HEADER APPLICABLE) AND w/ (1) LT HEADER w/ (1) 2x w/ MIN. (8) .131x3" SUPPORT PORCH EXTERIOR WALL INTERIOR WALL ATTACH AT BASE PER PORCH HEADER w/ (1) 2x w/ (1) LTT20B. @ BASE. NAILS w/ (1) PER PORCH ROOF TO DROPPED HDR HEADER PLY. LTT20B @BASE. OPTION 3 OPTION 4 HEADER PLY. OPTION 1 OPTION 2 THIS DETAIL APPLIES TO ALL WINDOW/PORCH HEADERS (HDR SUPPORTED ABOVE TOP PLATE) (HDR SUPPORTED ON TOP PLATE) (HDR POCKETING INTO WALL) (HDR POCKETING INTO WALL) GREATER THAN 4'1N WIDTH. THIS DETAIL DOES NOT PORCH HDR TO WALL DETAILS APPLY TO NON -ROOF BEARING WALLS. E/FR3 TYPICAL WALL OVER OPENING DETAIL F/FR3 1 TYPICAL PORCH FRAMING DETAILS JOB NUMBER: 114720 DESIGNED BY: BAM ORIGINAL DATE: 10/25/18 REVISION 1: REVISION 2: REVISION 3: FR3 _j r PROJECT ENGINEER \ JESSE R. ALEXANDER FL PE #81327 fill/,��i 00•'GEN•'9�F�� 81 2 •4% OF '� (3) .131x3" TOENAI~J 3/4"-1" —� NARROW FACE OF STUD. _ 4' o/c MA ATTACH EACH 1/2"x12" TITEN HD w/ @ CRIPPLE TO TOP STHD14 w/ (30) 2"x2"x1/8" WASHER. CHORD OR BLOCKING TRUSS TO PLATE (2) SCREWS STUD 10 TOP PLATE CONNECTION 16d SINKERS. BELOW. (3).131x3"� TOENAILS @ 3/4" MIN. 3/4" MIN. SDWC15450 STUD RAFTER TO 2 ly 1" MAX. TO SHOE PLATE' 2x4 #2 SYP ON WIDE FACE OF -.-: ROOF TRUSS VALLEY NAIL R 2.3/4" STUD. v `a TOP CHORDS. ATTACHED T BET3ply 2x #2 SYP SILL PLATE ALL f SHOE PLATE BETWEEN JACK STUDS IF CRIPPLE DOES NOT BEAR DIRECTLY INTERSECTINp ABOVE TRUSS TOP CHORD, ADD 2x4#2 TRUSS TOP 30' 10, THIS DETAIL APPLIES ONLY IF SPF BLOCKING BETWEEN ADJACENT CHORDS w/( Optimal 22/2° 10° TRUSS TOP CHORDS AND ATTACH w/ .131x3" NAIL . SPECIFIED DIRECTLY ON PLAN. (3) .131x3" TOE -NAILS PER END. SDWC EDGE DISTANCE AND SPACING STUD TO SHOE PLATE CONNECTION G/FR4 TYPICAL OVERFRAMING DETAIL L/FR4 I SDWC SCREW DETAILS P/FR4 PORTAL FRAME DETAIL OPTION 1 (1)SPH @ LOWER TOP PLATE 2" 2� 2 TO DOUBLE END POST. ( 1) MTS 12 OR (1) MSTA18 STRAP @ 2x4 #2 SYP BLOCKING EACH CORNER OF 2° 2 2 BETWEEN TRUSSES CHIMNEYTORAFTER/TRUSS TOP 4ply 2ply 3ply BELOW CHIMNEY WALLS w/ (4) .131x3" CHORD OR 2x4 10 10 d NAILS @ 10d NAILS @ 1/4" OPTION 2 ROWS OF ROWS OF (2) ROWS OF TOE/END NAILS AT BLOCKING BELOW. 10 (1) CS18 HORIZ. @LOWER TOP 12" o/c 12" o/c SCREE SDS WS @ EACH END OF PLATE TO 2x #2 SYP BLOCKING IN EACH SIDE 24" o/c BLOCKING TO TOP HIGHER WALL. (9) 10dx1-1/2" EACH SIDE CHORD OF TRUSS OR ROOF TRUSS NAILS EACH SIDE OF JOINT. RAFTER. TOP CHORDS. H/FR4 TYPICAL CHIMNEY OVERFRAMING DETAIL M/FR4 TYPICAL EXTERIOR PLATE HEIGHT BREAK DETAIL Q/FR4 TYPICAL BEAM CONNECTION SCHEDULE 2x GARAGE DOORJAMB 6„ F ATTACHED TO NOTE: GARAGE DOORTOBEATTACHEDTO (1) 2x4 S.G. SPF DIAGONAL MAX. JACK/KING POST w/ (1) FRAMING MEMBERS IN ACCORDANCE w/ BRACE FROM CONTINUOUS " N ROW OF 5/16"x3" LAG APPLICABLE MANUFACTURER'S INSTRUCTIONS. LATERAL BRACE TO " Sed SCREWS @ 24" o/c FOR JAMB LAG SCREWS MAY BE OMITTED UNDERSIDE OF TRUSS TOP T -BRACE " l�\N OPENINGS UP TO 10' IN PROVIDED SCREWS FASTENING GARAGE DOOR CHORD. APPLY OVER MIN. (3) FASTENED TO " WIDTH AND @ 12" o/c TRACK ARE INCREASED INCREASED IN LENGTH TRUSSES @EACH END OF MAX. WEB w/ .131x3" ' � Q N FOR OPENINGS UP TO BY 2" OR THE DEPTH OF THE JAMB MATER 45° @ 6..O/C EACH CONTINUOUS LATERAL P 18' IN WIDTH. �i S BRACE LINE AND @ MAX. 20'TT-BRACE TO BE INTERVALS BETWEEN ENDS. SAME SIZE, SPECIES AND 2x4 S.G. SPF LATERAL GRADE AS WEB i BRACE. QUANTITY AND TO BE BRACED. " LOCATION PERTRUSS i ENGINEERING. OVERLAP TO GARAGE DOOR SPLICES OVER MIN. (2) MAX L SCAB RAFTER TRUSSES. TOP CHORD OFF 2x4 #2 SYP SCAB: MAX OVERHANG 20" TRUSS w/ .131x3" - OPTION 1- OPTION 2- 2x6 #2 SYP SCAB: MAX OVERHANG 42" NAILS @ 4" o/c. GARAGE DOOR BUCK. USE CONTINUOUS LATERAL BRACING INDIVIDUAL WEB BRA ING PT LUMBER IF 2x MATERIAL. K/FR4 TYPICAL PERMANENT TRUSS BRACING DETAIL N/FR4 TYPICAL RAFTER SCAB DETAIL R/FR4 TYPICAL GARAGE DOORJAMB DETAIL IN GO WE TRUST MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A.#26894 - (904)342-8751 -BUILDER- IOA60- - HOMES" -PROJECT LOCATION - Lot #6 Camelia Street -PLAN- 1789 Monterey (J) JOB NUMBER: J14720 DESIGNED BY: BAM ORIGINAL DATE: 10/25/18 REVISION 1: REVISION 2: REVISION 3: FR4_j I'- PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 ♦♦♦`%`vEMORE q 4�ii ♦ 4,. < `,♦♦ SCP. � G�E N S 1i co No 813 •;��: .W• ;�0= Q i TE OF 4t NZ24" #2 SYP TERS @ o/c. SKEW SDWC UP TO 14° TO FULLY EXTEND HEADER TO KING STUDS ATTACH SHEATHING TO HEADER w/ 3" o/c 2x8 #2 SYP RIDGE. NAIL RIDGE ENDS TO COMMON TRUSS & TRUS TOP CHORD OR BLOCKING w/ (3).1310" TOENAILS. Optimal «%2 30° 3" ± 1/4" SDWC1560i4 STUD TO TOP PLATE ON WIDE OR (1) SDWC15600 @ EMBED INTO GRID OF 8d NAILS. BRACE TOP CHORD OF TRUSSES BELOW OVERFRAMING EACH TRUSS TO TOP TRUSS BOTTOM (1) @ w/ 1x4 SYP PURLINS @ MIN. SPACING DESIGNATED ON PLATE. SKEW UP TOCHORD (AS JACK TO HEADER. K TO HE TRUSS ENGINEERING w/ (2) 8d NAILS PER INTERSECTINQ1 THROUGH ' 30°,PASSTHROUGH SHOWN). TOP CHORD. LAP SPLICES MIN. (2) TRUSSES. cL OF WALL+/ -1" —. BOTH PLIES OF TOP SKEW SDWC #2 SPF CRIPPLES @ 4' o/c PER II SCHEDULE BELOW. ATTACH TtJ RAFTER w/ (3) .131x3" NAILS. I� PLATE. TYPICAL TRUSS TO PLATE INSTALLATION TRUSS TO UP TO 14° KING STUDS PLAN PLATE IN-LINE w/ STUD BELOW JACK STUDS PER PER HEADER PER PLAN SINGLE PLY 2x #2 SYP / (3) .131x3" TOENAI~J 3/4"-1" —� NARROW FACE OF STUD. _ 4' o/c MA ATTACH EACH 1/2"x12" TITEN HD w/ @ CRIPPLE TO TOP STHD14 w/ (30) 2"x2"x1/8" WASHER. CHORD OR BLOCKING TRUSS TO PLATE (2) SCREWS STUD 10 TOP PLATE CONNECTION 16d SINKERS. BELOW. (3).131x3"� TOENAILS @ 3/4" MIN. 3/4" MIN. SDWC15450 STUD RAFTER TO 2 ly 1" MAX. TO SHOE PLATE' 2x4 #2 SYP ON WIDE FACE OF -.-: ROOF TRUSS VALLEY NAIL R 2.3/4" STUD. v `a TOP CHORDS. ATTACHED T BET3ply 2x #2 SYP SILL PLATE ALL f SHOE PLATE BETWEEN JACK STUDS IF CRIPPLE DOES NOT BEAR DIRECTLY INTERSECTINp ABOVE TRUSS TOP CHORD, ADD 2x4#2 TRUSS TOP 30' 10, THIS DETAIL APPLIES ONLY IF SPF BLOCKING BETWEEN ADJACENT CHORDS w/( Optimal 22/2° 10° TRUSS TOP CHORDS AND ATTACH w/ .131x3" NAIL . SPECIFIED DIRECTLY ON PLAN. (3) .131x3" TOE -NAILS PER END. SDWC EDGE DISTANCE AND SPACING STUD TO SHOE PLATE CONNECTION G/FR4 TYPICAL OVERFRAMING DETAIL L/FR4 I SDWC SCREW DETAILS P/FR4 PORTAL FRAME DETAIL OPTION 1 (1)SPH @ LOWER TOP PLATE 2" 2� 2 TO DOUBLE END POST. ( 1) MTS 12 OR (1) MSTA18 STRAP @ 2x4 #2 SYP BLOCKING EACH CORNER OF 2° 2 2 BETWEEN TRUSSES CHIMNEYTORAFTER/TRUSS TOP 4ply 2ply 3ply BELOW CHIMNEY WALLS w/ (4) .131x3" CHORD OR 2x4 10 10 d NAILS @ 10d NAILS @ 1/4" OPTION 2 ROWS OF ROWS OF (2) ROWS OF TOE/END NAILS AT BLOCKING BELOW. 10 (1) CS18 HORIZ. @LOWER TOP 12" o/c 12" o/c SCREE SDS WS @ EACH END OF PLATE TO 2x #2 SYP BLOCKING IN EACH SIDE 24" o/c BLOCKING TO TOP HIGHER WALL. (9) 10dx1-1/2" EACH SIDE CHORD OF TRUSS OR ROOF TRUSS NAILS EACH SIDE OF JOINT. RAFTER. TOP CHORDS. H/FR4 TYPICAL CHIMNEY OVERFRAMING DETAIL M/FR4 TYPICAL EXTERIOR PLATE HEIGHT BREAK DETAIL Q/FR4 TYPICAL BEAM CONNECTION SCHEDULE 2x GARAGE DOORJAMB 6„ F ATTACHED TO NOTE: GARAGE DOORTOBEATTACHEDTO (1) 2x4 S.G. SPF DIAGONAL MAX. JACK/KING POST w/ (1) FRAMING MEMBERS IN ACCORDANCE w/ BRACE FROM CONTINUOUS " N ROW OF 5/16"x3" LAG APPLICABLE MANUFACTURER'S INSTRUCTIONS. LATERAL BRACE TO " Sed SCREWS @ 24" o/c FOR JAMB LAG SCREWS MAY BE OMITTED UNDERSIDE OF TRUSS TOP T -BRACE " l�\N OPENINGS UP TO 10' IN PROVIDED SCREWS FASTENING GARAGE DOOR CHORD. APPLY OVER MIN. (3) FASTENED TO " WIDTH AND @ 12" o/c TRACK ARE INCREASED INCREASED IN LENGTH TRUSSES @EACH END OF MAX. WEB w/ .131x3" ' � Q N FOR OPENINGS UP TO BY 2" OR THE DEPTH OF THE JAMB MATER 45° @ 6..O/C EACH CONTINUOUS LATERAL P 18' IN WIDTH. �i S BRACE LINE AND @ MAX. 20'TT-BRACE TO BE INTERVALS BETWEEN ENDS. SAME SIZE, SPECIES AND 2x4 S.G. SPF LATERAL GRADE AS WEB i BRACE. QUANTITY AND TO BE BRACED. " LOCATION PERTRUSS i ENGINEERING. OVERLAP TO GARAGE DOOR SPLICES OVER MIN. (2) MAX L SCAB RAFTER TRUSSES. TOP CHORD OFF 2x4 #2 SYP SCAB: MAX OVERHANG 20" TRUSS w/ .131x3" - OPTION 1- OPTION 2- 2x6 #2 SYP SCAB: MAX OVERHANG 42" NAILS @ 4" o/c. GARAGE DOOR BUCK. USE CONTINUOUS LATERAL BRACING INDIVIDUAL WEB BRA ING PT LUMBER IF 2x MATERIAL. K/FR4 TYPICAL PERMANENT TRUSS BRACING DETAIL N/FR4 TYPICAL RAFTER SCAB DETAIL R/FR4 TYPICAL GARAGE DOORJAMB DETAIL IN GO WE TRUST MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A.#26894 - (904)342-8751 -BUILDER- IOA60- - HOMES" -PROJECT LOCATION - Lot #6 Camelia Street -PLAN- 1789 Monterey (J) JOB NUMBER: J14720 DESIGNED BY: BAM ORIGINAL DATE: 10/25/18 REVISION 1: REVISION 2: REVISION 3: FR4_j I'- PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 ♦♦♦`%`vEMORE q 4�ii ♦ 4,. < `,♦♦ SCP. � G�E N S 1i co No 813 •;��: .W• ;�0= Q i TE OF 4t NZ24" #2 SYP TERS @ o/c. CRIPPLE M I 2x4 — 6 2x4 w/ 1x4 "T" BRACE 9' 2x4 w/ 2x4 "T" BRACE 1 *ATTACH #2 SPF "T" BRACE TO CIPPLE w/ .131x3" NAILS @ 4" o/c.i HT. -3" 10" '-2" Optimal «%2 30° 3" ± 1/4" SDWC1560i4 STUD TO TOP PLATE ON WIDE OR rwry ATTACH SHEATHING HOEADER w/ (2) ROWS P PLATE DOFO TO ALL FRAMING 16d NAILS @ 3" o/c. MEMBERS w/ 8d NAILS @ 3" o/c. JACK STUDS PER 0 PLAN (3) .131x3" TOENAI~J 3/4"-1" —� NARROW FACE OF STUD. _ 4' o/c MA ATTACH EACH 1/2"x12" TITEN HD w/ @ CRIPPLE TO TOP STHD14 w/ (30) 2"x2"x1/8" WASHER. CHORD OR BLOCKING TRUSS TO PLATE (2) SCREWS STUD 10 TOP PLATE CONNECTION 16d SINKERS. BELOW. (3).131x3"� TOENAILS @ 3/4" MIN. 3/4" MIN. SDWC15450 STUD RAFTER TO 2 ly 1" MAX. TO SHOE PLATE' 2x4 #2 SYP ON WIDE FACE OF -.-: ROOF TRUSS VALLEY NAIL R 2.3/4" STUD. v `a TOP CHORDS. ATTACHED T BET3ply 2x #2 SYP SILL PLATE ALL f SHOE PLATE BETWEEN JACK STUDS IF CRIPPLE DOES NOT BEAR DIRECTLY INTERSECTINp ABOVE TRUSS TOP CHORD, ADD 2x4#2 TRUSS TOP 30' 10, THIS DETAIL APPLIES ONLY IF SPF BLOCKING BETWEEN ADJACENT CHORDS w/( Optimal 22/2° 10° TRUSS TOP CHORDS AND ATTACH w/ .131x3" NAIL . SPECIFIED DIRECTLY ON PLAN. (3) .131x3" TOE -NAILS PER END. SDWC EDGE DISTANCE AND SPACING STUD TO SHOE PLATE CONNECTION G/FR4 TYPICAL OVERFRAMING DETAIL L/FR4 I SDWC SCREW DETAILS P/FR4 PORTAL FRAME DETAIL OPTION 1 (1)SPH @ LOWER TOP PLATE 2" 2� 2 TO DOUBLE END POST. ( 1) MTS 12 OR (1) MSTA18 STRAP @ 2x4 #2 SYP BLOCKING EACH CORNER OF 2° 2 2 BETWEEN TRUSSES CHIMNEYTORAFTER/TRUSS TOP 4ply 2ply 3ply BELOW CHIMNEY WALLS w/ (4) .131x3" CHORD OR 2x4 10 10 d NAILS @ 10d NAILS @ 1/4" OPTION 2 ROWS OF ROWS OF (2) ROWS OF TOE/END NAILS AT BLOCKING BELOW. 10 (1) CS18 HORIZ. @LOWER TOP 12" o/c 12" o/c SCREE SDS WS @ EACH END OF PLATE TO 2x #2 SYP BLOCKING IN EACH SIDE 24" o/c BLOCKING TO TOP HIGHER WALL. (9) 10dx1-1/2" EACH SIDE CHORD OF TRUSS OR ROOF TRUSS NAILS EACH SIDE OF JOINT. RAFTER. TOP CHORDS. H/FR4 TYPICAL CHIMNEY OVERFRAMING DETAIL M/FR4 TYPICAL EXTERIOR PLATE HEIGHT BREAK DETAIL Q/FR4 TYPICAL BEAM CONNECTION SCHEDULE 2x GARAGE DOORJAMB 6„ F ATTACHED TO NOTE: GARAGE DOORTOBEATTACHEDTO (1) 2x4 S.G. SPF DIAGONAL MAX. JACK/KING POST w/ (1) FRAMING MEMBERS IN ACCORDANCE w/ BRACE FROM CONTINUOUS " N ROW OF 5/16"x3" LAG APPLICABLE MANUFACTURER'S INSTRUCTIONS. LATERAL BRACE TO " Sed SCREWS @ 24" o/c FOR JAMB LAG SCREWS MAY BE OMITTED UNDERSIDE OF TRUSS TOP T -BRACE " l�\N OPENINGS UP TO 10' IN PROVIDED SCREWS FASTENING GARAGE DOOR CHORD. APPLY OVER MIN. (3) FASTENED TO " WIDTH AND @ 12" o/c TRACK ARE INCREASED INCREASED IN LENGTH TRUSSES @EACH END OF MAX. WEB w/ .131x3" ' � Q N FOR OPENINGS UP TO BY 2" OR THE DEPTH OF THE JAMB MATER 45° @ 6..O/C EACH CONTINUOUS LATERAL P 18' IN WIDTH. �i S BRACE LINE AND @ MAX. 20'TT-BRACE TO BE INTERVALS BETWEEN ENDS. SAME SIZE, SPECIES AND 2x4 S.G. SPF LATERAL GRADE AS WEB i BRACE. QUANTITY AND TO BE BRACED. " LOCATION PERTRUSS i ENGINEERING. OVERLAP TO GARAGE DOOR SPLICES OVER MIN. (2) MAX L SCAB RAFTER TRUSSES. TOP CHORD OFF 2x4 #2 SYP SCAB: MAX OVERHANG 20" TRUSS w/ .131x3" - OPTION 1- OPTION 2- 2x6 #2 SYP SCAB: MAX OVERHANG 42" NAILS @ 4" o/c. GARAGE DOOR BUCK. USE CONTINUOUS LATERAL BRACING INDIVIDUAL WEB BRA ING PT LUMBER IF 2x MATERIAL. K/FR4 TYPICAL PERMANENT TRUSS BRACING DETAIL N/FR4 TYPICAL RAFTER SCAB DETAIL R/FR4 TYPICAL GARAGE DOORJAMB DETAIL IN GO WE TRUST MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A.#26894 - (904)342-8751 -BUILDER- IOA60- - HOMES" -PROJECT LOCATION - Lot #6 Camelia Street -PLAN- 1789 Monterey (J) JOB NUMBER: J14720 DESIGNED BY: BAM ORIGINAL DATE: 10/25/18 REVISION 1: REVISION 2: REVISION 3: FR4_j I'- PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 ♦♦♦`%`vEMORE q 4�ii ♦ 4,. < `,♦♦ SCP. � G�E N S 1i co No 813 •;��: .W• ;�0= Q i TE OF 4t i� P ATTACH END POST OF OUTSIDE ATTACH DOUBLE END POSTT' I DOUBLE WALLTO DOUBLE END POST OF END POSTOF FOUNDATION S',PPORTED SIDE WALL w/.131x3" NAILS @ WALL w/ 1/46" SDS SCREWS 0� 12" O/C 6" O/C STAGGERED, TYPICAL @ STAGGERED, TYPICAL @ EACH'�IDE WALL. EACH SIDE WALL. -1 HEADER SIZE PER PLAN WALL SHEATHING ATTACH[ 1) w/ 8d NAILS AT 3" o/c AT Al I_ PANEL EDGES AND 6" o/c IN FIELD. PLAN VIEW 7/16" APA RATED SHEATHING W/ 8d NAILS AT 3" o/c AT ALL PANEL EDGES AND 6" o/c INFIELD, (2) 2x8 BEAM —� I FOUNDATION ELEVATION VIEW FRAME CANT. DETAIL A _R� �� MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A.#26894 - (904)342-8751 -BUILDER- -PROJECT LOCATION - Lot #6 Camelia Street PLAN - 1789 Monterey (J) JOB NUMBER: J14720 DESIGNED BY: BAM ORIGINAL DATE: 10/25/18 REVISION 1: REVISION 2: REVISION 3: [--FR5 LQ co Z O O W o O Z N O~ S o pLi c~i� WC Z �D \ - O P --O O r U 3 Q O L {•�O ^ = m C) " [� o ^I m p Q) Lco r-5 O Q- Z) ^ W _ O � Q O W Q Z Z Q UZu U O p � 2 p 0 0 Z q (ojQp m ) Q Q)Z ^ Wm �IO p U --4 p i U Q e Om Lm Lr pootr) 00 L,5 LLj O ULLJ y� O y gg ooO �o ioW C y y ULSJ (n �y O Uj � j Z O -_j U N 2 I++y O O Q ti y I C U LZ O p tt I �y= p :t Fey �� `° v Ucn� Li Q M N 0 V- 0 O 0 0 W Jmco t N M 60 Go Z aUJ m 0 z F wz I -H 0 0 I^— u - r' Z Q ci W 0 Q V) 0J>m Fm`�� sn Q m IL O N 0 E6 (d),0'09 (,kVM 30 1HON ,09) 133HIS NIVA z< < z¢ z¢ -z;: !r z�4 LD tr cpm 00 0 tO aw C9 0 1lVHdSV 90 dOl 4 0 ,n OJN� ZL` V) Z ,Z•9Z 0Unw3 Ln Li Q M N 0 V- 0 O 0 0 W Jmco t N M 60 Go Z aUJ m 0 z F wz I -H 0 0 I^— u - r' Z Q ci W 0 Q V) 0J>m Fm`�� sn Q m IL O N 0 E6 (d),0'09 (,kVM 30 1HON ,09) 133HIS NIVA N— { 0 o °'• I n I� (d),0 -OL z< 0 30 rno� C' Uw cp !UO cpm FFY VCi -- pi aw C9 N Ci 1lVHdSV 90 dOl 4 z s 1 ,n OJN� ZL` V) Z ,Z•9Z 0Unw3 (3S` 8 JNWV39) (d),00 -OZ L LO `� 3„ 10,6 L LOS N— { 0 o °'• I n I� (d),0 -OL -H _O 0,^_L~i MLj Y - 0 —Z — -1 FFY VCi -- pi aw O CL J _..F �^ LLI elf \ 0_ z s 1 ,n OJN� ZL` V) Z ,Z•9Z 0Unw3 � 00 ly c d wa ,i oy __J �� ,Z•9Z 0 OV©/V Im 03SOdOdd e} F o 3 1 (dI,S6'69 MMU , £6Z. 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NOT READABLE � N 88°53' 26"E 10 _ (6.0)-L - OJ' 0.6'- -- - - y 70.0'(P �) 6.0) �156.O PART l B CD IFF 5.4 511 O x20' B.R.L. L 0 T 5 � BLOCK 107 I 0 z 1 � - 3 2.9' �� (5.8} S88°53'27"W 28.03' �(s. SOURCE BENCHMARK: SET NAIL & DISK LB 3857 IN FRONT OF LOT 4 BILK 108 ON CAMELIA STREET ELEVATION: (5.03) ELEVATIONS SHOWN HEREON REFER TO NAVD OF 1988 E 3 BENCHMARK: SET NAIL & DISK LB# 3857 IN FRONT OF LOT 5 & 6 ON WEST 3RD STREET ELEVATION: (6.07) ELEVATIONS SHOWN HEREON REFER TO NAVD OF 1988 L1 NO2'47'04"W 15.92' E P a (5.9� 6. Ln Q0 l6 o I I0 N OI I (5.9 (5.971\ (6.01 (6.25)J CROWN OF ROAD I� I� I i PLAN (61 21.0' 15. 16.0 .� '_;77 . MAP SHOWING BOUNDARY, TOPOGRAPHIC & TREE LOT SIZE f(6 2) (6.3) J WITH PLOT PLAT V�rSURVEY V EY OF (5.83) OF ROAD 10 LO � 10" LIVE OAK .23'(A) ALL OF LOT 5 AND A PORTION OF LOT 6, BLOCK 106 REGI RDED IN PLAT BOOK 18, PAGE 34 OF THE CURRENT PUBLIC RECORDS OF OUVAL COUNTY, FLORIDA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: 7 3.9 0 FT. ACCORDING TO THE PLAT OF SECTION H, ATLANTIC BEACH, AS ENCS S. 88"56'00" W., ALONG THE NORTH RIGHT -OF- WAY LINE OF WEST 3RD STREET, ( A 50 FOOT RIGHT-OF-WAY), 73.90 FEET, THENCE N. 01'29"36- W., 69.95 FEET TO THE SOUTH LINE BEGIN AT THE SOUTH EAST CORNER OF SAID LOT 6, BLOCK 106; FEET TO THE EAST LINE OF LOT 5, BLOCK 107, SAID PLAT OF SECTION H ATLANTIC BEACH; THENCE N. 0124'36" W., ALONG LAST SAID LINE, 50.00 FEET TO THE SOUTH LINE OF SAID LOT 5, BLOCK 106; THENCE S. 88"5327" W. ALONG LAST SAID LINE, 28.03 N. E, ALONG LAST SAID LINE 102.23 FEET TO THE WEST RIGHT - OF - WAY LINE OF MAIN STREET ( A 50 FOOT RIGHT - OF WAY); THENCE S. 01"19'01" EAST, ALONG OF LOT 4, BLOCK 106, SAID PLAT OF SECTION H ATLANTIC BEACH; THENCE 88'5326° , 0 10 39.67' D=65.67' LAST SAID LINE, 120.00 FEET TO THE POINT OF BEGINNING. o DIMENSIONS SHOWN HEREON ARE PER FOUNDATION PLAN CERTIFIED T0: ICI HOMES TREE LEGEND LnI I 6.12) L 0 T 4 L 0 T 4 �s 9) BLOCK 10( BLOCK 107 END 1/2" I.P. NOT READABLE � N 88°53' 26"E 10 _ (6.0)-L - OJ' 0.6'- -- - - y 70.0'(P �) 6.0) �156.O PART l B CD IFF 5.4 511 O x20' B.R.L. L 0 T 5 � BLOCK 107 I 0 z 1 � - 3 2.9' �� (5.8} S88°53'27"W 28.03' �(s. SOURCE BENCHMARK: SET NAIL & DISK LB 3857 IN FRONT OF LOT 4 BILK 108 ON CAMELIA STREET ELEVATION: (5.03) ELEVATIONS SHOWN HEREON REFER TO NAVD OF 1988 E 3 BENCHMARK: SET NAIL & DISK LB# 3857 IN FRONT OF LOT 5 & 6 ON WEST 3RD STREET ELEVATION: (6.07) ELEVATIONS SHOWN HEREON REFER TO NAVD OF 1988 L1 NO2'47'04"W 15.92' E P a (5.9� 6. Ln Q0 l6 o I I0 N OI I (5.9 (5.971\ (6.01 (6.25)J CROWN OF ROAD I� I� I i PLAN (61 21.0' 15. 16.0 .� '_;77 . LOT 5 BLK 106 & A PORTION Of LOT 6 BLK 101 5 59) K5.77 10 LAO 10" LAUREL OAK LOT SIZE f(6 2) (6.3) J � (5.83) OF ROAD 10 LO � 10" LIVE OAK .23'(A) (6'4 (5.84) 5.64) (5.86) /CROWN 10 WO 10" WATER OAK _ §- �(6.3) 7 3.9 0 FT. OF ROAD 5.96) C -- DENOTES GUY ANCHOR LINE OF LOT 5 �07- DENOTES 12" WOOD POWER POLE LOT 5 BLK 106 & A PORTION Of LOT 6 BLK 101 PIAN "VERNACULAR" X1789, LT LOT SIZE 10288± SQ. FT. DRIVEWAY TO R/W 621 ± SQ. FT. ENTRY WALK 55± SQ. FT. APPROXIMATE SIDEWALK N.A. RIGHT-OF-WAY LENGTH 7 3.9 0 FT. TOTAL IMPERVIOUS AREA 3313± SQ. FT. 32% 04:41 CK 106 WV UNDERGROUND ENCROACHMENTS NOT LOCATED 4CANT 18"LA0 - DENOTES WATER VALVE SQ_ �,± � -- DENOTES FIRE HYDRANT yYo THIS SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF A TITLE COMMITMENT. THERE MAY BE ADDITIONAL EASEMENTS AND/OR RESTRICTIONS THAT ARE NOT SHOWN - 0 -DENOTES FND 5/8" I.R. ON THIS SURVEY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. a LB 5488 THE LAND SHOWN HEREON IS IN THE SPECIAL FLOOD HAZARD ZONE "X" AS SHOWN 6 4) (6.01 UNLESS OTHERWISE NOTED ON FLOOD INSURANCE RATE MAP 0408 H FOR DUVAL COUNTY, FLORIDA, F.I.R.M INDEX DATE 09-02-13 0 a�QO y ALL AMERICAN SURVEYORS OF FLORIDA, INC. J �p91 6.0 6 I 5.80) `(6.07) uw sumnrnes - nsr swv o e ru c ca e ra - s c�omx a uaut am> - vo+/ n -Daae - rxw m wu eusu ss aan CROWN 00000��oG� N I� OF ROAD pQ c 17.8' of .. .. T 1'7 °PROPOSED I_ PRE -FLOW ARROW n o. PATIO r 0 _ 4--v- 0 5, I Q P 16.0' - (6.6}/ I §„a O (6.13) 5.96) (6.5 O LINE OF LOT 5 I o IN J CUSTOMER RESIDENCE m � a INACULAR° #1789, LT 20 0 10 39.67' D=65.67' 16"Lo 7"LO o F.F.E.=(7.3) o I mrNi o LnI I 6.12) v `{6 f(6.5) I (6.30) 2) w_ PROPOSED 'o w ERED ENTRY o 7.3' 17- cD 411.3' z 0 � � u v 20 3 - 6.25) PART OF L 0 T 6 I (6.41) PROPOSED BLOCK 106 ( ) VACANT In (6.38 CONCRETE ENTRY WALK 5173 SQ. F 6.28) >"E^r (6.6 WV r( 3) _ S88°570 0 W _ 73.90'(A) (6.41 tiYo 6.19) rl__ \-(6.18) WEST 3rc STREET (50' RIGHT OF WAY) x(6.26) `(6.40) CROWN CROWN OF ROAD OF ROAD I /(6.67) 6.21) `(6.62) CROWN OF ROAD ±(6.19) CROWN OF ROAD I- Q w� W ry u- 0 c� f,6.29) z CROWN OF ROAD Lo v x(6.64) CROWN OF ROAD DRAINAGE NOTE: o0 4; 1. THE COVERED PORCH AND STOOP SHALL BE o � SLOPED AT MIN. 1% AWAY FROM STRUCTURE. AT THE o a a CONNECTION POINT OF THE PORCH :AND STOOP,THE a TYPICAL ELEVATION DROP SHALL BE 4 INCHES. 2 LOW DLT FOUNDATION SHALL BE MIN. 61N BEF.F.ELEV. opoppp�0�� Q� ononoa00000 3. INSTALL 6 YARD DRAINS W/ UNDERGROUND 6" SOCK DRAIN(S) 1" FROM BOTTOM OF RETENTION AREA TO BE USED AS A OVERFLOW WITH POP-UP EMITTERS PLACED AT PROPERTY LINE. DOWNSPOUTS ARE TO BE CONNECTED TO UNDERGROUND DRAINAGE 6" SOCK DRAIN PIPE. 4. CITY OF ATLANTIC BEACH ORD. CODE SEC.24-66(B) ON SITE RETENTION 5. RETENTION AREA TO RETAIN 993cuft OF WATER FOR 25YR. STORM INTENSITY OF 9.3 INCHES. DRAINAGE LEGEND 4-, _- PRE -FLOW ARROW 00.0 00 0 PROPOSED SPOT EL. 4--v- POST -FLOW ARROW - PROPOSED SHALLOW SWALE (00.0) EXIST. SPOT EL. SOCK DRAIN PIPE WITH POP-UP Pop EMITTER GRAPHIC SCALE 20 0 10 20 40 ( IN FEET ) 1 inch = 20 ft. z 0 w Popp a � o Z ow o 2r: a: Qom a Co 0 z z z g g W ° 2 w 00 Z w LU U � CO Lu o w M U) REVISIONS 80 DESIGNED BY: RDP CHECKED BY: RDP SCALE: AS NOTED JOB NO.: 71803.00 SHEET NO MAP ALL OF LOT 5 AND A PORTION OF LOT 6, BLOCK 106 ACCORDING TO THE PLAT OF SECTION H, ATLANTIC BEACH, AS RECORDED DESCRIBED AS FOLLOWS: BEGIN AT THE SOUTH EAST CORNER OF SAID LOT 6, BLOCK 106; THENC, THENCE N. 01°29"36" W, 69.95 FEET TO THE SOUTH LINE OF SAID LOT OF SECTION H ATLANTIC BEACH; THENCE N. 012436" W., ALONG LAST S E., ALONG LAST SAID LINE , 102.23 FEET TO THE WEST RIGHT - OF - THE POINT OF BEGINNING. CERTIFIED TO: ICI HOMES L 0 T 4 ,{ BLOCK 107 FND 1/2" I.P. A`5'g) OWING BOUNDARY, TOPOGRAPHIC & TREE WITH PLOT PLAN SURVEY OF V PLAT BOOK 18, PAGE 34 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA, BEING MORE PARTICULARLY S. 88"56'00" W., ALONG THE NORTH RIGHT -OF- WAY LINE OF WEST 3RD _,TREET ( A 50 FOOT RIGHT-OF-WAY), 73.90 FEET; BLOCK 106, THENCE S. 88'5327" W. ALONG LAST SAID LINE, 28.03 FEE7 TO THE EAST LINE OF LOT 5, BLOCK 107, SAID PLAT LINE, 50.00 FEET TO THE SOUTH LINE OF LOT 4, BLOCK 106, SAID PLA7 OF SECTION H ATLANTIC BEACH; THENCE N. 88'5326" AY LINE OF MAIN STREET ( A 50 FOOT RIGHT - OF WAY); THENCE S. 01'19'01" FAST ALONG LAST SAID LINE, 120.00 FEET TO NOT READABLE fa 0.7' 0.6, s� _ (6.o)LN88°53� 6.0 TG � 8". i15� SILT FENCE. O O XIS Lo I i L 0 T 7"LAO BLOCK 107 ID 5.P AXI o N m O I�LnI YJC 12 9 W z 14"13' N9 `,� `,2 2.9' 8 (5.5 = -_ - S88°53'27"W & 28.03' �{s.9) � I J j X m 2.3' Q I I (5.9 6.0) Lf� CSO LOT 6 PART OF L 0 T 6 BLOCK 107 BLOCK 106 L.L_� 3:&i oI I Lfl I DRAINAGE LEGEND I oo.o PROPOSED SPOT EL. z I 2 LdLd I N (00.0) EXIST. SPOT EL. - � o - SF - SILT FENCE ( 9 10288± SQ. FT. (59\ l � GT CHEMICAL TOILET ENTRY WALK 1.- TREE PROTECTION APPROXIMATE SIDEWALK N.A. (5.97 X TO BE REMOVED (6.01} 3313± SQ. FT. BENCHMARK: SET NAIL & DISK LB# 3857 IN FRONT OF LOT 5 & 6 (6.25)) ON WEST 3RD STREET CROWN ELEVATION: (6.07) OF ROAD ELEVATIONS SHOWN HEREON REFER TO NAVD OF 1988 L1 NO2'47'04"W 15.92' 1 IJ I I L 0 T 4 x(6.2) BLOCK 106 16.3) (5.83)11 d, S4 26"E 102.23'(A) _ (6'4 (5.84) 6.3)x,., LO PART OF L 0 T 5 BLOCK 106 (VACANT) ` �a"LAO 5115 SQ. FT.± 20' B.R.L. - IL FLA1 6.4 (6.01 0 6.0) _-w --- ----- I I� A o I I I (' I � (6.6/ I I L5 O (6.13) (6.5 O - - In of I U 1 I I PROPOSED HOUSE II I 6'TS a m x(6.5) I 16.2) I �Q ,- I I d (6.30) w I I i I a co D I F_ I'e.L. L--� PART OF (6.41) L 0 T 6 BLOCK 106 GN -SITE r A!(VACANT) n (6.38) PARKING I CT 5173 SQ- FT.± Sx - ,, ' - I 3) (6.6 WV 16.0' ,qF S88°56'00"W 73.90'(A�r (6.41 \ tiyo 6. � \ wv 21.8' _ 6.21) x(6.18) EST 3rd STREET (50' RIGHT OF WAY) \-(6.62) x(6.26) 11(6.40) CROWN cROwN �OURCE BENCHMARK: CROWN FROA OF ROAD y$ET NAIL & DISK LB 3857 OF ROAD OF ROAD IIN FRONT OF LOT 4 ILK 108 N CAMELIA STREET LEVATION: (5.03) LEVATIONS SHOWN HEREON 5.59) {5.64) K5.77) CROWN OF ROAD r( 5.86) CROWN OF ROAD {5.80) t 6.07) CROWN OF ROAD 6.19) x(5.96 CROWN pp OF ROAD 19) F- J Q a Q L� 0 O r {6.12) (6.67) I- Q W 3 w LyO c� 1(6.29) z Q� e CROWN OF ROAD Lo v 0 N WOOD POST TYPE "A" FILTER FABRIC 6' O.C. FOR TYPE "A" FABRIC N A" .R FABRIC 000 U OpOn aQ� TEMPORARY SILT FENCE a o� Z FLOW �pO �(0 PLAN I POINTS A SHOULD BE ppp `� 1 AHIGHER THAN 8 19 A I e44p0000�0�0a� ELEVATION PROPER PLACEMENT OF A FILTER BARRIER IN A DRAINAGE WAY FILTER BARRIER CONSTRUCTION DETAIL N.T.S, 1(6.64) CROWN OF ROAD AKICIOKIQ cunwm uI:-RFnN ARF PFR FOI INnATION PIAN LOT 5 BILK 106 & A PORTION OF LOT 6 BLK 107 PLAN 'VERNACULAR" #1789, LT LOT SIZE 10288± SQ. FT. DRIVEWAY TO R/W 621 ± SO. FT. ENTRY WALK 55± SQ. FT. APPROXIMATE SIDEWALK N.A. RIGHT-OF-WAY LENGTH 73.90 FT. TOTAL IMPERVIOUS AREA 3313± SQ. FT. 32% 20 NOTES: 1. INSTALLATION MUST BE INSPECTED AND APPROVED BY PUBLIC WORKS BEFORE ANY SITE WORK IS STARTED. 2. PROVIDE INLET PROTECTION IF EXISTING STORM WATER INLETS ARE ADJACENT TO PROPERTY. 3. ON SITE DUMPSTER MUST BE ATLANTIC BEACH FRANCHISE APPROVED. COAB CODE OF ORDINANCES - SEC. 6-18. GRAPHIC SCALE 10 20 40 80 ( IN FEET ) 1 inch = 20 ft. 0 N LU N N Q Q 0 �0^ 8 -CS Q J LU v <z� mowo O Y Z 9 OOOX i-l; z 0 N �0 w U) Opppp 0_00 uj o 0 oa: ® °o z 0 w g m U W g 'W^ V Q ' 00 n W LL = W W U U' cf)z 0 0 M U I•- :D U W 0 U Ir REVISIONS RDP 1 JOB NO.: 7180,1.00 1 SHEET NO. 10-04-00 1 11-07-00 16-00-00 Truss Connector Total List Manuf Product Qty USP JUS24 3 USP THD26 2 0 0 o a 0 0 0. ' p V W W W 1i1 W W W U 20.11-00 7-05-00 11-0300 FIRST FLOOR LAYOUT SCALE: 1/4" = I' �&kAY ry7 coo l S Ch "' HCF ;f�7s,� q ryF 'FC I� a LJ® AC SBUILDING OMPONENT SUPPLY, INC, 4627 JP HALL BLVD- SUITE 208 GREEN COVE SPRINGS, FL 32043 0: 904.297.9390 F: 904.529.1 406 BEARING HE113HTS 1 01- 1 1 /BII NA NA NA NA THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof'and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179. ATTENTION. Refer to truss layout and engineering documents that arrive with delivered field trusses. Unless noted otherwise, all beams are by others. CLIENT ICI Horn ES SUBDIVISION OFF SITE MODEL MONTEREY ELEVATION VERNACULAR LOT # DRAWN BY K E3 DATE 006 1 ❑/ REF #0 1 8 17035 ro o� Mo 0 W W v C 1A 1-m-00 1-m-00 CJ01 �0 0 0 0 oy. - - oo - -- P)�y 'w 'w CJ01 U U W )�^ T C CJ2 (9 CJ03 4 TH Z CJ031 o b U 4 pus 4 1-0 00 o CJ051 I CJ05� 2 2-010-00 T21 10' 6" CEILING - T20 0 T19 O T18 �o T17 O T16 10'CEILING, T15 T14 ---10' 8" CEILING T14 T14 T14 T14 \ 14 T13 T13 T13 41.LB5 DRAG LOAD T13A APPUED TO Tla T12 T11 T10 21b 709 Fj I-_rJ"Q 10' CEILING 10' CEILING o T08 Q� oQ T07 11' CEILING T06 GJ053 MU144 CJ01 1` 00 -00 4 I I CJO1 CJOt 0 0 o a 0 0 0. ' p V W W W 1i1 W W W U 20.11-00 7-05-00 11-0300 FIRST FLOOR LAYOUT SCALE: 1/4" = I' �&kAY ry7 coo l S Ch "' HCF ;f�7s,� q ryF 'FC I� a LJ® AC SBUILDING OMPONENT SUPPLY, INC, 4627 JP HALL BLVD- SUITE 208 GREEN COVE SPRINGS, FL 32043 0: 904.297.9390 F: 904.529.1 406 BEARING HE113HTS 1 01- 1 1 /BII NA NA NA NA THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof'and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179. ATTENTION. Refer to truss layout and engineering documents that arrive with delivered field trusses. Unless noted otherwise, all beams are by others. 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(n OAU cr F-- w w J� ~ to [ _�ZW� d r U 0 m l! 1 ka t to ¢ Un a Q vIn _ c`5 z LIDDD o=� co r it>>�Mm IS OooC FU U�U O tw�wICS o� p� 03�3000 PC 0, y yurzCri�og�wua ro im oowoo Q000 oo.o LLao afaaaaim�t=Z ZZJdWF- uAau uaCaClwoaaapanu La a tici1 ^exp ch .3m Q �o'd µdy�ti�d zzd4�@ adadaain:..z�wF- � a w r N� y1 w oo�000 r'xccw5 Z I, on a u a n ICY >,zz d o 33 E ti MAP SHOWING BOUNDARY, TOPOGRAPHIC & TREE T T SURVEY TT V ALL OF LOT 5 AND A PORTION OF LOT 6, BLOCK 106 OTH PLOT PLAN .J lJ R V E 1 OF �+ ACCORDING TO THE PLAT PORTION SECTION H, ATLANTIC BEACH, AS RECORDED IN PLAT I BOOK 18, PAGE 34 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGIN AT THE SOUTH EAST CORNER OF SAID LOT 6, BLOCK 106; THENCE S. 88"6'00" W., ALONG THE NORTH RIGHT -OF- WAY LINE OF WEST 3RD STREET (A 50 FOOT RIGHT-OF-WAY), 73.90 FEET, o THENCE N. 01'29'36" W., 69.95 FEET TO THE SOUTH LINE OF SAID LOT 5, BLOC 106; THENCE S. 88'5327" W. ALONG LAST SAID LINE, 28.03 FEET TO THE EAST LINE OF LOT 5, BLOCK 107, SAID PLAT OF SECTION H ATLANTIC BEACH; THENCE N. 012436" W., ALONG LAST SAID LINE, 150.00 FEET TO THE SOUTH LINE OF LOT 4, BLOCK 106, SAID PLAT OF SECTION H ATLANTIC BEACH; THENCE N. 88'5326" E., ALONG LAST SAID LINE , 102.23 FEET TO THE WEST RIGHT - OF - WAY LINEOF MAIN STREET, ( A 50 FOOT RIGHT - OF WAY); THENCE S. 01'19'0"EAST ALONG LAST SAID LINE, 120.00 FEET TO THE POINT OF BEGINNING. z CERTIFIED T0: ICI HOMES 1OWNq Cl: L 0 T 4 BLO K 106 d ,6.3) �6 2) (5.83) 5.59) OFROADCif h ►2 c �� BLOCK 107 FND 1/2" LP. /5.9) LA 1 11( sNOT READABLE (s o)L N88 -53'26"E SF - 6.0 -� YS Lj)-� 18°510 1 SILT FENCE i Ak O Ln O lin 20'1 7"LAO L 0 T 5 BLOCK 107 NO NXI m� F-- O 14"13"04- \ 12„9„Wo 5.5 2.9' .�' 8 (5.5 _ _ S88'53'27"W i 28.03' ks.9) �I I X I -I 2.3' J ^ I m I (5.9}% Q < 6.0) Ln 0 I LOT 6 PART OF 0) I I L O T 6 C-0 BLOCK 107 BLOCK 106 LLQ � v" -I r� IFZ I DRAINAGE LEGEND �I LI- I Oo.o PROPOSED SPOT EL. I �2 FR L. II N (00.0) EXIST. SPOT EL. a � I o I - SF - SILT FENCE ( cT CHEMICAL TOILET I I 1 TREE PROTECTION \ (5.97 X TO BE REMOVED BENCHMARK: WEST F;=T NAIL & DISK LB# 3857 �6 26) (50' R IN ONWEST OF 3RD STREET CROWN CROWN D OFROAD SET NAIL ELEVATION: (6.07) OF ROAD IN FRONT ON CAMEI E_EVATIONS SHOWN HEREON ELEVATION REFER TO NAVD OF 1988 L1 NO2'47'04"W 15.92' ELEVATIO( 102.23'(A) sT (s.4 (5.84)- 6.3�_ 'ART OF L 0 T 5 7 BLOCK 106 (VACANT) ` Z;'js"LAO 5115 SO. FT.± 3 R.L- -1 6 ) (6.01 o I I fmo (6.6�/ i I §,�' O (6.12 (6.5 O -I- ; _:E OF 157 5 1 I O I I i�l IIPROPOSED HOOSE I I 61'6 7'�o I I i 6.5) �6.2) I I (6: I v w y l CY) :- z I ----T�---� o I L__ ,- Tom-_-� I x U m 5 Q x a In 0 d JLO PART OF p L --J I L 0 T 6 (6.41)1 �AR ,BLOCK 1C,E'�KITE (VACJkw) n (6.38 I 5173 SO. FT } I 6.20 I �31 �c AN 16.0'-_ ---�F - S88'56'00"W 73.90'(A(6.41 1 1 x(6.67) 21.8' 6.21) \-(6.18) : PIAN 1MPCMV 11789, LT 3rd STREET 10288± SO. 'HT OF WAY){ 1 x{6.62 6.40) :NCHMARK: CROWN CROWN DISK LB 3857 OF ROAD OF ROAD )F LOT 4 BLK 108 1 STREET (5.03) SHOWN HEREON CROWN OF ROAD 1(6.07) CROWN OF ROAD mrlS. 1)/artV- N. WOOD POST ----TYPE "A° FILTER FABRIC 5' O.C. FOR TYPE "A" FABRIC N "A" R FABRIC TEMPORARY SILT FENCE a 0 o ® b z 0 FLOW 000 �O � O POINTS A SHOULD BE PLAN pOp A HIGHER THAN B B A I ELEVATION PROPER PLACEMENT OF A FILTER BARRIER IN A DRAINAGE WAY FILTER BARRIER CONSTRUCTION DETAIL x(6.64) CROWN OF ROAD DIMENSIONS SHOWN HEREON A== DER FOUNDATION PLAN OT 5 BLK 106 & A PORTION OF LOT 6 BILK : PIAN 1MPCMV 11789, LT CROWN 10288± SO. OF ROAD DRIVEWAY TO R/W 621± SO. FT. ENTRY WALK W 3 W FT. LL - 0 N.A. (6.29) CROWN z of OF ROAD Lo mrlS. 1)/artV- N. WOOD POST ----TYPE "A° FILTER FABRIC 5' O.C. FOR TYPE "A" FABRIC N "A" R FABRIC TEMPORARY SILT FENCE a 0 o ® b z 0 FLOW 000 �O � O POINTS A SHOULD BE PLAN pOp A HIGHER THAN B B A I ELEVATION PROPER PLACEMENT OF A FILTER BARRIER IN A DRAINAGE WAY FILTER BARRIER CONSTRUCTION DETAIL x(6.64) CROWN OF ROAD DIMENSIONS SHOWN HEREON A== DER FOUNDATION PLAN OT 5 BLK 106 & A PORTION OF LOT 6 BILK : PIAN 1MPCMV 11789, LT LOT SIZE 10288± SO. FT. DRIVEWAY TO R/W 621± SO. FT. ENTRY WALK 55± SO. FT. APPROXIMATE SIDEWALK N.A. RIGHT-OF-WAY LENGTH 7 3.9 0 FT. TOTAL IMPERVIOUS AREA 33' ?t SO. FT. 32% r 0 NOTES: 1. INSTALLATION MUST BE INSPECTED AND APPROVED BY PUBLIC WORKS BEFORE ANY SITE WORK IS STARTED. 2. PROVIDE INLET PROTECTION IF EXISTING STORM WATER INLETS ARE ADJACENT TO PROPERTY. 3. ON SITE DUMPSTER MUST BE ATLANTIC BEACH FRANCHISE APPROVED. COAB CODE OF ORDINANCES - SEC. 6-18. GRAPHIC SCALE 10 20 40 80 ( IN FEET ) 1 inch = 20 ft. 0 N LU � N 0 �02 0 60 W -1 v i5; Z 04 m Ow09 0 Ye Ox -Qialai a) O z � a U z o N COQ w U-) QOpp Co 1�0��00 0 0 O z o o CD o� ®19 Q o _ P� o .4%" Z Q g W m z ULu z W g w F- z O0 2 W m W W U F- F- m U) 0 CV)0 C0 or_ F- U) z 0 U REVISIONS KG JOB NO.: 71803.001 SHEET NO. MASTER REVISION INDEX CUSTOMER'" vVISIONS GENERAL NOTES 1. SPECIFICATIONS SHALL PREDOMINATE OVER NOTES, NOTES SHALL SE AM Eo M OH TEREY PREDOMINATE OVER DRAWINGS. WRITTEN DIMENSIONS SHALL PREDOMINATE HOU OVER SCALE OF DRAWINGS. DIMENSIONI MAY VARY SLIGHTLY DUE TO FIELD GARAGE ORIENTATION: LEFT MODIFICATIONS AND ADJUSTMENTS. ELEVATION- VERNACULAR 2. INSTALLATIONS OF MATERIALS AND ASSEMBLIES SHALL MEET OR EXCEED MANUFACTURES BEST RECOMMENDATIONS FOR METHODS. 3. DESIGN IS BASED UPON INFORMATION 1UPPLIED, WHICH IS PRESUMED TO BE OF T OH S ADDED: ACCURATE AND COMPLETE, 9S SHALL BE CONSIDERED AS (TYPICAL (TYP.) UNLESS NOTED -DELUXE OWNER S BATH 4. ALL NOTE OTHERWISE (U.N.O.). -WINDOW SEAT A OWNER S SUITE THESE DRAWINGS, NOTES AND SPECIE( ATIONS ARE PROVIDED BY DELUXE - XE KITCHEN ARCHITECT/DESIGNER FOR THE USE BY HIS CLIENT FOR THIS PARCEL. ANY REUSE BY THE CLIENT OR ANOTHER PARTY IS PROHIBITED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT/ ESIONER, o. THE BUILDER SHALL PROVIDE CONSTRULTION WHICH CONFORMS WITH ALL PERTAINING REGULATIONS, CODES, LOCAL JURISDICTIONS OF SUCH AND MEANS & METHODS OF CONSTRUCTION. li 7. THE BUILDER SHALL VERIFY ALL FIELD ��CONDITIONS AND DIMENSIONS RELATIVE TO THE SAME, WHERE THERE ARE CON�`I�_LICTS BETWEEN ACTUAL FIELD CONDITIONS AND DATA PRESENTED IN �!iHE DRAWING, SUCH CONDITIONS SHALL BE CALLED TO THE DESIGNERS ATTENTION AND NECESSARY ADJUSTMENTS MADE PER HIS/HER INSTRUCTIONS. 8, IT IS IMPORTANT TO REALIZE THAT THE SIGNED CONTRACT (PRESTART), FEATURE SHEETS, WRITTEN SPECIFICATIONS, AND SHOP DRAWINGS TAKE PRECEDENCE OVER THESE WORKING DR�WINGS AS TO WHAT IS INCLUDED OR NOT. ANY DISCREPANCY IN THE DRAWINGS SHALL BE GOVERNED BY THE SIGNED CONTRACT(PRESTART), WRITT6 SPECIFICATIONS, AND SHOP DRAWINGS DIMENSIONS MAY VARY DUE TO FIELD MODIFICATIONS AND ADJUSTMENTS. BUI_DINOS LOCATED WITHIN WINDBORNE DEBRIS REGIONS SHALL HAVE OPENING PROTECTION THAT COMPLIES WITH FBC R301.2.1.2. DRAWING LIST DWG: TITLE: ARCHITECTURAL. COV BROCHURE FOUNDATION PLOT PLAN ENGINEERING FLOOR PLAN A2 DATE: A3 DRAWN BY: REQUIRED: REQUIRED: REQUIRED: REQUIRED:. Dl DESCRIPTION: 14—OCT-16 FLOORING LAYOUT AYT X YES YES YESFRAME rl MASTER REVISIONS VERSION CREATION 12—DEC-16 RAP MOD. TRAD. ELEV ADDED13—NOV—C > z RAP W FRAME WALK REVISIONS 13—FEB-18 DRAWN BY MW MW DATE 7/20/18 xx MO -DAY -YR xx CUSTOMER'" vVISIONS GENERAL NOTES 1. SPECIFICATIONS SHALL PREDOMINATE OVER NOTES, NOTES SHALL SE AM Eo M OH TEREY PREDOMINATE OVER DRAWINGS. WRITTEN DIMENSIONS SHALL PREDOMINATE HOU OVER SCALE OF DRAWINGS. DIMENSIONI MAY VARY SLIGHTLY DUE TO FIELD GARAGE ORIENTATION: LEFT MODIFICATIONS AND ADJUSTMENTS. ELEVATION- VERNACULAR 2. INSTALLATIONS OF MATERIALS AND ASSEMBLIES SHALL MEET OR EXCEED MANUFACTURES BEST RECOMMENDATIONS FOR METHODS. 3. DESIGN IS BASED UPON INFORMATION 1UPPLIED, WHICH IS PRESUMED TO BE OF T OH S ADDED: ACCURATE AND COMPLETE, 9S SHALL BE CONSIDERED AS (TYPICAL (TYP.) UNLESS NOTED -DELUXE OWNER S BATH 4. ALL NOTE OTHERWISE (U.N.O.). -WINDOW SEAT A OWNER S SUITE THESE DRAWINGS, NOTES AND SPECIE( ATIONS ARE PROVIDED BY DELUXE - XE KITCHEN ARCHITECT/DESIGNER FOR THE USE BY HIS CLIENT FOR THIS PARCEL. ANY REUSE BY THE CLIENT OR ANOTHER PARTY IS PROHIBITED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT/ ESIONER, o. THE BUILDER SHALL PROVIDE CONSTRULTION WHICH CONFORMS WITH ALL PERTAINING REGULATIONS, CODES, LOCAL JURISDICTIONS OF SUCH AND MEANS & METHODS OF CONSTRUCTION. li 7. THE BUILDER SHALL VERIFY ALL FIELD ��CONDITIONS AND DIMENSIONS RELATIVE TO THE SAME, WHERE THERE ARE CON�`I�_LICTS BETWEEN ACTUAL FIELD CONDITIONS AND DATA PRESENTED IN �!iHE DRAWING, SUCH CONDITIONS SHALL BE CALLED TO THE DESIGNERS ATTENTION AND NECESSARY ADJUSTMENTS MADE PER HIS/HER INSTRUCTIONS. 8, IT IS IMPORTANT TO REALIZE THAT THE SIGNED CONTRACT (PRESTART), FEATURE SHEETS, WRITTEN SPECIFICATIONS, AND SHOP DRAWINGS TAKE PRECEDENCE OVER THESE WORKING DR�WINGS AS TO WHAT IS INCLUDED OR NOT. ANY DISCREPANCY IN THE DRAWINGS SHALL BE GOVERNED BY THE SIGNED CONTRACT(PRESTART), WRITT6 SPECIFICATIONS, AND SHOP DRAWINGS DIMENSIONS MAY VARY DUE TO FIELD MODIFICATIONS AND ADJUSTMENTS. BUI_DINOS LOCATED WITHIN WINDBORNE DEBRIS REGIONS SHALL HAVE OPENING PROTECTION THAT COMPLIES WITH FBC R301.2.1.2. DRAWING LIST DWG: TITLE: ARCHITECTURAL. COV COVER SHEET S1 FOUNDATION PLAN Al FLOOR PLAN A2 INTERIOR DETAILS A3 EXT. ELEVS. (FRONT & REAR) A3.1 EXT. ELEVS. (RIGHT & LEFT) M1 ELECTRICAL PLAN Dl FLASHING DETAILS FLR FLOORING LAYOUT z W � > z DRAWN BY MW CHECKED BY JB, DF, RT, JH, BA, KG DATE 7/20/18 xx MO -DAY -YR xx COMMUNITY FEATURES EXECUTIVE SERIES FEATURES a II HOMES. ooloosow 14785 ST. AUGUSTINE ROAD, SUITE 3 JACKSONVILLE, FL. 32258 (904)281-0800 / FAX (904)296-4009 C� w C\) } w z W � > z DRAWN BY MW CHECKED BY JB, DF, RT, JH, BA, KG DATE 7/20/18 xx MO -DAY -YR xx xx xx COVER SHEET PLAN NUMBER 1789 SHEET NUMBER cf) v "VERY IMPORTANT NOTE** IF CONSTRUCTION O THE PROPERTY 1£ NOT COMPLETE AS OF THE EFFECTIVE BDATE E CONSTRUCTED N SUBSTAN�ALSGOI IFORMIALE 4 RTYHW WITH TEECOMMUNITY AND TY LL STANDARD FEATURES, FLOOR PLAN SKETCH (DIMENSIONS ARE YCUf APPROXIMATE), AND ELEVATION SIGNED BY BUYER. IF ANY MODEL HOME ORMOC SOR MODEL 5EL ELLER HAS DONE SO SOLELY AS ARVISUALCTED BY THE HASBAED TONPRO PECDTIvBE SELLER, PURCHASERS AND THE PROPERTY AS CONSTRUCTED MAY VARY FROM SUCH MODEL UPON COMPLETIONANYTHING NOTWITHSTANDING, DUE TO CIRCUMSTANCES WHIHEREIN O ECONTRARY MAYBE BEYOND SELLER'S CONTROL (I.E. REGULATORY AGENCY AND CODE REQUIREMENTS, TLT OR HE RIGHT TAS MAY IBE NECESSARYBAT ANY ACK QTIME ETO MAKE CHANGES MENTS)SELLER VES OR PERTY (OR TO MODIFICATIONS RELATED CONSTRUCTTIONIMPROVEMENTSCTION OF THE SE o ANY TO FORTH IN THE THESUCHCHANGES LLY AGREEMENT), TTHE STRUCTURAL 1INTEGRITY T OF E PROPERTY, AND TO SUBSTITUTE UTE MATERIALS, APPLIANCES, FIXTURES OR ANY OTHER EQUIPMENT TO BE INSTALLED OR INCLUDED IN THE PROPERTY, PROVIDED ALL SUBSTITUTIONS THE MATERIALS OR ITEMS REPLACEHALL BE 5U55TANTIALLY D, BU ER RECOGNIZES LE TO OR OF BETTERQUALITY THAT CABINET FINISHES, FLOOR AND WALL COVERINGS, PAINT AND OTHER FINISH MATERIALS ARE SUBJECT TO SHADING AND GRADATION VARIATIONS COMMON TO SUCH MATERIALS AND TO AVAILABILITY, AND SELLER SHALL NOT BE RESPONSIBLE OF HOUTSE ON LOT, LOT GRADES, AND IONSHIP OAND 61ZEAOTHERS,F HOUSE TO AND LOCATION OF WALKS AND r,)RIVEWAYS MAY NOT NECESSARILY HOME AREA, NAL DECISION OR WHIHSHALL HACONFORM TLRREMO AIN ATTHE SOF THE LEL E DISCRETION OF SELLER NO REPRESENTATION OR GUARANTEE iS MADE WITH REGARD TO SAVING R REMOVING TREES, SHRUBS, OR ANY FOLIAGE CURRENTLY EXISTING ON THE PROPERTY. FURNITURE, PERSONAL PROPERTY, FURNISHINGS WALLPAPER, SHRUBBERY, OPTIONS, FENCES, LANDSCAPING, PATIOS AND RECREATIONAL FACILITIES EXHIBITED IN ANY MODEL HOME AND IN THE MODEL HOME AREAS ARE FOR EXHIBITION PURPOSES ONLY AND ARE NOT INCLUDED IN THE PURCHASE PRICE, REFERENCE: PAGE I, ITEM 2, OF YOUR AGREEMENT FOR SALE AND PURCHASE, HVAC COMPRESSOR NOTE: IT IS ALWAYS OUR INTENT TO HAVE THE GOMPRESSOR IN A DISGREET LOCATION. SOMETIMES THE BUILDING CODE FORCES US TO PLACE THE UNIT ON THE REAR OF THE HOME. NOTE TO OWNER: IT MAY BE NECE554R'I' TO LOWER SOME CEILING AREAS IN HALLWAYS, CLOSETS, LAUNDRY, ETC., DUE TO PLUMBING AND HVAC CONSIDERATIONS. GENERAL NOTE: DIMENSIONS MAY VARY SLIGHTLY DUE TO FIELD MODIFICATIONS AND ADJUSTMENTS. **VIP CONTRACTOR NOTE** IT IS IMPORTANT TO REALIZE THAT THE SIGNED CONTRACT 4 WRITTEN SPECIFICATIONS TAKE PRECEDENCE OVER THE WORKING DRAWINGS 45 TO WHAT IS INCLUDED OR NOT. ANT D150REPENCIE5 BETWEEN THESE DR,4WIINGS, SHALL BE GOVERNED BY THE SIGNED CONTRACT AND WRITTEN SPECIFICATIONS. VERY IMPORTANT NOTE: THE FOUNDATION DRALUING IS PROVIDED FOR DIMENSIONAL PUfRPOSES ONLY. THE BUILDER, FOUNDATION CONTRACTOR, AND THE COUNTY BUILDING INSPECTION DEPARTMENT ARE TO REFER TO THE CERTIFIED 5TRUGTURAL ENGINEERING DRAWINGS FOR OFFICIAL FOOTER SIZES, REINFORCING, LOCATIONS, ETC. ALL EXTERIOR BEARING PADS ARE INTENDED TO BE INSTALLED AT THE MAIN FOOTER LEVEL OF THE FOUNDATION AND INTERIOR BEARING PAD5 ARE INTENDED TO BE INSTALLED AT THE SLAB AREA UNLE55 SPECIFICALLY INDICATED OTHEiRW15E BY THE STRUCTURAL ENGINEERING. GARAGE NOTES: PONY CURBS/WALLS LOCATED ADJAGENT TO GARAGE DOORS SHALL BE NO MORE THAN (o" WIDE. FIXTURE NOTE: LOCATION OF ALL FIXTURES ON THE FOUNDATION MUST SE VERIFIED WITH THE FLOOR PLANS. GRADING NOTE: ALL FINAL GRADING TO COM1='LY W1 FBCR 2017 SECTION R401.3, GRADE TO FALL A MIN. OF (o" WITHIN lO'-O" OF HOUSE SLAB. PLUMBING NOTE: SEE FLOOR PLAN (SHEET 41) FOR EXACT LOCATION OF PLUMBING FIXTURES, PLUMBING WALLS, VENTS, ETC - (0'-0 3/8" ._ 3'-0 1/8" 9'-411 PLEASE VERFIY DRAIN LOCATION LU/ MANUFACTURE BEFORE PLUI'15ING STUB -UPS ARE INSTALLED i s 14'-1 1/2" FINISH GONG. SLAB 0'-0" ELEV, CONCRETE AS PER FOUNDATION NOTES sy 4" CONC. SLAB (3000 PSI) REINFORGED UJ/ EITHER %x6 10/10 WWt-I OR FIBER fE5H ON G MIL VAPOR BARRIER OVER GLEAN, COMPACTED FILL. ill 8 A.H.U. i i 4" PVC / FOR COMP / EXTEND END OF / PVC. CHAS= UP 12" / WH ABOVE CO'N�. SLAB j i m 13'-9 COMP uj O r cl) e PONY I' CONTRACTORS NOTE: GARAGE, COURTYARD, AND MOTOR COURTS: FIELD VERIFY ELEv. OF ARAGE FLOOR MUST BE LOWER THAN FF.E-/FRONT PORCH ELEV, TO PROVIDE OR POSITIVE DRAINAGE FRONT PORCHES: STANDARD STEP: 4 PAVER STEP: 1-1/2' --1 1/2" BFF -8 1/2" BFF 20'-2 1/2" II u�C 1�1 H L,4V. LAV. 3/8' 2'-10 1/2" I61_m11 6°-r — -1— —1 L — � 3-1/2" CONIC. SLAB— — — — — — PER FOUND. NOTES u � Ilu l�------------- w n N KITCHEN NOTE STUB UP POLDER FOR KITCHEN ISLAND THRU � FOUNDATION �l Ir— ---I I I w Lou I U----� DBL SNK DW N VARIES FINISH CONIC. SLAB \ �p 0'-0" ELEV. �CONCRETE A5 PER FOUNDATION NOTES r° T'I'P, 1'- 4' LU C F � 0 - IS' -5 1/2' �I COLUMN LOCATION r N c1J 14785 ST. AUGUSTINE ROAD, SUITE 3 JACKSONVILLE, FL. 32258 (904)281-0800 / FAX (904)296-4009 CSP CQ W � <11 W Q rA7 MW JB, DF, RT, JH, BA, KG /20/18 O—DAY—YR w w w z J w Z U CV 0 ° FOUNDATION AxO P.T. POST LOCATION (3) TYP. PLAN "VERNACULAR" PLAN NUMBEF. COMMUNITY DEVELOPMENT APPROVED 1789 SHEET NUMBYR s 1 a ON U- ,! CE55E Ow 60"x40" N TUB ° m T r LAV. m NSTALL TUB � DRAIN PER MANUF, SPECS LAV. II wC 11 II 9'-411 PLEASE VERFIY DRAIN LOCATION LU/ MANUFACTURE BEFORE PLUI'15ING STUB -UPS ARE INSTALLED i s 14'-1 1/2" FINISH GONG. SLAB 0'-0" ELEV, CONCRETE AS PER FOUNDATION NOTES sy 4" CONC. SLAB (3000 PSI) REINFORGED UJ/ EITHER %x6 10/10 WWt-I OR FIBER fE5H ON G MIL VAPOR BARRIER OVER GLEAN, COMPACTED FILL. ill 8 A.H.U. i i 4" PVC / FOR COMP / EXTEND END OF / PVC. CHAS= UP 12" / WH ABOVE CO'N�. SLAB j i m 13'-9 COMP uj O r cl) e PONY I' CONTRACTORS NOTE: GARAGE, COURTYARD, AND MOTOR COURTS: FIELD VERIFY ELEv. OF ARAGE FLOOR MUST BE LOWER THAN FF.E-/FRONT PORCH ELEV, TO PROVIDE OR POSITIVE DRAINAGE FRONT PORCHES: STANDARD STEP: 4 PAVER STEP: 1-1/2' --1 1/2" BFF -8 1/2" BFF 20'-2 1/2" II u�C 1�1 H L,4V. LAV. 3/8' 2'-10 1/2" I61_m11 6°-r — -1— —1 L — � 3-1/2" CONIC. SLAB— — — — — — PER FOUND. NOTES u � Ilu l�------------- w n N KITCHEN NOTE STUB UP POLDER FOR KITCHEN ISLAND THRU � FOUNDATION �l Ir— ---I I I w Lou I U----� DBL SNK DW N VARIES FINISH CONIC. SLAB \ �p 0'-0" ELEV. �CONCRETE A5 PER FOUNDATION NOTES r° T'I'P, 1'- 4' LU C F � 0 - IS' -5 1/2' �I COLUMN LOCATION r N c1J 14785 ST. AUGUSTINE ROAD, SUITE 3 JACKSONVILLE, FL. 32258 (904)281-0800 / FAX (904)296-4009 CSP CQ W � <11 W Q rA7 MW JB, DF, RT, JH, BA, KG /20/18 O—DAY—YR w w w z J w Z U CV 0 ° FOUNDATION AxO P.T. POST LOCATION (3) TYP. PLAN "VERNACULAR" PLAN NUMBEF. COMMUNITY DEVELOPMENT APPROVED 1789 SHEET NUMBYR s 1 a ON U- **VERY IMPOYTANT NOTE** IF CONSTRUCTION OF THE PROPERTY I - NOT COMPLETE AS OF THE EFFECTIVE DATE ON YOUR "AGREEMENT FOR SALE S PURCHASE', THE PROPERTY SHALL STCONSTRUCTED IN ANDARD FEATURES, FLOOR PLAN SKETCH (DIMENSIONS ASTANTIAL WITH THE RE AND APPROXIMATE), AND ELEVATION SIGNED BY BUYER IF ANY MODEL HOME OR MODEL SELECTED BY THE BUYER HAS BEEN CONSTRUCTED BY SELLER, SELLER HAS DONE 50 SOLELY AS A VISUAL Alp TO PROSPECTIVE PURCHASERS AND THE PROPERTY AS CONSTRUCTED MAY VARY FROM SUCH MODEL UPON COMPLETION. ANYTHING HEREIN TO THE CONTRARY NOTWITHSTANDING, DUE TO CIRCUMSTANCES WHICH MAY BE BEYOND SELLER'S CONTROL NI E. REGULATORY AGENCY ANp CODE REQUIREMENTS, LOT OR THE RIGHTTAS MAY BE NECESSARY AT S, LOT SETBACK NY (TUIREMENTS). SELLER VES ME TO MAKE CHANGES OR MODIFICATIONS IN THE CONSTRUCTION OF THE PROPERTY (OR TO ANY TO THE RELATED CONSTRUCTION IMPROVEMENTS SET FORTH IN THE AGREEMENT),FFTTTRROVIDED NO STRUCTURAL IN SUCH EGR TY OF HES OR MODIFICATIONS MATEALL PROPERTY, AND TO UBSTTIII UTEY MATERIALS, APPLIANCES, FIXTURES OR ANY OTHER EQUIPMENT TO BE INSTALLED OR INCLUDED IN THE PROPERTY, PROVIDED ALL SUBSTITUTIONS SHALL BE SUBSTANTIALLY COMPARABLE TO OR OF BETTER QUALITY THAN THE MATERIALS OR ITEMS REPLACED, BUYER RECOGNIZES THAT CABINET FINISHES, FLOOR AND WALL COVERINGS, PAINT AND OTHER FINISH MATERIALS ARE SUBJECT TO SHADING ANp GRADATION VARIATIONS COMMON TO SUCH MATERIALS AND TO AVAILABILITY, AND SELLER SHALL NOT BE RESPONSIBLE FOR SAME. RELATIONSHIP OF HOUSE TO OTHERS, LOCATION OF HOUSE ON LOT, LOT GRADES, AND SIZE AND LOCATION OF WALKS AND DRIVEWAYS MAY NOT NECESSARILY CONFORM TO THOSE OF THE MODEL HOME AREA, FINAL DECISION FOR WHICH SHALL REMAIN AT THE SOLE DISCRETIONTO SAVING OR REMOVING TREES,REPRESENTATION SHRUBS, OR ANNTEE 15 E WITH Y FOLIAGE REGARD CURRENTLY EXISTING ON THE PROPERTY. IT ISAGREED THAT ALL OPTIONS, FURNITURE, PERSONAL PROPERTY, FURNISHINGS, WALLPAPER, SHRUBBERY, FENCES, LANDSCAPING, PATIOS AND RECREATIONAL FACILITIES EXHIBITED IN ANY MODEL HOME AND IN THE MODEL HOME AREAS ARE FOR EXHIBITION PURPOSES ONLY AND ARE NOT INCLUDED IN THE PURCHASE PRICE. REFERENCE: PAGE I, ITEM 2, OF YOUR AGREEMENT FOR SALE AND PURCHASE. HVAC COMPRESSOR NOTE: IT 15 ALUJAYS OUR INTENT TO HAVE THE COMPRESSOR IN A DISCREET LOCATION, SOMETIMES THE BUILDING CODE FORCES US TO PLACE THE UNIT ON THE REAR OF THE HOME. NOTE TO OWNER: --I IT MAY BE NECESSARY TO LOUDER SOME CEILING AREAS IN HALLLJAYS, CLOSETS, LAUNDRY, ETC., DUE TO PLUMBING AND HVAC CONS I D E RAT I ONS. GENERAL NOTE: DIMENSIONS MAY VARY SLIGHTLY DUE TO FIELD MODIFICATIONS AND ADJUSTMENTS. **VIP CONTRACTOR NOTE** --� IT IS IMPORTANT TO REALIZE THAT THE SIGNED CONTRACT 4 WRITTEN SPECIFICATIONS TAKE PRECEDENCE OVER THE UJO ,KING DRAUJINGS AS TO WHAT IS INCLUDED OR NOT. AWl' DISGREPENCIE5 BETWEEN THESE DRALJINGS, SHALL BE GOVERNED BY THE 516NED CONTRACT AND WRITTEN SPECIFICATIONS, I— WALL NOTE: 1, ALL EXTERIOR AND PLUMBING WALLS ARE TO BE 2X& U.N.O. 2, ALL INTERIOR OPENINGS ARE TO BE SQUARED OFF UNLESS NOTED OTHERWISE. ISLAND COUNTERTOPS ADD METAL WALLS STRAPS AT ISLAND WHEN OVERHANG 15 12" OR MORE, STRAPS MUST BE FASTENED TO TOP OF KNEEWALL PRIOR TO COUNTERTOP INSTALLATION. SQUARE FOOTAGE IST FLOOR HEATED: 1189 TOTAL HEATED: 1'189 2 —CAR CcARAGE: 414 COVERED LANAI: III ENTRY: 123 EXTENSIONS: 26 TOTAL UNDER ROOF: 2443 TOTAL SLAB: 2469 3131-01 �EVE�OP� 0\j HOMES. 14785 ST. AUGUSTINE ROAD, SUITE 3 JACKSONVILLE, FL. 32258 (904)281-0800 / FAX (904)296-4009 C\) w � J C� O E-- N > z DRAWN BY MW CHECKED BY JB, DF, RT, JH, BA, KG DATE 7/20/18 xx MO -DAY -YR xx xx xx FLOOR PLAN "VERNACULAR" LAN NUMBER 1789 SHEET NUMBEE Al I OUINERS BATH A SGALE: 1/4" = 1'-0" 2 BATH 2 SGALE: 1/4' = I' -m" I CTE " C,45IN Te C4N DUE TC 3 NOT USED A SCALE: 1/4" = 1'-0 OPEN TO FOYER F'NG. TO FOYER a KITCHEN SGALE: 1/4' = 1'-0' NOT USED A SC -ALE. 1/4' = V 0' 111 OPNG. ,m DINING A SGALE: 1/4' = 1'-0" i NOT USED A SGALE: 1/4" = V -0- :0a HDR PER ENGINEER 1/2' SHEATHING SHEATHING (ACTS AS STRAP)T FL. 32258 11/2' NAILED TO ANCH W/ Sd GLN (9041281-0800 / FAX (9041296-4009 \ 1 \ l R. NAILS ® 6' t 12' ON CENTER i ' I/4"x3° LAG 2x4 FRAMING C� BOLTS AT 12' O.G. EACH SIDE C\2 } AND BOTTOM 2x6 P.T. c 2x6 FRAMING SIDES 8 BOTTOM, ANGH W1 (3) 10d PER CONN. LLl SEE ENGINEERING FOR SIZE AND REINFORCEMENT SECTION AT SITTING UJINpOW � SGALE: NTS Al OPEN TO FOYER F'NG. TO FOYER a KITCHEN SGALE: 1/4' = 1'-0' NOT USED A SC -ALE. 1/4' = V 0' 111 OPNG. ,m DINING A SGALE: 1/4' = 1'-0" i NOT USED A SGALE: 1/4" = V -0- :0a INTERIOR DETAILS PLAN NUMBER 1789 SHEET NUMBER A2 14785 ST. AUGUSTINE ROAD, SUITE 3 JACKSONVILLE, FL. 32258 (9041281-0800 / FAX (9041296-4009 \ 1 \ l i C� LU C\2 } c Lu LLl <11 E W H V � N W DRAWN BY MW CHECKED BY JB, DF, RT, JH, BA, KG DATE 7/20/18 XX MO -DAY -YR XX XX XX INTERIOR DETAILS PLAN NUMBER 1789 SHEET NUMBER A2 _L II ---- -------------- poor- --1 -------------- ----- L ---T� ------------ -------_- -lav I - - -I , Q I I I � � I i N - I I I I I I I I � I � � i I I I I � 1 1 I I 1 1 i I I I I I I I I _n I �ro:12 I II I I I I I I I I I I I II ---------� I I -------- I I II I, I I I I I II II 1 I II I 1 I 11 J --- 12I Lu� I 1 .40 :12 Cl ------- -------- ----- L-- L --------y- - _- KNEE UUALL I i `` AS RECZ'D. ---------------- -- ----- ROOF PLAN 'VFfzAACULARl' ELEVATION SCALE: 1/5' = I'-0' **VERY IMPORTANT NOTE** ITY IS NOT Ty OPERTY SHALL ANYTH IDATENON YOURNOF THE AGREMEhiTOOR ALE < PURGHASETEHESOF PR OF THE EFFECTIVE S STANDARD FEATDUIN RES FLBSTANTIAL OOR PLAN SKE� DIMENSION ARE RM17Y WITH THE UNITY AND 17Y CONTRA APPROXIMATE), AND ELEVATION SIGNED BY BUYER IF ANY MODEL HOME WITH OR MODEL SELECTED BY THE BUYER HAS BEEN CONSTRUCTED BY SELLER, UIREM CONSTRUCTED MAY VARY FROM SELLER HAS DONE SO SOLELY A5 A VISUAL AID TO PRO51'Ecrly PURCHASERS AND THE PROPERTY AS GON NOTWITHSTANDING, WGNDUEMTOLGIRCUMSTANCES t)NIETION- ANYT� RHIMAo BEEBEYOND CONTRARY SELLER'S CONTROL (I E. REGULATORY AGENCY AND CODE RHS QTS, THE RIGHT RICsHTTAS MAYDIBE NEGE55ARES BAT ANY TIME 70 Na MAKE ELLER RESERVES MODIFICATIONS GINN THE �IONIMPROVCTION EMENTS SETHE �FOR. CATIONSRTy E ANY IA THE A 0 TO SUBSTITUTE AGREEMENT),ECT PROVIDED 1p T RAL NO INTSUCH TY � TNESPROPERTYGTMATERIAL MATERIALS, APPLIANCES, INCLUDE N THFIXTURES PER'TY PROVIDED :aUIALEN`��` T TO BTUTIOAN NS NSTALLED OR SHALL BE SUBSTANTIALLY COMPARABLE TO OR C BETTER QUALITY TH THE MATERIALS OR ITEMS REPLACED• BUYER RECOGNIZESFINISH THAT CABINET INI SHES SUB E OO RASNAD NG AND ERING' IPONNV R ATT AND O THER 5 COMMON O r�H MATERIALS TO OTHER5, LOCATION MATERIALS RESPON5IBLENFOR SAME.1 RELATIONSHIP PSOF HOU TION ALL NOT B AND TO TH05E OF THE MODEL OF HOUSE ON LOT, LOT GRADES, AND 51ZE AND LOCATION OF WALKS DRIVELIAYS MAY NOT NECESSARILY CONFORM AIN AT THE SOLE NO REPWHICRESENTATION OR CsUARANTEE 15 MADE LUTH HOME AREA, FINAL DECISION FOR EBFN SHALL ANY FOLIAGE DISCRETION OF SELLER IT IS AGREED THAT ALL OPTIONS, REGARD TO SAVING OR REMOVWG TREES, SHRUBS, OR CURRENTLY EXISTING ON THE PROPERTY" FACILITIES EXHIBITED M FURNITURE, PERSONAL PROPERTY, WGA SQL PACER SART, FENCES, LANDSCAPING, PATIOS AND_ ANY MODEL HOME AND IN THEMODEL ONGDEL HO W THEE PURCHAS PRICE. EXHIBITION PURP05ES ONLY AND ARE YOUR gGREErIENT FOR SALE AND PURGH ° . REFERENCE: PAGE 1, ITEM 2, OF **VIP CONTRACTOR NOTE" IT IS IMPOF-TTRAG� RWR TTEN EALIZE I HST THE SIGNED CON S� WNo5 OVER PECIFICATIONS AEFIRsE ING A THE WORK INCLUDED OR No ANY D15G�PENGIES BETWEEN THE D ' IGNED O�ITRACT AND GOVERNED B I.URiTTEN SPECIFICATIONS. HVAC COMPRESSOR NOTE: �. vE THE r ALU�AYS OI RADISCRTH EET LOCA? ON.PRESSORFop TIMES THE BITI ONN NE REAR OF HEUSLACE THE UNE• GENERAL NOTE: GHTL' DUE DIMENSIONS M ATIONS AND 4y v,41RY I ADJ 5 MENTS FIELD MODIFIG NOTE TO OWNER: NECESSARY TO LOWER SOME 1, IT MAY BE c--� CEILING AREAS IN HALLWAYS, LAUNDRY E S-, D E TO f =LUMB NG HVAC C 2. ENTRY AND G4R4GE DOORS FOR GRAPHICAL PURPOSES CSE ARE MANUFACTURE, STYLE, AND 20'-3 1/2' (BLDG. L1(sT.) I I TYP. lo' -o' BRA I TRIM BOARD (TYP) 4' TRIM I BOARD (TYP) _ 0' FFE 6 FIBER-GEMENT_ Lt•P SIDING (TYP.) ITw_m, F RGz USE 'CEDAR MILL' I tx I urs SCALE: 1/4' = 1'-0' 10' TRIM BAND 2' TRIM - BAND bxb P.T. P05T (3) PLCS. COLUMN DETAIL SCALE : 3/81' =1' -O+ BATTEN BOARD = PEAK THEN 12" EDGE OF FIELD (TYP.) SMOOTH PANEL w/ 1'x2' BATTEN BOARD -s 12' O.G. �o' TRIM �- BOARD SHINGLES TYP. REAR ELEVATION TYP. 5GALE: 1/4' = 1'-0" 1 0" TRIM BOARD 101-0" BRC, � I I 2"x2' TRIM BOARD I - 1x4 TRIM BOARD 0'-0' FFE 10'-0' BRG COMMUNITY DEVELOPMENT LOPMENT ROVED MESO 14785 ST. AUGUSTINE ROAD, SUITE 3 JACKSONVILLE, FL. 32258 (904)281-0800 / FAX (904)296-4009 mm Fxx Y M�''r' BY JB, DF, RT, JH, BA, KG 7/20/18 MO -DAY -YR ELEVATIONS FRONT & REAR ' � VERNACULAR" 111111111110110111 PLAN NUMBER 1789, SHEET' NUMBER A3 ELEVATION NOTES: 1, PROVIDE 1/8" STUCCO FINISH, PER ASTM C 926, OVER PAPER BACKED GALVANIZED WIRE LATHE OR LAP SIDING OVER "TYVEK" HOUSE WRAP OR EQUAL OVER EXTERIOR WALL SHEATHING OVER 2X EXTERIOR WALL FRAMING, SEE STRUCTURAL DRAWINGS FOR DETAILS. 2. PROVIDE 5/8" STUCCO FINISH, PER ,45TM C 926, OVER EXTERIOR BLOCK WALL CONSTRUCTION, SEE STRUCTURAL DRAWINGS FOR DETAILS. 3. PROVIDE R-30 INSULATION AT ROOF ATTIC/FLOOR5 WHERE HABITABLE SPACE IS BELOW PER F5G-2017 ENERGY CONSERVATION SECTION 303 4. ROOF SHINGLES OVER 150 FELT PAPER OVER EXTERIOR ROOF SHEATHING, SEE STRUCTURAL DRAWINGS FOR DETAILS, 5, ROOF TILE OVER 3/4" BATTENS OVER WR GRACE TRIFLER 30 OR EQUAL OVER EXTERIOR ROOF SHEATHING, SEE STRUCTURAL DRAWINGS FOR DETAILS. 6, SEE COMMUNITY FEATURES FOR EXTERIOR OPENING BANDING REQUIREMENTS AND FASCIA SIZE. 1. ALL ROOF STRUCTURE MEMBERS, (INCLUDING: SOFFIT, FASCIA, FLASHING, DRIP -EDGE, MOISTURE BARRIERS, SHINGLES, TILE, AND METAL SHEATHING), SHALL BE INSTALLED IN COMPLIANCE WITH FBG -R. 8_ UNDERLAYMENT TO COMPLY WITH 1501.2.3 FBC, 8905.2.3 F50 -R 6 (TESTING PER ASTM D 22(v TYPE I OR ASTM D 4869, TYPE 1). 9. ASPHALT SHINGLES TO COMPLY WITH 1501.2.5 FBC, R905.2.4 FBC-R B ASTM D 225 OR ASTM D 3462 ATTACHMENT SHALL CONFORM TO A5TM D 31(o1 OR M -DC 101-95) 10. FLASHING TO COMPLY WITH FBG 1501.2.9, FBG R9O5.2.8. 11. DRIP EDGE TO COMPLY WITH FBG 1501.2.9.3, FBC R905.2.8.5. 12, CONTROL JOINTS TO COMPLY WITH FBC-R103 13. ROOF FINISH/ROOF TILES OVER 3/4" BATTENS FASTENED PER ASTM 3161 ON 15# FELT (30# FELT ON 5/12 OR ABV.) ON EXTERIOR ROOF SHEATHING. 14. ALL ROOF CRICKETS TO BE A MINIMUM OF A 3/12 PITCH. 15, NON -VENTED ATTIC TO COMPLY WITH 8806.5 OF THE FBG -R, AIR PERMEABILITY OF INSULATION PER ASTM 283. **VERY IMPORTANT NOTE** IF CONSTRUCTION OF THE PROPERTY IS NOT COMPLETE AS OF THE EFFECTIVE DATE ON YOUR "AGREEMENT FOR SALE : PURCHASE% THE PROPERTY SHALL BE CONSTRUCTED IN SUBSTANTIAL CONFORMITY WITH THE COMMUNITY AND STANDARD FEATURES, FLOOfk PLAN SKETCH (DIMENSIONS ARE APPROXIMATE), AND ELEVATION SIGNED BY BUYER. IF ANY MODEL HOME OR MODEL SELECTED BY EHAS BEEN SELLER HAS DONE SO SOLELY AS AR 15UALL AID TONPROSPECDTIVBE SELLER, PURCHASERS AND THE PROPERTY AS CONSTRUCTED MAY VARY FROM SUCH MODEL UPON COMPLETION, ANYTHING HEREIN TO THE CONTRARY NOTWITHSTANDING, DUE TO CIRCUMSTANCES WHICH MAY BE BEYOND SELLER'S CONTROL (I.E. REGULATORY AGENCY AND CODE REQUIREMENTS, LOT OR SITE CONDITIONS, LOT SETBACK REQUIREMENTS). SELLER RESERVES THE RIGHT AS MAY BE NECESSARY AT ANY TIME TO MAKE CHANGES OR MODIFICAT IONS IN THE THE RELATED CONSTRUCTION RIMPROVEMENTS SET UCTION OF THE PROPERTY RTH IN TO AFFECT PROVIDED CHANGES HE STRUNCTURAL IEGR TY OFTHSUBSTITUTE OR MODIFICATIONS TI PROERTY, AND TO Y MATERIALS, APPLIANCES, FIXTURES OR ANY OTHER EQUIPMENT TO BE INSTALLED OR INCLUDED IN THE PROPERTY, PROVIDED ALL SUBSTITUTIONS SHALL BE SUBSTANTIALLY COMPARABLE TO OR OF BETTER QUALITY THAN THE MATERIALS OR ITEMS REPLACED, BUYER RECOGNIZES THAT CABINET FINISHES, FLOOR AND WALL COVERINGS, PAINT AND OTHER FINISH MATERIALS ARE SUBJECT TO SHADING AND GRADATION VARIATIONS COMMON TO SUCH MATERIALS AND TO AVAILABILITY, AND SELLER SHALL NOT BE RESPONSIBLE LN LOT, LOT GRAPES, AND SIZE AND LOCATION IONSHIP OF HOUSE TO HOF WALKS AND TION OFHOSEOAND DRIVEWAYS MAY NOT HOME AREA, NAL DECISION SFOR ILY CONFORM TO THOSE O MODELF THE WHICH SHALL REMAIN ATTHE SOLE DISCRETION OF SELLER. NO REPRESENTATION OR GUARANTEE IS MADE WITH REGARD TO SAVING OR REMOVING TREES, SHRUBS, OR ANY FOLIAGE CURRENTLY EXISTING ON THE PROPERTY, FURNITURE, PERSONAL PROPERTY, FURNISHINGS, AGREED SHRUBBERY, FENCES, LANDSCAPING, PATIOS AND RECREATIONAL FACILITIES EXHIBITED IN ANY MODEL HOME AND IN THE MODEL HOME AREAS ARE FOR EXHIBITION PURPOSES ONLY AND ARE NOT INCLUDED IN THE PURCHASE PRICE. REFERENCE: PAGE I, ITEM 2, OF YOUR AGREEMENT FOR SALE AND PURCHASE. **VIP CONTRACTOR NOTE** IT 16 IMPORTANT TO REALIZE THAT THE SIGNED CONTRACT 8 WRITTEN SPECIFICATIONS TAKE PRECEDENCE OVER THE WORDING DRAWINGS AS TO WHAT IS INCLUDED OR NOT. ANY D15CREPENCIES BETWEEN THESE DRAWINGS, SHALL BE GOVERNED 5T- THE SIGNED CONTRACT AND WRITTEN SPEGIFICATIONS, HVAC COMPRESSOR NOTE: IT 15 ALWAYS OUR INTENT TO HAVE THE COMPRESSOR IN A DISCREET LOCATION. SOMETIMES THE BUILDING CODE FORCES US TO PLACE THE UNIT ON THE REAR OF THE NOME. GENERAL NOTE: DIMENSIONS MAY VARA" SLIGHTLY DUE TO FIELD MODIFICATIONS AND ADJUSTMENTS. NOTE TO OWNER: 1, IT MAY BE NECESSARY TO LOWER SOME CEILING AREAS IN HALLWAYS, CLOSETS, LAUNDRY, ETC., DUE TO PLUMBING AND HVAC CONSIDERATIONS. 2, ENTRY AND GARAGE DOORS SHOWN ARE FOR GRAPHICAL PURPOSES ONLY. MANUFACTURE, STYLE, AND TYPE ARE T.B.D. -0" I J 10'-0" BRCS — I I OPEN I I 0'-0" FFE 6" FIBER CEMENT-/ SIDING OVER FRAME (TYP) 4" CORNER TRIM, BOARD (TYP.) -------------- 2'- 0 -------------2'-0 12 OFF-RIDCzE VENT rlF 4" SCORED TUGGO BAN (TYP.) 6:12 PITCH --------------- RIGHT ELEVATION 'VERNACULAR° SCALE: 1/4" = I' -O" OFF -RIDGE VENT 6:12 PITCH OFF-RlDr3E VENT SHINGLES TYP. SIDING-� v `'. 10'-0" BRG —T 7_1 ( EAMS d HEADER IURAPF'ED UW/ HARDIE OVER FRAME 0'-0° FFE NOTE: GONTRACTOR TO ENSURE A MINIMUM OF /o" RETURN FROM BOTTOM OF EAVES TO BOTTOM OF BEAM, AT ALL PORCHES AND OVER 1-4AN66. 12 —SHINGLES TYP. 6" VERTICAL CEMENT SIDING OVER FRAME (TYP) -0.. 6:12 PITCH ----- 10'-0"BRG 10'-O" BRG I I _ i 6" TRIM —BOARD (TYP) 1 4" TRIM (TYF) OPEN SIDING VER FRAME I 0'- -----------------------— OR FFE 01-0- FFE — — — L "-0 6" FIBER CEMENT LEFT ELEVATION "VERNACULAR" SIDING OVER FRAME (TYP) SCALE: 1/4" = I' -O" 4" CORNER TRIM BOARD (TYP.) 14785 ST. AUGUSTINE ROAD, SUITE 3 JACKSONVILLE, FL. 32258 (904)281-0800 / FAX (904)296-4009 y COMMUNITY DEVELOPMENT APPROVED ELEVATIONS LEFT & RIGHT "VERNACULAR" PLAN NUMBER 1789 SHEET NUMBER All } U Ll BJ 3 e � � O _ W DRAWN BY MW CHECKED BY JB, DF, RT, JH, BA, KG DATE 7/20/18 XX MO -DAY -YR XX XX XX y COMMUNITY DEVELOPMENT APPROVED ELEVATIONS LEFT & RIGHT "VERNACULAR" PLAN NUMBER 1789 SHEET NUMBER All **VERY IMPORTANT NOTE** IF CONSTRUCTION OF THE PROPERTY IS NOT COMPLETE AS OF THE EFFECTIVE DATE ON YOUR 'AGREEMENT FOR SALE d PURCHASE', THE PROPERTY SHALL BE CONSTRUCTED IN SUBSTANTIAL CONFORMITY WITH THE COMMUNITY AND STANDARD FEATURES, FLOOR PLAN SKETCH (DIMENSIONS ARE APPROXIMATE), AND ELEVATION SIGNED BY BUYER. IF ANY MODEL HOME OR MODEL SELECTED BY THE BUYER HAS BEEN CONSTRUCTED BY SELLER, SELLER HAS DONE 50 SOLELY AS A VISUAL AID TO PROSPECTIVE PURCHASERS AND THE MAY VARY FROM SUCH MODEPON COMPLETION. ON. ANY CONSTRUCTED THING HEREIN TO HE CONTRARY NOTWITHSTANDING, DUE TO CIRCUMSTANCES WHICH MAY BE BEYOND SELLER'S CONTROL (LE. REGULATORY AGENCY AND CODE REQUIREMENTS, LOT OR SITE CONDITIONS, LOT SETBACK REQUIREMENTS). SELLER RESERVES THE RIGHT AS MAY BE NECESSARY AT ANY TIME TO MAKE CHANGES OR THE RELATIONS IN THE ED CONSTRUCTTIONIMPROV CTIONMENTS THESETOTO ANY TO FORTH N R E IIALLY AFFECT THE STRUCTURAL AGREEMENT), PROVIDED tINTEGR TY OFO SUCH NTHE SOR MODIFICATIONS TI PROPERTY, AND TO SUBSTITUTE MATERIALS, APPLIANCES, FIXTURES OR ANY OTHER EQUIPMENT TO BE INSTALLED OR INCLUDED IN THE PROPERTY, PROVIDED ALL SUBSTITUTIONS SHALL BE SUBSTANTIALLY COMPARABLE TO OR OF BETTER QUALITY THAN THE MATERIALS OR ITEMS REPLACED. BUYER RECOGNIZES THAT CABINET FINISHES, FLOOR AND WALL COVERINGS, PAINT AND OTHER FINISH MATERIALS ARE SUBJECT TO SHADING AND GRADATION VARIATIONS COMMON TO SUCH MATERIALS AND TO AVAILABILITY, AND SELLER SHALL NOT BE RESPONSIBLE RELATIONSHIP OTHERS, LOCATION OF HOUSE ON LOT,, LOT GRADES, AND SIZE AND LOCATION OF WALKSAND DRIVEWAYS MAY NOT NECESSARILY CONFORM TO THOSE OF THE MODEL HOME AREA, FINAL DECISION FOR WHICH SHALL REMAIN AT THE SOLE DISCRETION OF SELLER. NO REPRESENTATION OR GUARANTEE IS MADE WITH REGARD TO SAVING OR REMOVING TREES, SHRUBS, OR ANY FOLIAGE CURRENTLY EXI5TING ON THE PROPERTY. IT IS AGREED THAT ALL OPTIONS, FURNITURE, PERSONAL PROPERTY, FURN15HING5, WALLPAPER, SHRUBBERY, FENCES, LANDSCAPING, PATIOS AND RECREATIONAL FACILITIES EXHIBITED IN ANY MODEL HOME AND IN THE MODEL HOME AREAS ARE FOR EXHIBITION PURPOSES ONLY AND ARE NOT INCLUDED IN THE PURCHASE PRICE. REFERENCE: PAGE I, ITEM 2, OF YOUR AGREEMENT FOR SALE AND PURCHASE. HVAC COMPRESSOR NOTE: IT IS ALUJAYS OUR INTENT TO HAVE THE COMPRESSOR IN A DISCREET LOCATION. SOMETIMES THE BUILDING CODE FORCES U5 TO PLACE THE UNIT ON THE REAR OF THE HOME, NOTE TO OWNER: IT MAY BE NECES5AR'i' TO LOUDER SOME CEILING AREAS IN HALLWAYS, CLOSETS, LAUNDRY, ETC., DUE TO PLUMBING AND HVAC CONSIDERATIONS. GENERAL NOTE: DIMENSIONS MAY VaRY SLIGHTLY DUE TO FIELD MODIFICATIONS AND ADJUSTMENTS. **VIP CONTRACTOR NOTE** IT 15 IMPORTANT TO REALIZE THAT THE SIGNED CONTRACT d WRITTEN SPECIFICATIONS TAKE PRECEDENCE OVER THE UJORKING DRAUJINGS 45 TO WHAT 15 INCLUDED OR NOT. ANY DISCREPENCIES BETWEEN THESE DRAWINGS, SHALL BE GOVERNED BY THE SIGNED CONTRACT AND WRITTEN 5PECIFIGATIONS, EFFICIENCY LIGHTING NOTE: 1009. OF ALL INTERIOR AND EXTERIOR LIGHT FIXTURES MUST UTILIZED EITHER GFL OR LED. ISLAND COUNTERTOP NOTE: ALL REGEPTAGLE OUTLETS LOCATED AT ISLAND COUNTERTOPS SHALL BE MOUNTED NOT MORE THAN 20 INCHES ABOVE THE COUNTERTOP 4 NOT MORE THAN 12 INCHES BELOUJ COUNTERT01=5 THAT ARE FLAT ACR055 ELEGEND.dwg EXHAUST VENT NOTE: 26FE509 1. ALL EXHAUST FANS SHALL BE VENTED THROUGH THE ROOF. 2. DRYER VENT SHALL BE VENTED THROUGH THE ROOF OR THROUGH AN EXTERIOR WALL. (DO NOT VENT WITHIN 10' OF A/C CONDENSER). NOTES TO ELECTRICIAN: 1. SMOKE DETECTORS ARE TO BE IN EACH BEDROOM, COMMON AREA NEAR BEDROOMS, ON EACH STORY, AND CLOSE TO STAIRS GOING UPi WIRED TO COMPLY WITH NFPA -12, 2. CARBON MONOXIDE DETECTORS ARE TO BE WITHIN 10' OF SLEEPING ROOMS, COMBINATION UNITS MAY BE USED. 3. ALL BRANCH CIRCUITS TO BE AFCI PROTECTED$ TAMPER PROOF RECP. IN ALL AREA'S REQUIRED. AS REQ. BY NEC 210.12 8 FBG R3e02.12 4, USE UL LISTED SUPPORT BOX FOR ALL FAN PREWIRES. 5 ELECTRICAL DESIGN SHALL COMPLY WITH THE CURRENT NATIONAL ELECTRIC CODE WITH ANY APPLICABLE LOCAL CODES, RULES 8 ORDINANCES. 14785 ST. AUGUSTINE ROAD, SUITE 3 JACKSONVILLE, FL. 32258 (904)281-0800 / FAX (904)296-4009 PRAWN RY MW DATE 7/20/18 xx MO -DAY -YR ELECTRICAL SYMBOL LEGEND SMOKE/CARBON OEXHAUST FAN $ COMBO � MONOXIDE DET. LIGHT z F EXHAUST FAN SWITCH PLAN NUMBER 1789 WALL MOUNTED 0 3 -WAY SWITCH 3 LIGHT FIXTURE CEILING MOUNTED h 4 -WAY SWITCH LIGHT FIXTURE �J �D RECESSED CAN DIMMER SWITCH LIGHT FIXTURE FLOOR OUTLET 7(D-- RECESSED VAPOR PROOF FIXTURE 110 V OUTLET FLUSH MOUNTED O SWITCHED OUTLET LIGHT FIXTURE PENDANT LIGHT 220 V OUTLET 2200 DIRECT WIRE FLOODLIGHT TV JACK I -i ROOF FLASHING DETAILS 2' HOUSE WRAP TAPE OVERLAP 1' MINL 4 . OVERLAP)��AP 5X5 FLASH( 4LAP UP THE VERTICAL WALL ROOFING U40ERLAYMEW WITH A 6' OVERLAP SHINGLE ROOF 5 X 5 FLASHING KICK -OUT FLASHING MEOHANICALLY FASTENED TO WALL ROOF VALLEY FLASHING DETAILS *6" KICKOUT MIN. USE 1 HOLE *24" WIDE VHLLLY IrLAJ)MINU VALLEYS WILL BE INSTALLED PER SECTION R905.2.8.2 OF THE FLORIDA BUILDING CODE WALL ASSEMBLI ZIP SYSTEM® SI WOOD OR LT. G 1/8 -INCH GAP F AT PANEL EDGE OTHERWISE PRE MACHINED PROF ZIP SYSTEM® T (INSTALLED OV IN ZIP SYSTEM OVERLAP TAPE 1 -INCH AT ALL INSTALL ZIP S AT ALL INTERI FASTEN ZIP S` SHEATHING AS BY DESIGNER-[ OR LOCAL BUll DOOR INSTALLATION WEATHER RESITIVE ARRIER (WRB) APPLIED PRIOR TO THE DOOR INSTALLATION, FLA5 ING APPLIED OVER THE FACE OF THE FRAME. STEPS OIN WATER SHEDDING FASHION, STARTING AT THE BASE OF THE WALL t WORKING TOWARDS THE TOP, INSTALL THE WRB TO THE FACE OF THE SHEATHING. ®INSTALL SILL FLASHING ®INSTALL SILL PN ®NOTALL JAMB FLASHING ®INSTALL HEAD FLASHING ® NSTALL DOOR UNIT AS PER MANUFACTURER'S INBTRIGT ION o INSTALL RIDGID HEAD FLASHING ®APPLY SEALANT TO RIDGID HEAD FLASHING (JAMB/HEAD FLASHING APPLY CONI, SEAL TO THE MOUNTING FLANGES AT THE TOP (HEAD) AND SIDES (JAMBS) OF WINDOW, EXTEND SEALANT AT JAMB$ 6In' ABOVE 9 RIGID HEAD FLASHING THE R.O. AT HEAD. EMBED JAMB O FLASHING INTO $EALANT AND FASTEN IN PLACE. (FLASHING GOES OVER SEALANT). SEALANT I HEAD FLASHING EMBED BOTTOM OF APPLIED NEAP FLASHING AGAM9t THE PREVIOUSLY APPLIED SEALANT (FLASHING GOES OVER SEALANT). EMEND HEAD FLASHING BEYOND JAMES FLASHING EACH JAMB FLASHING FASTEN IN PLACE. CUT TIDO STRIPS OF FLASHING LONG ENOUGH TO EXTEND WITHIN VIN' OF THE BOTTOM OF THE FLASHING ANDKT BELOW THE TOP OF THE HEAD FLASHING, REMOVE ^- • \ THE RELEASE PAPER AND ALIGN THE FLASHING FLUSH AGAINST THE. ROUGH OPENING OF THE DOOR FOLLOW THIS SAME PROCEDURE FOR THE OTHER SIDE OF THE DOOR ,/II SHIM AND ADJUST DOOR UNIT TO U8E BE c PLUMB, ND LEVELCONDITION. co RE810TN7 F Zi-rm4R5. FASTEN DOORS PER WINDOW MANUFACTURER SPECIFICATIONS. e WEATqERl RESISTANT e BARRIER (WR5) INTERIOR V AT A 45 DE E ANGLE, CAREFULLY CUT THE TOP LEFT CORNER BARRIER ON 4 DIAGONAL. GENTLY RAISE THE TOP EDGE THE BARRIER UP AND TAPE THE TOP CORJE 5 AND CENTER TO THE EXTERIOR IUR.B SURFAC ABOVE. KFLE,45_EICONFIi�M ALL 5TRUCTIUfRAL T/'IEDOWNS AND CALLOUT5 WITH AIL ALL ROOF SHEATHING )oCUIyT1ENT& FfR0VIDED ✓I�"T' EN(:sINEEF 'SEE ENGINEERING DETAIL) ' SHINGLE 15 "FELT PAPER METAL I(.' 26G VALLEY METAL (MIN.)'VI6' O.S.B. ROOF DECKING 5X5 26G FLASHING HURRICANE CLIPS SS (SEE ENGINEERING DETAIL) ENGINEERED EE CH SYSTEM OR SEE CHART FOR CONVENTIONAL FRAMING MEMBER SIZES (2) 2X4 (S.Y.P.) TOP PLATE R-38 INSULATION �j III ^ G (5ATT OR B1-01IN) *NOTE: ROOF/WALL INJULATION: METAL EAVES DRIP __ HEADER ENEUhtYC�AEC57.ASEREFERTO (SEE ENGINEERING DETAIL) REFER TO TN'E Et -ERG ' CALCULATIONS 1/2' SHEET ROCK 5/8'SHEET ROCK OR 1/2' CEILNG BOARD 1X6 P.T. FASCIA OR VINYL FASCIA CONT VENT OR VINYL SOFFIT 1�/'' L WALL ALUMINUM OR WOODEN • I/ FICA ALL SECTION WINDOW UNIT MONOLITHIC �/+gFOOT IINC��_ 'V8' STUCCO FINISH A� SIDING OF, `-� T U_(`� O ON TOP OF T,I'PIGAL STUCCO DETAIL HOUSEBACKLATP.FELT BACK LATHE ON TOP OF DRIP SCREED INSTALLED PER ASTM IA&' O.S.B STANDARD 1063-03 WOODEN OR MARBLE �— WINDOW SILL _ 2X6 STUDS 16' OG. (LESS THAN 10' WALL) 2X6 STUDS 12. O.C. (10' WALL) 1/2' SHEETROCK aurae �T_ euoaoe n uresm ��' RIDGID CONNECTOR ��qq pp��EE •brd ✓ru AT �•O,C aV (SEE ENINEERING DETAIL) ?Ei3tTICN ((a5A5E REFER TO tx•rt.lilv�'npetpgT�W as av esreFlaa m erJ®- a��E 2X6 P.T. SILL ON 91LL0EAL tee. W/ 5ST-0PH4 . B2'01C. �e 4' CONCRETE SLAB rc W/ FINISHED FLOORING ORP BCf£ED .a (2) 5 REBAR CONT - ,a 1 _ AROUND PERIMETER BENDING o0 — OUTSIDE REINFORCING °,q — BAR 25' AT CORNERS 6X6 WIA X WIA WELDED WIRE REINFORCEMENT FABRIC 12 BEND AT OP AND BOTTOM. (ENRE5AR VERTICAL *48' O.C. N BED NIMUM 6 MIL VAPOR BARRIER ♦ v.' P.0 DRIP 9Gf�ED BAR 6' INTO FTG) W_ TERMITE TREATED AND WELL 12• 8" COMPACTED FILL WALL ASSEMBLY ZIP SYSTEM®SHEATHING WOOD OR LT, GA, METAL STUDS STRUCTURE \ EXPANDED METAL LATH SEAL THE WINDOW FRAME TO MOISTURE BARRIER INSTALLED IN ACCORDANCE WITH AT PANEL EDGES UNLESS OTHERWISE PROVIDED BY � FOAM/STUCCO BANDING OPENING. APPLY A 3/8' NOM. MOUNTING FLANGE AND MACHINED PROFILED EDGE O8 AOR(% STUCCO PRIMER MECHANICALLY JOINED ZIP SYSTEM® TAPE 1 (INTERIOR) OF THE WINDOW STONE APPLIED DIRECTLY (INSTALLED OVER ALL JOINT SEAM JUNCTURE. FLANGE, IN LINE WITH NY BACKSIDE (INTERIOR) OF THE TO STUCCO FINISH FLASHING FRE -PUNCHED HOLES OR SLOTS, o 0 STUCCO BANDING THE —I- PERIMETER PLACE BEAD IN LINE WITH SEALANT BEAD BETWEEN 1 -INCH AT ALL T-JOiNT-&--- FLASHING AND MOUNTING ©JAMS FLANGE. INSTALL ZIP SYSTEM® TAPE STUCCO FINISH COAT TYPICAL STUCCO BUILD -OUT @ 5ANDING gOT'00 �6Y.� AT ALL EXTERIOR t� *24" WIDE VHLLLY IrLAJ)MINU VALLEYS WILL BE INSTALLED PER SECTION R905.2.8.2 OF THE FLORIDA BUILDING CODE WALL ASSEMBLI ZIP SYSTEM® SI WOOD OR LT. G 1/8 -INCH GAP F AT PANEL EDGE OTHERWISE PRE MACHINED PROF ZIP SYSTEM® T (INSTALLED OV IN ZIP SYSTEM OVERLAP TAPE 1 -INCH AT ALL INSTALL ZIP S AT ALL INTERI FASTEN ZIP S` SHEATHING AS BY DESIGNER-[ OR LOCAL BUll DOOR INSTALLATION WEATHER RESITIVE ARRIER (WRB) APPLIED PRIOR TO THE DOOR INSTALLATION, FLA5 ING APPLIED OVER THE FACE OF THE FRAME. STEPS OIN WATER SHEDDING FASHION, STARTING AT THE BASE OF THE WALL t WORKING TOWARDS THE TOP, INSTALL THE WRB TO THE FACE OF THE SHEATHING. ®INSTALL SILL FLASHING ®INSTALL SILL PN ®NOTALL JAMB FLASHING ®INSTALL HEAD FLASHING ® NSTALL DOOR UNIT AS PER MANUFACTURER'S INBTRIGT ION o INSTALL RIDGID HEAD FLASHING ®APPLY SEALANT TO RIDGID HEAD FLASHING (JAMB/HEAD FLASHING APPLY CONI, SEAL TO THE MOUNTING FLANGES AT THE TOP (HEAD) AND SIDES (JAMBS) OF WINDOW, EXTEND SEALANT AT JAMB$ 6In' ABOVE 9 RIGID HEAD FLASHING THE R.O. AT HEAD. EMBED JAMB O FLASHING INTO $EALANT AND FASTEN IN PLACE. (FLASHING GOES OVER SEALANT). SEALANT I HEAD FLASHING EMBED BOTTOM OF APPLIED NEAP FLASHING AGAM9t THE PREVIOUSLY APPLIED SEALANT (FLASHING GOES OVER SEALANT). EMEND HEAD FLASHING BEYOND JAMES FLASHING EACH JAMB FLASHING FASTEN IN PLACE. CUT TIDO STRIPS OF FLASHING LONG ENOUGH TO EXTEND WITHIN VIN' OF THE BOTTOM OF THE FLASHING ANDKT BELOW THE TOP OF THE HEAD FLASHING, REMOVE ^- • \ THE RELEASE PAPER AND ALIGN THE FLASHING FLUSH AGAINST THE. ROUGH OPENING OF THE DOOR FOLLOW THIS SAME PROCEDURE FOR THE OTHER SIDE OF THE DOOR ,/II SHIM AND ADJUST DOOR UNIT TO U8E BE c PLUMB, ND LEVELCONDITION. co RE810TN7 F Zi-rm4R5. FASTEN DOORS PER WINDOW MANUFACTURER SPECIFICATIONS. e WEATqERl RESISTANT e BARRIER (WR5) INTERIOR V AT A 45 DE E ANGLE, CAREFULLY CUT THE TOP LEFT CORNER BARRIER ON 4 DIAGONAL. GENTLY RAISE THE TOP EDGE THE BARRIER UP AND TAPE THE TOP CORJE 5 AND CENTER TO THE EXTERIOR IUR.B SURFAC ABOVE. KFLE,45_EICONFIi�M ALL 5TRUCTIUfRAL T/'IEDOWNS AND CALLOUT5 WITH AIL ALL ROOF SHEATHING )oCUIyT1ENT& FfR0VIDED ✓I�"T' EN(:sINEEF 'SEE ENGINEERING DETAIL) ' SHINGLE 15 "FELT PAPER METAL I(.' 26G VALLEY METAL (MIN.)'VI6' O.S.B. ROOF DECKING 5X5 26G FLASHING HURRICANE CLIPS SS (SEE ENGINEERING DETAIL) ENGINEERED EE CH SYSTEM OR SEE CHART FOR CONVENTIONAL FRAMING MEMBER SIZES (2) 2X4 (S.Y.P.) TOP PLATE R-38 INSULATION �j III ^ G (5ATT OR B1-01IN) *NOTE: ROOF/WALL INJULATION: METAL EAVES DRIP __ HEADER ENEUhtYC�AEC57.ASEREFERTO (SEE ENGINEERING DETAIL) REFER TO TN'E Et -ERG ' CALCULATIONS 1/2' SHEET ROCK 5/8'SHEET ROCK OR 1/2' CEILNG BOARD 1X6 P.T. FASCIA OR VINYL FASCIA CONT VENT OR VINYL SOFFIT 1�/'' L WALL ALUMINUM OR WOODEN • I/ FICA ALL SECTION WINDOW UNIT MONOLITHIC �/+gFOOT IINC��_ 'V8' STUCCO FINISH A� SIDING OF, `-� T U_(`� O ON TOP OF T,I'PIGAL STUCCO DETAIL HOUSEBACKLATP.FELT BACK LATHE ON TOP OF DRIP SCREED INSTALLED PER ASTM IA&' O.S.B STANDARD 1063-03 WOODEN OR MARBLE �— WINDOW SILL _ 2X6 STUDS 16' OG. (LESS THAN 10' WALL) 2X6 STUDS 12. O.C. (10' WALL) 1/2' SHEETROCK aurae �T_ euoaoe n uresm ��' RIDGID CONNECTOR ��qq pp��EE •brd ✓ru AT �•O,C aV (SEE ENINEERING DETAIL) ?Ei3tTICN ((a5A5E REFER TO tx•rt.lilv�'npetpgT�W as av esreFlaa m erJ®- a��E 2X6 P.T. SILL ON 91LL0EAL tee. W/ 5ST-0PH4 . B2'01C. �e 4' CONCRETE SLAB rc W/ FINISHED FLOORING ORP BCf£ED .a (2) 5 REBAR CONT - ,a 1 _ AROUND PERIMETER BENDING o0 — OUTSIDE REINFORCING °,q — BAR 25' AT CORNERS 6X6 WIA X WIA WELDED WIRE REINFORCEMENT FABRIC 12 BEND AT OP AND BOTTOM. (ENRE5AR VERTICAL *48' O.C. N BED NIMUM 6 MIL VAPOR BARRIER ♦ v.' P.0 DRIP 9Gf�ED BAR 6' INTO FTG) W_ TERMITE TREATED AND WELL 12• 8" COMPACTED FILL WALL ASSEMBLY ZIP SYSTEM®SHEATHING WOOD OR LT, GA, METAL STUDS WINDOW INSTALLATION (METHOD A-1) WEATHER RESITIvE FLASHING APPL E(OVEERTHE FIED AEEOFOTRHEM MOUNTITHE NG FLANICETALLATION. SECTION A STEPS M WATER SHEDDING FASHION, (DIN AT THE BABE OF THE WALL 4 WORDING TOWARD THE TOP, INSTALL THE WRI3 TO THE FACE OF THE SHEATHING. © APPLY SILL FLASHING APPLY BEAD OF SEALANT© AT BACK OF WINDOW FLANGE 4 SET WINDOW USING PAN HEAD SCREWS TO FACILITATE INSPECTION. ® APPLY BEAD OF ,*ALNT AT SIDE JAMBS. EXTEIiD e APPLY JAMB FLA5HING APPLY BEAD OF SEALANT AT HEAD ©APPLY HEAD FLASHING REMOVE PREVIOUSLY APPLIE ®TAPE, ALLOWNG WRB TO LAY FLAT OVER HEAD FLASHING, APPLY NEW SHEATHING TAPE OVER DIAGONAL CUT - SEE DIAGRAM. y�r THROUGH WINDOW JAMB SEALANT BEHIND MOUNTING \ FLASHINGBETWEEN J \ 1/8 -INCH GAP RECOMMENDED SEAL THE WINDOW FRAME TO AFTER INSTALLATION INSTALLED IN ACCORDANCE WITH AT PANEL EDGES UNLESS OTHERWISE PROVIDED BY � THE MANUFACTURER'S OR PORTLAND CEMENT ASSC. OPENING. APPLY A 3/8' NOM. MOUNTING FLANGE AND MACHINED PROFILED EDGE O8 AOR(% DIA TO THE BACKSIDE MECHANICALLY JOINED ZIP SYSTEM® TAPE 1 (INTERIOR) OF THE WINDOW TO OVERLAP SILL (INSTALLED OVER ALL JOINT SEAM JUNCTURE. FLANGE, IN LINE WITH NY BACKSIDE (INTERIOR) OF THE IN ZIP SYSTEMS - ) FLASHING FRE -PUNCHED HOLES OR SLOTS, o OVERLAP TAPE A MINIMUM OF FLAT O`/ER HEAD FLASHING. THE —I- PERIMETER PLACE BEAD IN LINE WITH SEALANT BEAD BETWEEN 1 -INCH AT ALL T-JOiNT-&--- FLASHING AND MOUNTING ©JAMS FLANGE. INSTALL ZIP SYSTEM® TAPE DIAGRAM. FLANGES AT THE TOP (HEAD) AND EXTEND EQUIVALENT TO GRADE D AT ALL EXTERIOR t� WOOD DR LT. GA, R.O.HE R. AT HEAD. EMBED JAMB CODE -APPROVED WEEP FASTEN ZIP SYSTEM® FLASHING INTO SEALANT AND OPENING AT HEAD. SHEATHING AS REQUIRED BY FASTEN IN PLACE, (FLASHING )(ZIP SYSTEM® SHEATHING IS APPROVED TO REPLACE TH DESIGNER -OF -RECORD OR / LOCAL BUILDI ZIP SYSTEM AT TYPICAL INTERIOR CORNER - JAMB FLASHING WINDOW INSTALLATION (METHOD A-1) WEATHER RESITIvE FLASHING APPL E(OVEERTHE FIED AEEOFOTRHEM MOUNTITHE NG FLANICETALLATION. SECTION A STEPS M WATER SHEDDING FASHION, (DIN AT THE BABE OF THE WALL 4 WORDING TOWARD THE TOP, INSTALL THE WRI3 TO THE FACE OF THE SHEATHING. © APPLY SILL FLASHING APPLY BEAD OF SEALANT© AT BACK OF WINDOW FLANGE 4 SET WINDOW USING PAN HEAD SCREWS TO FACILITATE INSPECTION. ® APPLY BEAD OF ,*ALNT AT SIDE JAMBS. EXTEIiD e APPLY JAMB FLA5HING APPLY BEAD OF SEALANT AT HEAD ©APPLY HEAD FLASHING REMOVE PREVIOUSLY APPLIE ®TAPE, ALLOWNG WRB TO LAY FLAT OVER HEAD FLASHING, APPLY NEW SHEATHING TAPE OVER DIAGONAL CUT - SEE DIAGRAM. y�r THROUGH WINDOW JAMB SEALANT BEHIND MOUNTING \ ® JAMB FLASHING FLASHINGBETWEEN J \ FACILITATE INSPECTION. SEAL THE WINDOW FRAME TO AFTER INSTALLATION INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S OR PORTLAND CEMENT ASSC. OPENING. APPLY A 3/8' NOM. MOUNTING FLANGE AND SEAL ALL CORNERS OF O8 AOR(% DIA TO THE BACKSIDE MECHANICALLY JOINED MOUNTING FLANGE AT. HEAD 1 (INTERIOR) OF THE WINDOW TO OVERLAP SILL PPL( A 3/8' NOEL DIA. BEAD OF SEALANT t0 THE SEAM JUNCTURE. FLANGE, IN LINE WITH NY BACKSIDE (INTERIOR) OF THE FLASHING FRE -PUNCHED HOLES OR SLOTS, o FLAT O`/ER HEAD FLASHING. THE —I- PERIMETER PLACE BEAD IN LINE WITH SEALANT BEAD BETWEEN FLASHING FLASHING AND MOUNTING ©JAMS FLANGE. APPLY CONT. SEAL TO THE MOUNTING DIAGRAM. FLANGES AT THE TOP (HEAD) AND EXTEND EQUIVALENT TO GRADE D SIDES (JAMBS) OF WINDOW, SEALANT AT JAMBS 8y2' ABOVE WOOD DR LT. GA, R.O.HE R. AT HEAD. EMBED JAMB CODE -APPROVED WEEP METAL STUDS FLASHING INTO SEALANT AND OPENING AT HEAD. TOP EDGE OF WEEP FASTEN IN PLACE, (FLASHING )(ZIP SYSTEM® SHEATHING IS APPROVED TO REPLACE TH APPLY A CONT. SEAL ALONG'. GOES OVER SEALANT). TUCK TOP OF SHEATHING WITH ZIP /19' MOUNTING FLANGE AT THE HEAD. FLASHING GOES OVER - JAMB FLASHING I SECURE WRB UNDER THE FLAP AT HEAD OF WRB AT THE HEAD. SEE DI SILL FLASHING (� AGAINST SEALANT ING ' SHIM AND ADJUST WINDOW TO ACHIEVE IRE, FLASHING AT HEAD I, PLUMB, AND LEVEL CONDITION. USE-ORROSI EMENDS I' BEYOND RESISTANT FASTENERS. FASTEN WINDOWS PER OI I JAMB FLASHING. © WEATHER RESISTANT HEAD FLASHING EMBED BOTTOM OF THE BARRIER (WRB) BEYOND EACH JAMB FL.ABHING. HEAD FLASHING AGAINST. AT A 45 DEGREE ANGLE, CAREFULLY CUT THE FASTEN I PLACE., THE PREVIOUSLY APPLIED BARRIER ON A DIAGONAL. GENTLY RAISE THE SEALANT (FLASHING GOES JAMB FLASHING TOPEDGE OF THE BARRIER UP AND TAPE THE OVER SEALNT). EMEND A TOP CORNERS AND CENTER TO THE EXTERIOR EXTEND JAMB FLASHING w HEAD FLASHING BEYOND TO OVERLAP SILL INTERIOR VIEW O EACH JAMB FLASHING. FLASHING. EXTEND 951/2' I FASTEN IN PLACE. JAMB FLASHING (220MM) ABOVE ROUGH 9^ A ® JAMB FLASHING FLASHINGBETWEEN J SCREED TAPED. TO WALL FACILITATE INSPECTION. L AFTER INSTALLATION INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S OR PORTLAND CEMENT ASSC. EMEND JAMB FLASHING MOUNTING FLANGE AND SEAL ALL CORNERS OF O8 AOR(% I/ MECHANICALLY JOINED MOUNTING FLANGE AT. HEAD 1 FRAMES TO SEAL FRAME TO OVERLAP SILL PPL( A 3/8' NOEL DIA. BEAD OF SEALANT t0 THE SEAM JUNCTURE. BACKSIDE (INTERIOR) OF THE I�MOYE PREVIOUSLY AF7'LIE �fAPE, AµOWING Il�� TO LAY MOI=(TING FLANGE AROUIJD FLASHING. EMEND FLAT O`/ER HEAD FLASHING. THE —I- PERIMETER PLACE BEAD IN LINE WITH ONE LAYER OF LASHING AT HEAD EXTENDS APPLY NEIyS THING TAPE OVER DI CUT - SEE JAMB FLASHING Syr GRADE D BUILDING PAPER. I' BEYOND JAMB PLASHING. DIAGRAM. OR SLOTS. Soh EQUIVALENT TO GRADE D ABOVE ROUGH WOOD DR LT. GA, CODE -APPROVED WEEP METAL STUDS HEAD FLASHING OPENING AT HEAD. TOP EDGE OF WEEP I )(ZIP SYSTEM® SHEATHING IS APPROVED TO REPLACE TH APPLY A CONT. SEAL ALONG'. SECURE _R5 TUCK TOP OF SHEATHING WITH ZIP /19' MOUNTING FLANGE AT THE HEAD. FLASHING GOES OVER SEALANT JAMB FLASHING I MOUNTING FLANGE. EMBED UNDER THE FLAP BOTT® OF HEAD (FLASH( NG OF WRB AT THE HEAD. SEE DI SILL FLASHING (� AGAINST SEALANT ING ' SHIM AND ADJUST WINDOW TO ACHIEVE IRE, I, PLUMB, AND LEVEL CONDITION. USE-ORROSI GOES OVER SEALANT) RESISTANT FASTENERS. FASTEN WINDOWS PER OI WINDOW MANUFACTURER SPECIFICATIONS. a WEATHER RESISTANT BARRIER (WRB) BEYOND EACH JAMB FL.ABHING. AT A 45 DEGREE ANGLE, CAREFULLY CUT THE FASTEN I PLACE., BARRIER ON A DIAGONAL. GENTLY RAISE THE JAMB FLASHING TOPEDGE OF THE BARRIER UP AND TAPE THE A TOP CORNERS AND CENTER TO THE EXTERIOR EXTEND JAMB FLASHING w WRB SURFACE ABOVE. TO OVERLAP SILL INTERIOR VIEW O TOP LEFT CORNER OF WINDOW i WINDOW INSTALLATION (METHOD 15-1) WEATHER RE5ITIFLASHING APPLIED APPLBEHNID THE MOUNED PRIOR TING FLAITHE NGE. DOW INSTALLATION. STEPS IN WATER SHEDDING FASHION, STARTING AT THE BASE OF THE WALL 4 WORKING TOWARD THE TOP, INSTALL THE WRM TO THE FACE OF THE SHEATHING. ® APPLY SILL FLASHING © APPLY JAMB FLASHING APPLY BEAD OF SEALANT ® AROUND THE PERIMETER OF THE BACK SIDE (INTERIOR SURFACE) OF WINDOW MOUNTING FLANGE, IMMEDIATELY INSTALL WINDOW 5ECTION A THROUGH WINDOW JAMB ® USING PN HEAD SCREW$ TO FLASHINGBETWEEN J SCREED TAPED. TO WALL FACILITATE INSPECTION. L AFTER INSTALLATION INSTALLED IN ACCORDANCE WITH SEALANT BEAD THE MANUFACTURER'S OR PORTLAND CEMENT ASSC. APPLY BEAD OF SEALANT ® THE FACE OF MOUNTING FLANGE AND SEAL ALL CORNERS OF O8 AOR(% FLASHING. MECHANICALLY JOINED MOUNTING FLANGE AT. HEAD INSTALLED IN ACCORDANCE WITH FRAMES TO SEAL FRAME APPLY HEAD FLASHING Q PPL( A 3/8' NOEL DIA. BEAD OF SEALANT t0 THE SEAM JUNCTURE. BACKSIDE (INTERIOR) OF THE I�MOYE PREVIOUSLY AF7'LIE �fAPE, AµOWING Il�� TO LAY MOI=(TING FLANGE AROUIJD 1 FLAT O`/ER HEAD FLASHING. THE —I- PERIMETER PLACE BEAD IN LINE WITH ONE LAYER OF LASHING AT HEAD EXTENDS APPLY NEIyS THING TAPE OVER DI CUT - SEE ANY PRE -PINCHED HOL I GRADE D BUILDING PAPER. I' BEYOND JAMB PLASHING. DIAGRAM. OR SLOTS. Soh EQUIVALENT TO GRADE D WOOD DR LT. GA, CODE -APPROVED WEEP METAL STUDS HEAD FLASHING TOP EDGE OF WEEP )(ZIP SYSTEM® SHEATHING IS APPROVED TO REPLACE TH APPLY A CONT. SEAL ALONG'. SECURE _R5 O SHEATHING WITH ZIP ET41L5 MOUNTING FLANGE AT THE HEAD. FLASHING GOES OVER HEAD ADHESIVE BACKED MOUNTING FLANGE. EMBED FLASHING, (MUST MEET BOTT® OF HEAD (FLASH( NG CODE -APPROVED AGAINST SEALANT ING WEEP SCREED AT I, GOES OVER SEALANT) EMEND HEAD FLASHING BEYOND EACH JAMB FL.ABHING. FASTEN I PLACE., JAMB FLASHING A EXTEND JAMB FLASHING w A TO OVERLAP SILL O FLASHING. EXTEND 951/2' JAMB FLASHING (220MM) ABOVE ROUGH 9^ SEALANT OPENING AT HEAD: E�-I APPLY TAPE AT W 000 CORJERE, TO N TEMPORARILY NOL FLASHING I PLACE �..�.y. BILL FLASHING UNTIL UA B IS APPLIED. SHIM AND ADJUST WINDOW TO ACHIEVE 5=A PLUMB, AND LEVEL CONDITION. USE CORROSION ® RESISTANT FASTENERS. FASTEN WINDOWS PER O WINDOW MANUFACTURER FASTENER SPECIFICATIONS. v RESISTANT ©WEATHER Q O BARRIER (WRB) W VIN AT A 45 DEGREE ANGLE, CAREFULLY CUT THE MW CHECKED BY BARRIER ON A DIAGONAL. GENTLY RAISE THE RT, JH, BA, KG DATE TOP EDGE OF THE BARRIER UP AND TAPE THE TOP CORNERS AND CENTER TO THE EXTERIOR MO—DAY—YR WRB SURFACE ABOVE. xx INTERIOR VIEW TOP LEFT CORNER OF WINDOW xx ZIP SYSTEM AT TYPICAL EXTERIOR CORNER V d ° d d VERTICAL AND d ° HORIZONTAL CONTROL JOINTS AS NEEDED, DESIGNER -OF -RECORD TO ° d a SPECIFY TYPE AND ° LOCATION. FOUNDATIO d a 1KZIP SYSTEM® SHEATHING IS APPROVED TO REPLACE THE FIRST LAYER OF A TWO -LAYER UNDERLAYMENT SYSTEM, ZIP WALL 5 T-5TE1 l INSTALLATION DETAILS WALL ASSEMBLY TRADITIONAL HARD -COAT STUCCO METAL LATH ONE LAYER WATER -RES, BARR ER ZIP SYSTEM® SHEATHING( WOOD OR LT. GA, METAL STUDS TOP EDGE OF WEEP SCREED TAPED TO WALL SHEATHING WITH ZIP SYSTEM® TAPE OR ADHESIVE BACKED-------- FLASHING, ACKED---`FLASHING. (MUST MEET AC148) CODE -APPROVED WEEP SCREED AT BASE OF WALL FOUNDATIO TDP EDGE OF WEEP SCREED TAPED. TO WALL TRADITIONAL HARD -COAT STUCCO INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S OR PORTLAND CEMENT ASSC. THE (PCA) METAL LATH RECOMMENDATIONS WITH THE MOST RESTRICTIVE INSTALLED IN ACCORDANCE WITH CONTROLLLING. THE MANUFACTURER'S OR THE ONE LAYER OF PORTLAND CEMENT ASSC. (PCA) WATER -RESISTIVE MOST RESTRICTIVE VAPOR -PERMEABLE BARRIER 1 WITH A PERFORMANCE AT ONE LAYER OF LEAST EQUIVALENT TO WATER -RESISTIVE GRADE D BUILDING PAPER. WITH A PERFORMANCE AT ZIP SYSTEM®SHEATHING)( EQUIVALENT TO GRADE D WOOD DR LT. GA, CODE -APPROVED WEEP METAL STUDS SCREED AT BASE OF TOP EDGE OF WEEP )(ZIP SYSTEM® SHEATHING IS APPROVED TO REPLACE TH SCREED TAPED TO WALL UNDERLAYMENT SYSTEM. SHEATHING WITH ZIP ET41L5 SYSTEM® TAPE OR ADHESIVE BACKED FLASHING, (MUST MEET AC148) CODE -APPROVED N-- WEEP SCREED AT BASE OF WALL V d ° d d VERTICAL AND d ° HORIZONTAL CONTROL JOINTS AS NEEDED, DESIGNER -OF -RECORD TO ° d a SPECIFY TYPE AND ° LOCATION. FOUNDATIO d a 1KZIP SYSTEM® SHEATHING IS APPROVED TO REPLACE THE FIRST LAYER OF A TWO -LAYER UNDERLAYMENT SYSTEM, ZIP WALL 5 T-5TE1 l INSTALLATION DETAILS WALL ASSEMBLY TRADITIONAL HARD -COAT STUCCO METAL LATH ONE LAYER WATER -RES, BARR ER ZIP SYSTEM® SHEATHING( WOOD OR LT. GA, METAL STUDS TOP EDGE OF WEEP SCREED TAPED TO WALL SHEATHING WITH ZIP SYSTEM® TAPE OR ADHESIVE BACKED-------- FLASHING, ACKED---`FLASHING. (MUST MEET AC148) CODE -APPROVED WEEP SCREED AT BASE OF WALL FOUNDATIO TDP EDGE OF WEEP SCREED TAPED. TO WALL SHEATHING WITH ZIP SYSTEM® TAPE OR ADHESIVE BACKED FLASHING. (MUST MEET � d AC148) TRADITIONAL HARD -COAT STUCCO INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S OR THE PORTLAND CEMENT ASSC. (PCA) RECOMMENDATIONS WITH THE MOST RESTRICTIVE CONTROLLLING. METAL LATH ONE LAYER OF WATER -RESISTIVE VAPDR-PERMEABLE BARRIER 3 WITH A PERFORMANCE AT EQUIVALENT TO GRADE D BUILDING PAPER, _ m N CODE -APPROVED WEEP SCREED AT BASE OF WALL )(ZIP SYSTEM® SHEATHING IS APPROVED TO REPLACE TH FIRST LAYER OF A TWO -LAYER UNDERLAYMENT SYSTEM. ZIP WALL 5Y5TE"( INSTALLATION ET41L5 HOMES.] 14785 ST. AUGUSTINE ROAD, SUITE 3 JACKSONVILLE, FL. 32258 (904)281-0800 /FAX (904)296-4009 DETAILS PLAN NUMBER 1789 SHEET NUMBER D1 � d bb�--ll--Jll w �e d w N-- —1 7� W w O U� E�-I W 000 N l / d v Q O W VIN DRAWN BY MW CHECKED BY JB, DF, RT, JH, BA, KG DATE 7/20/18 XX MO—DAY—YR xx xx XX DETAILS PLAN NUMBER 1789 SHEET NUMBER D1 I MAP SHOWIATC, BOUNDARY, TOPOGRAPHIC & TRE1,17 ALL OF LOT 5 AND A PORTION OF LOT 6, BLOCK 106 WITH PLOT PLAN SURVEY OF' ACCORDING TO THE PLAT OF SECTION H, ATLANTIC BEACH, AS RECORDED IN PLAT BOOK 18, PAGE 34 OF THE CURRENT p1j1)LIC RECORDS OF DUVAL COUNTY, FLORIDA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS BEGIN AT THE SOUTH EAST CORNER OF SAID LOT 6, BLOCK 105, THENCE S. 88-56'00- W, ALONG THE NORTH RIGHT -OF-- WAY LINE OF WEST 3RD STRFET, ( A 50 FOOT RIGHT-OF-WAY), 73.90 i--EET, THENCE N. 01*29"36' W., 6.9.95 FEET To THE SOUTH LINE OF SAID LOT 5, BLOCK 106; THENCE S. 88'5327` W. ALONG LAST SAID LINE 28.03 FEET TO THE FAST LINE OF LOT 5, BLOCK 107, SAID PLAT OF SECTION H ATLANTIC BEACH,- THENCE N. 0124-36" W., ALONG LAST SAID LINE 50.00 FEET TO THE SOUTH LINE OF LOT 4, BLOCK 106, SAID PLAT OF SECRON H ATLANTIC BEACH; THENCE N. 88*5326" E_ ALONG LAST SAID LINE , 102.,,,.3 FEET TO THE vvECT RIGHT -- OF -- WAY LINE OF MAIN STREET (A 50 FOOT RIGHT - OF WAY); THENCE S. 01'19'01" EAST ALONG LAST SAID LINE, 120.00 FEET TO THE POINT OF BEGINNING. DWENSIONS SHOWN HEREON -ARE PER FOUNDATION PLAN CERTIFIED TO: ICI HOMES TREE LEGEND LOT 5 OLK 106 & A PORTION OF LOT 6 SLK 107 PLAN 'VERNACUtAR' #178q, LT 5.59) 5.77) 10 LAO 10" LAUREL OAK L 0 T 6.2) QOWN L 0 T 4 ((5-9) BLOCK 106 6.3) §A (5.83)_JT � ROAD 10 LO 10" LIVE OAK 'K 107 FND 1/2" 5� 86) . BLOCK NOT READABLE (6,4 (5.84) 5.64) (6.0) N88*53'26"E 102.23'(A) CROWN 10 wo 10" WATER OAK 0.7'-,, LO,6, I- - __ - - - - lZ OF ROAD 70.0'(P) 6.3) DENOTES GUY ANCHOR 6) �5.9 0 18"510 6.0 PART CW ; 0 T E� DENOTES 12" WOOD POWER POLE 0 -41 BLOCK 106 1 ::�j8"LAO WV DENOTES WATER VALVE m LOT SIZE 10288± SQ. F`T. DPh(FW6Y TO R/w ~x621-1- SQ. FT. ENTRY WALK 551SQ. 'FT, APPROXIMATE SIDEWALK N.A. RIGHT-OF-WAY LENGTH 73.90 FT. TOTAL IMPERVIOUS AREA 3313± SO. FT, 32% 0 -41 BLOCK 106 1 ::�j8"LAO WV DENOTES WATER VALVE m UNDERGROUND ENCROACHMENTS NOT LOCATED SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF A TITLE COMMITMENT. 0 29�77 4-1., 1 5.0 DENOTES FIRE HYDRANT THIS FEAT ARE NOT SHOWN X 1'� 11.7' 1.7' 10�3' Ln o. TI THERE MAY BE ADDITIONAL EASEMENTS ANDZOR RESTRICTIONS 0 Lo CROWN OF ROAD 14"13"WO 6.0 i2"9`WO GI B.R� 5115 SQ. FT.± 20' B.R� C) -DENOTES FND 5/8" I.R. LS 5488 ON THIS SURVEY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. SPECIAL FLOOD HAZARD ZONE `X" AS SHOWN THE LAND SHOWN HEREON IS IN THE ' S 4p 'E� ) (6.01) UNLESS OTHERWISE NOTED ON FLOOD INSURANCE RATE MAP 0408 H FOR DUVAL COUNTY, FLORIDA, F.I.RAJ INDEX DATE 09-02-13 C� SURVEYORS OF FLORiDA, INC. , '� N 0 ALL AMERICAN 1- 0 T 5 5.6 __,7"LA 8 6.0 Ln 5�80) �6.07) 15 - �, �OA Q0 0& 6 6.0) CROWN BLOCK 107 TT n -S" o v 4 , , Ilq r . 'I, C11 OF ROAD % 'ej CONCRETE IN FRONT OF LOT 4 BILK 108 ENTRY ALK 5173 6.28) ON CAMELIA STREET (6.6 WV 9 (5.9 6.3) ELEVATION: (5.03) 15. -5b UU W 7 3.9 0'(A' S88 (x.41 5.8 ELEVATIONS SHOWN HEREON "Yo 6.19) REFER TO NAVD OF 1988 W 6.67) (5.97)-\ 6.21) BENCHMARK: (�60i 6,18) SET NAIL & DISK LB# 3857 WEST 3rd STREET IN FRONT OF LOT 5 & 6 (50' RIGHT OF WAY) ON WEST 3RD STREET �6.26) -(6,40) �6.62) (6.25 CROWN CROWN CROWN ELEVATION: (6.07) )� OF ROAD OF ROAD OF ROAD CROWN ELEVATIONS SHOWN HEREON OF ROAD REFER TO NAVD OF 1988 Ll NO2'47'04"W 15.92' DRAINAGE NOTE 17.8 C� 1. THE COVERED PORCH AND STOOP SHALL BE N ai. j-� SLOPED AT MIN. 1% AWAY FROM STRUCTURE. AT THE 1'� 11.7' 1.7' 10�3' Ln o. TI CONNECTION POINT OF THE PORCH AND STOOP,THE 0 Z_ CROWN OF ROAD 14"13"WO 6.0 i2"9`WO GI TYPICAL ELEVATION DROP SHALL BE 4 INCHES. z :: 0.5' is. -0 L Laz 2. GROUND ELEV. AT FOUNDATION SHALL BE MIN. 6IN 0, 0�� pv (6.6)_/ 6.5 (6,13) (�_.54 C� 5,96) (5.5)- -2,9, 2& _�%6) (5.8 SOU; LINE OF LOT 1 0 C -\i 3. INSTALL 6" YARD DRAINS W/ UNDERGROUND 6" SOCK DRAIN(S) 1" ,(6.29) 4CROWN - W S88*53'2 7 W FROM BOTTOM OF RETENTION AREA TO BE USED AS A OVERFLOW OF ROAD < b WITH POP-UP EMITTERS PLACED AT PROPERTY LINE. OUTS DOWNSPOUTS 758 �5_9) 28-03 5 9r)� ARE TO BE CONNECTED TO UNDERGROUND DRAINAGE 6" SOCK PROPOSED CUSTOMER RESIDENCE PLAN 'VERNACULAR" #1789, LT DRAIN PIPE. 4. CITY OF ATLANTIC BEACH ORD. CODE SEC.24-66(B) ON W-39.67' D=65.67' 0 10 U- 0 X F.F.E.=(7.3) 0 < a_ 0 2�3` Lol (5.9)%�-- 6�O� CNI 6.12) Lf) �6.2) (6..30)j 0) L 0 T 6 PART OF T 6 Qo p. BLOCK 107 - BLOCK 106 BLOCK Ld U) < CL PROPOSED COVERED ENTRY o on l CD 'o 7.3' -m ' CO ' 0� 06 21V' 4 5.00 z"_, 4 11�3' - 5.00 3 0-) 77 20. U) L 1100, 6.25) 1 0 2Y B-Rl, ��t �`,�2 PAR OF (6.41) L SOURCE BENCHMARK: SET NAIL 8, DISK LB 3857 PROPOS ,t�rCONCRETE;� 6. ::�,: p11111AIA I PROPO B C VACANT (6.38 CONCRETE IN FRONT OF LOT 4 BILK 108 ENTRY ALK 5173 6.28) ON CAMELIA STREET (6.6 WV 9 (5.9 6.3) ELEVATION: (5.03) 15. -5b UU W 7 3.9 0'(A' S88 (x.41 5.8 ELEVATIONS SHOWN HEREON "Yo 6.19) REFER TO NAVD OF 1988 W 6.67) (5.97)-\ 6.21) BENCHMARK: (�60i 6,18) SET NAIL & DISK LB# 3857 WEST 3rd STREET IN FRONT OF LOT 5 & 6 (50' RIGHT OF WAY) ON WEST 3RD STREET �6.26) -(6,40) �6.62) (6.25 CROWN CROWN CROWN ELEVATION: (6.07) )� OF ROAD OF ROAD OF ROAD CROWN ELEVATIONS SHOWN HEREON OF ROAD REFER TO NAVD OF 1988 Ll NO2'47'04"W 15.92' 5. RETENTION AREA TO RETAIN 293cuft OF WATER FOR 25YR. /6.64) STORM INTENSITY OF 9.3 INCHES. CROWN OF ROAD DRAINAGE LEGEND 4-",,- PRE -FLOW ARROW 00.0 00.0 PROPOSED SPOT EL. 41\, -POST -FLOW ARROW . '-PROPOSED SHALLOW SWALE (00-0) EXIST. SPOT EL. 20 0 SOCK DRAIN PIPE WITH POP-UP p()P EMITTER GRAPHIC SCALE 10 20 40 ( IN FEET ) I inch = 20 ft. 0 > <za fl) 01 w 0 y z 0<a0 x 1 Co 0) 04 C) Q In C5 L -1A REVISIONS A DRAWN BY: CK 80 DESIGNED BY: RDP CHECKED BY., RDP SCALE: AS NOTED JOB NO.: 71803.00 SHEET NO DRAINAGE NOTE 1. THE COVERED PORCH AND STOOP SHALL BE W SLOPED AT MIN. 1% AWAY FROM STRUCTURE. AT THE d(6.19) CONNECTION POINT OF THE PORCH AND STOOP,THE CROWN OF ROAD TYPICAL ELEVATION DROP SHALL BE 4 INCHES. z w< 3:: 2. GROUND ELEV. AT FOUNDATION SHALL BE MIN. 6IN 0, 0�� pv CY u- BELOW F.F. ELEV. P_ 0 U) II- - 3. INSTALL 6" YARD DRAINS W/ UNDERGROUND 6" SOCK DRAIN(S) 1" ,(6.29) 4CROWN 7- w FROM BOTTOM OF RETENTION AREA TO BE USED AS A OVERFLOW OF ROAD < b WITH POP-UP EMITTERS PLACED AT PROPERTY LINE. OUTS DOWNSPOUTS ARE TO BE CONNECTED TO UNDERGROUND DRAINAGE 6" SOCK DRAIN PIPE. 4. CITY OF ATLANTIC BEACH ORD. CODE SEC.24-66(B) ON SITE RETENTION 5. RETENTION AREA TO RETAIN 293cuft OF WATER FOR 25YR. /6.64) STORM INTENSITY OF 9.3 INCHES. CROWN OF ROAD DRAINAGE LEGEND 4-",,- PRE -FLOW ARROW 00.0 00.0 PROPOSED SPOT EL. 41\, -POST -FLOW ARROW . '-PROPOSED SHALLOW SWALE (00-0) EXIST. SPOT EL. 20 0 SOCK DRAIN PIPE WITH POP-UP p()P EMITTER GRAPHIC SCALE 10 20 40 ( IN FEET ) I inch = 20 ft. 0 > <za fl) 01 w 0 y z 0<a0 x 1 Co 0) 04 C) Q In C5 L -1A REVISIONS A DRAWN BY: CK 80 DESIGNED BY: RDP CHECKED BY., RDP SCALE: AS NOTED JOB NO.: 71803.00 SHEET NO MAT SI-IOWIIVG BOUNDARY, TOPOGRAPHIC & TREE ALL OF LOT 5 AND A PORTION OF LOT 6, BLOCK 106 WITH PLOT PLAN SURVEY OF Ir M -nm H ATLANTIC BEACH AS RECORDED IN PLAT HOOK 18, PAGE 34 OF THE* CURRENT PUBLIC RECOPDS OF VUVAL COUNTY, FLORIDA, BEING MORE PAR77CULARLY ACCORDING TO TNF rlAi R DESCR!6ED AS FOLLOWS: BEGIN AT THE SOUTH EAST CORNER OF SAID LOT 6, BLOCK 106,' 1 THENCE AL 01'29'36" W, 69.95 FEET To THE SOUTH LINE OF SAID OF SECTION H ATLANTIC BEACH,' THENCE N, 0124'36" W, ALONG L E., ALONG LAST SAID LINE , 102.23 FEET TO THE WEST RIGHT THE POINT OF BEGINNING. VCE S. 88'56'00" W., ALONG THE NORTH RIGHT -OF- WAY LINE OF WEST 3RD STREET ( A 50 FOOT RIGHT-OF-WAY;, 73-90 FEET; )T 5, BLOCK 106, THENCE S. 88-5327- W ALONG LAST SAID LINE 28.03 FEET TO THE FAST LINE OF LOT 5, BLOCK 107, SAID PLAT SAID LINE, 50,00 FE[ --T To THE SOUTH LINE OF LOT 4, BLOCK 106, SAID PLAT OF SECTION H ATLANTIC BEACH; THENCE N. 88-53,26" -- WAY LINE OF MAIN STREET ( A 50 FOOT RIGHT - OF WAY); THENCE ',. 01'19'01" EAST; ALONG LAST SAID LINE; 120,00 FEET TO CERTIrIED TO: ICI HOMES L 0 T 4 J(6.2) L 0 T 4 9) BLOCK 106 6.3) 6.4 1 (5.8-")) BLOCK 107 END 1 1 /2" I.P.5. P, 11 102.23'(A) (6.4)i (5.8`1 NOT READABLE rLQ I 1 (6�0)- N88'53 26 E 0.7'-, jlt�0-6, L -------SIF 70.0TFPT- --763) 0 18 5 LO 'PART OF L 0 T 5 SILT FENCE BLOCK 106 0 (VACANT) 8,"LAO o 5115 SQ. FT.± 0 20' BR.L. o Ln 6.4) L 0 T 5 _,7"LA0 i 6 BLOCK 107 6.0) C-4 F - ib 0 2'9 -WO i L --TI I (6.6}/ 1.5 0 (6.13) 6.5 CD iii I 2.9 - - - .8 0 (5,5 SF J� 2 11w S88'53 2 8 W� S8� �5.9 28-03' 1 0 7"LO PROPOSED HOUSE < X 2.3'- 6.5) (5*\ 6.0) (6.30) {6.2) PARTT Lj OF 0) wL 0 T =- L 0 BLOCK 107FD BLOCK 106 VIP lo ly- 'DED -T u-) LJ DRAINAGE LEGEND C 0 E-R7L PART �F 00.0 PROPOSED SPOT EL. 2 L ---J L 0 T 6 BLOCK 106 ON-STE Alk"(VACANT) (6.38 (00-0) EXIST. SPOT EL. PARKING 5173 SQ. FT,± cT 6.2 Wv (6.6 SF SILT FENCE 5.94 1 (5,9' 160, ��-,,8-56'00"W -T3.90'(A� (6.41 CHEMICAL TOILET 6.19) W, TREE PROTECTION 6�21 (5.97] )� TO BE REMOVED (6101)-_-10� WEST 3rd STREET BENCHMARK: SET NAIL & DISK LB# 3857 t (50' RIGHT OF WAY) '-(6.40) �6.62) IN FRONT OF LOT 5 & 6 (6.21) CROWN SOURCE BENCHMARK: CROWN -CHMARK. CROWN ON WEST 3RD STREET CROWN OF ROAD SET NAIL & DISK LB 3857 OF ROAD OF ROAD ELEVATION: (6,07) OF ROAD IN FRONT OF LOT 4 BLK 108 ON CAMELIA STREET ELEVATIONS SHOWN HEREON ELEVATION: (5.03) REFER TO NAVD OF 1988 Ll NO2'47'04"W 15.92' ELEVATIONS SHOWN HEREON REFER TO NAVD OF 1988 K5.77) 'CROWN OF ROAD CROWN OF ROAD 80) `(6.07) CROWN OF ROAD ) ((6'19) 5.96 CROWN o o 10' WOOD POST --TYPE "A" FILTER FABRIC FOR TYPE :ALFNBRIC ,11.7" wnnn ,,,40 R FABRIC TEMPORARY SILT FENCE Z m FLOW SOD O POINTS A PLAN HIGHER THANSHOUBLD B BE A ELEVATION PROPER PLACEMENT OF A FILTER BARRIER IN A DRAINAGE WAY SoI FILTER BARRIER CONSTRUCTION DETAIL 6.25)64) 42WN OF ROAD Qwrwim I-IFPFr)NI ARF' PFR FnIINDATION PLAN 28) x(6.67) LijT5 BLK 106 &A PORTION OF LOT 6 BLK 107 OF ROAD LOT SIZE 10288±S0. FT. DRIVEWAY TO R/W 621 SQ. FT. Ljj WN < FT, 0u - P N.A. U) 0 FT. TOTAL IMPERVIOUS AREA 3313± SQ, FT 32% �6.29) 6CROWN z -0 OF ROAD > U-) 1-1 o o 10' WOOD POST --TYPE "A" FILTER FABRIC FOR TYPE :ALFNBRIC ,11.7" wnnn ,,,40 R FABRIC TEMPORARY SILT FENCE Z m FLOW SOD O POINTS A PLAN HIGHER THANSHOUBLD B BE A ELEVATION PROPER PLACEMENT OF A FILTER BARRIER IN A DRAINAGE WAY SoI FILTER BARRIER CONSTRUCTION DETAIL 6.25)64) 42WN OF ROAD Qwrwim I-IFPFr)NI ARF' PFR FnIINDATION PLAN 28) x(6.67) LijT5 BLK 106 &A PORTION OF LOT 6 BLK 107 PLAN 'VERNAMAR' X1789, LT LOT SIZE 10288±S0. FT. DRIVEWAY TO R/W 621 SQ. FT. ENTRY WALK 55± SO. FT, APPROXIMATE SIDEWALK N.A. RIGHT-OF-WAY LENGTH 73.90 FT. TOTAL IMPERVIOUS AREA 3313± SQ, FT 32% 20 0 NOTES 1. INSTALLATION MUST BE INSPECTED AND APPROVED BY PUBLIC WORKS BEFORE ANY SITE WORK IS STARTED. 2. PROVIDE INLET PROTECTION IF EXISTING STORM WATER INLETS ARE ADJACENT TO PROPERTY. 3. ON SITE DUMPSTER MUST BE ATLANTIC BEACH FRANCHISE APPROVED. COAB CODE OF ORDINANCES - SEC. 6-18. GRAPHIC SCALE 10 20 40 8 . 0 ( IN FEET ) I inch = 20 ft. W ao 0 9 Z3 0 -�o� <W K9 Lu J g m 5; Z 0 0 T Z 0 u< 10 X, m Oz uj z Ly Ly 00 Lu LL T Lu Of Cf) C0 Lu r z z Lu 2 LLj 0 z LLj 0 z 0 0 :D U) z 0 C) I CHECKED BY: RDPI SHEET NO.