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354 Seminole Rd RES19-0331 New Single Family 4 ''% RESIDENTIAL PERMIT PERMIT NUMBER t: ,r � ,. CITY OF ATLANTIC BEACH RES19-0331 800 SEMINOLE ROAD ISSUED: 12/23/2019 N�o'3 yr ATLANTIC BEACH FL 32233 EXPIRES: 6/20/2020 MUST CALL INSPECTION PHONE LINE (904) 247-5814 BY 4 PM FOR NEXT DAY INSPECTION. ALL WORK MUST CONFORM TO THE CURRENT 6TH EDITION (2017) OF THE FLORIDA BUILDING CODE, NEC, IPMC, AND CITY OF ATLANTIC BEACH CODE OF ORDINANCES . ALL CONDITIONS OF PERMIT APPLY, PLEASE READ CAREFULLY. NOTICE: In addition to the requirements of this permit,there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies,or federal agencies. JOB ADDRESS:: PERMIT TYPE: DESCRIPTION: VALUE OF WORK: 354 SEMINOLE ROAD RESIDENTIAL NEW SINGLE NEW SINGLE FAMILY $119150.70 FAMILY RESIDENCE TYPE OF REAL ESTATE ZONING: BUILDING USE SUBDIVISION: CONSTRUCTION: NUMBER: GROUP: COMPANY: ADDRESS: CITY: STATE: ZIP: OWNER: ADDRESS: CITY: STATE: ZIP: MICROBIAL NATURAL 1207 SEMINOLE RD ATLANTIC BEACH FL 32233 PRODUCTS INC WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Roll off container company must be on City approved list . Container cannot be placed on City right-of-way. 1 PUBLIC WORKS DRIVEWAY APRON INFORMATIONAL Notes: All concrete driveway aprons must be 5 inches thick,4000 psi,with fibermesh from edge of pavement to the property line. Reinforcing rods or mesh are not allowed in the City right-of-way. 2 PUBLIC WORKS EROSION CONTROL INSTALLATION INFORMATIONAL Notes: Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line(904-247 -5814)to request an Erosion and Sediment Control Inspection prior to start of construction. Issued Date: 12/23/2019 1 of 3 RESIDENTIAL PERMIT PERMIT NUMBER RES19-0331 CITY OF ATLANTIC BEACH � ISSUED: 12/23/2019 800 SEMINOLE ROAD ATLANTIC BEACH. FL 32233 EXPIRES: 6/20/2020 3 PUBLIC WORKS ON SITE RUNOFF INFORMATIONAL Notes: All runoff must remain on-site during construction. 4 PUBLIC WORKS ROLL OFF CONTAINER INFORMATIONAL Notes: Roll off container company must be on City approved list(Advanced Disposal,Realco Recycling,Shapells,Inc.,Republic Services,Donovan Dumpsters, Phillips Containers,JDog/Dennis Junk Removal,All American Roll Off,WCA Waste Corporation). Container cannot be placed on City right-of-way. 5 PUBLIC WORKS RIGHT OF WAY RESTORATION INFORMATIONAL Notes: Full right-of-way restoration,including sod,is required. 6 PUBLIC WORKS RUNOFF INFORMATIONAL Notes: All runoff must remain on-site. Cannot raise lot elevation. 7 PUBLIC WORKS MAXIMUM DRIVEWAY INFORMATIONAL Notes: Maximum driveway width within the City right-of-way is 20 feet. 8 PUBLIC UTILITIES UNDERGROUND WATER SEWER UTILITIES INFORMATIONAL Notes: Avoid damage to underground water and sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed,call 247-5878. 9 PUBLIC UTILITIES METER BOX SEWER CLEAN OUT INFORMATIONAL Notes: Ensure all meter boxes,sewer cleanouts and valve covers are set to grade and visible. 10 PUBLIC UTILITIES RT1 SEWER CLEANOUT INFORMATIONAL Notes: A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT BUILDING PERMIT 455-0000-322-1000 0 $540.00 BUILDING PLAN CHECK 455-0000-322-1001 0 $270.00 BUILDING PLAN REVIEW RESUBMITTAL SECOND 455-0000-322-1006 0 $50.00 PU REVIEW RESIDENTIAL BLDG 001-0000-329-1007 0 $50.00 PW REVIEW BUILDING MOD OR ROW 001-0000-329-1004 0 $25.00 PW REVIEW RESIDENTIAL BLDG 001-0000-329-1004 0 $100.00 STATE DBPR SURCHARGE 455-0000-208-0700 0 $12.90 STATE DCA SURCHARGE 455-0000-208-0600 0 $8.60 ZONING REVIEW SINGLE AND TWO FAMILY USES 001-0000-329-1003 0 $100.00 Issued Date: 12/23/2019 2 of 3 ,1` vf) RESIDENTIAL PERMIT PERMIT NUMBER ^.-.;1 s\ CITY OF ATLANTIC BEACH RES19-0331 k 800 SEMINOLE ROAD ISSUED: 12/23/2019 ss>>� ATLANTIC BEACH. FL 32233 EXPIRES: 6/20/2020 i TOTAL:$1,156.50 Issued Date: 12/23/2019 3 of 3 City of Atlantic Beach APPLICATION NUMBER J '1\1\ Building Department (To be assigned by the Building Department.) 800 Seminole Road ( �� ( 0 33 iv 0 Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 E-mail: building-dept@coab.us Date routed: I ‘ / 1 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: ` C-) E Ir1t I;`)O1J2- ) C, Department review required Yes No Building Applicant: () tD 6 2 Planning &Zoning- `� Tree Administrator Project: (\J GV1/4) r--?\ s( c---Public 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. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: //17'!9 TREE ADMIN. Second Review: Approved as revised. ?(lDenie . Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES 'er PUBLIC SAFETY Reviewed by: Date:// �1--! FIRE SERVICES Third Review: Approved as revised. ❑Denie . ❑Not applicable Comments: Reviewed by: Date: 11° C) ? Revised 05/19/2017 Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. y 800 Seminole Rd, Atlantic Beach, FL 32233 2 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: 1 �GSEi - a33i ❑ Revision to Issued Permit OR Corrections to Comments Date: //`/6)-070/9 Project Address: 3 S I S-.M p.JU`t 6., / ./ T--1-1/,A, 1I C- 8(1.1.� /G 3 33 Contractor/Contact Name: Oc ÷5 .51)P J r Contact Phone: 66?r Email: C S P e(4 f C-O�C�`s� Aic J Description of Proposed Revision/Corrections: t _ n!S Q L 1 GCI O f `C' ,Y0 acIP r t ly,10 c4 I 'Dou,41,6 S Q` C affirm the revision/correctionT o comments is inclusive of the proposed changes. printed name) • W;ifl proposed revision/corrections add additional square footage to original submittal? J No ❑ Yes (additional s.f.to be added: •?it proposed revision/corrections add additional increase in building value to original submittal? No ❑*yes (additional increase in building value: $ ' A l ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: IA) (Office Use Only) LI Approved NrDenied ❑ Not Applicable to Department Permit Fee Due$ .$�O.O 0 Revision/Plan Review Comments 'I `AY1 V a ( W a s AO 7 V PK,4-f.ed Dep r mentReview Required: Building } Planning&Zoning C Reviewed By Tree Administrator Public Works Public Utilities 11 -15- L ? Public Safety Date Fire Services Updated 10/17/18 , g X ccs `� Corrections Submitted: (jubmittal of drawings for layout of duct work 2. Revision of the design drawing of duct layout a. Drawn and Submitted by Buehler AC & Heat 3. Fla. Approval code #14911.4 for single hung Windows 4. 1 Fla. Approval code #14994.2 for gliding window / 5. Obscured glass window (eliminated from job). Clear glass single hung will 'V be used 6. Added to product approval sheets 7. la. Product Approval FL12328 for peel and stick roof underlayment tinstallation instructions submitted for FL product Approval 14998.1 for Slider patio door. J j - CITY OF ATLANTIC BEACH ` 800 SEMINOLE ROAD .) - ATLANTIC BEACH, FL 32233 (904) 247-5800 /J1il9r BUILDING REVIEW COMMENTS Date: 11/13/2019 Permit#: RES19-0331 Site Address: 354 SEMINOLE ROAD Review Status: Denied RE#: Applicant: Property Owner: MICROBIAL NATURAL PRODUCTS INC Email: . Email: DSPEEDJR@COMCAST.NET Phone: Phone: 9046544244 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. Co rection Comments: (1. Submit the Manual D for the Energy Calculations. 2 copies. Sec • m I G o 1 . 1 10°c# I e' )SV • Submit the floor plan/duct layout. If the one submitted in the design drawing matches the requirements Q X then that drawing page will be acceptable. C ,/.c. FL#14911 is for a single hung window and has 6 different model attached to that number. Select the ir exact number right down to the decimal number for the widow to be used. tv4. You have also listed the FL# 14911 for the window sliders which is not acceptable. Contact your vender to get the exact number again right down to the decimal number. You have also listed the American Craftsman Obscure Glass with the same FL# 14911, which is not acceptable. Contact your vendor to get the number attached to that window glass system. All Product approval information shall be written in on the product approval information sheets by the contractor. Vii. Submit the FL# for the peel and stick roof underlayment for this job, write it into the information sheets. V8. No installation instructions were submitted for the Anderson Double Patio Exterior Door, FL# 14998.1. 2 copies are required from the DBPR product approval website. Building Mike Jones Building Inspector/Plans Examiner City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 (904) 247-5844 OFFICE COPY --1A‘.1- 1.1!"4\ Revision Request/Correction to Comments **ALL INFORMATION rHIGHLIGHTED IN /- .r:4111)( City of Atlantic Beach Building Department GRAY IS REQUIRED. i 'WO' 800 Seminole Rd, Atlantic Beach, FL 32233 -wow, Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#:R St L)3 ❑ Revision to Issued Permit OR L"J Corrections to Comments Date: / "4 #W( Project Address: 35-if SCM tN01C. R0 - ` A-7'4,-14 c cfi_I A2 • 303233 Contractor/Contact Name: \ase .A \.e c W- S19 ,).r- Contact Phone: /01 — 61 - 4( / / Email: A S CG 1 f r 'i C'.6.;. et-f 4 ?v'C, Description of Proposed Revision/Corrections: Fr' 6 T 01 6-cam o p 3, ,r�,,,�,fAi o .F dL L i-- /,,. .„ eA size, �/ /c,c,/ s z r j e CO rS O i- I o' ., a " oIAT I Obt,Lj (tiS Cy)e-SPG affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Wil roposed revision/corrections add additional square footage to original submittal? No ❑ Yes (additional s.f.to be added: ) xV• Will roposed revision/corrections add additional increase in building value to original submittal? o ❑*Yes (additional increase in building val • $ ) (Contra or must s' if increase in valuation) *Signature of Contractor/Agent: `, w - (Office Use Only) ❑ Approved .Denied 0 Not Applicable to Department Permit Fee Due$ d Revision/Plan Review Comments AlaI -I'h c Hid ACG/ Tier?" py' a ✓y ere)W1 ril-e/r li 2a10+Z. De artment Review Required: Buildin ' Planning&Zoning Reviewed By Tree Administrator Public Works Public Utilities / 2 — V'.L 9 Public Safety Date Fire Services Updated 10/17/18 4 • OFFICE COPY rf - „ Revision Request/Correction to Comments **ALL INFORMATION 0_ ..AHIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. kW"- 800 Seminole Rd, Atlantic Beach, FL 32233 '"7 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: h ES i 9 - 0:33 I El Revision to Issued Permit OR MI Corrections to Comments Date: la— 1 I Project Address: 35 I/ S e.M//0a/e AGI Contractor/Contact Name: A CQ-j'‘N5 (AL J f Contact Phone: `70f-/ - 057 -I/0'111/ Email: 01 St P_e_jJ'r(0 Cr)/''t r El, Ale/ Description of Proposed Revision/Corrections: /4/M6 Y S e_._,( 6---co_A--7 74 ,ra c.4! (k.c au.c-f-- su"4.14 7Z. PooL rK S S-tI�c.k lS //U4c de.5- ._ y I )JG j'4.. k%-) 'S.fz e., )''-affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Wil roposed revision/corrections add additional square footage to original submittal? No ❑ Yes (additional s.f.to be added: ) • W. proposed revision/corrections add additional increase in building value to original submittal? o ❑*Yes (additional increase in building value: $ ) (Contractor must sign if increase in valuation) lij*Signature of Contractor/Agent: i3c9j& tr �/ (Office Use Only) /Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ — CI-- Revision/Plan Revision/Plan Review Comments D tment Review Required: Building � irlk--- arming&Zoning Reviewed By Tree Administrator Public Works Public Utilities / - d O- / 9" Public Safety Date Fire Services Updated 10/17/18 G J) CITY OF ATLANTIC BEACH \ts800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 (904) 247-5800 BUILDING REVIEW COMMENTS Date: 11/25/2019 Permit#: RES19-0331 Site Address: 354 SEMINOLE ROAD Review Status: Denied RE#: Applicant: Property Owner: MICROBIAL NATURAL PRODUCTS INC Email: Email: DSPEEDJR@COMCAST.NET Phone: Phone: 9046544244 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: 1. Chapter 16 DUCT SYSTEMS, M1601.1A Duct design. Duct systems serving heating, cooling and ventilation equipment shall be installed in accordance with the provisions of this section and ACCA Manual D, the appliance manufacturer's installation instruction or other approved methods. FBC- Residential 6th Edition 2017. 2 copies are needed. The energy rater should be able to produce this with his energy software. 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 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 J rtti�'=L"., OFFICE COPY Building Permit Application Updated 10/9/18 J,v" City of Atlantic Beach Building Department **ALL INFORMATION ,, ,.,, 800 Seminole Road, Atlantic Beach, FL 32233 HIGHLIGHTED IN GRAY '''"'og. IS REQUIRED. Phone: (904) 247-5826 Email: Building-Dept@coab.us r Job Address: 33-y .1 e./1-nAJ 0/e I V N l Permit Number: I�E- t`["�'t '/U 6 6 l Legal Description Lei d6 9 , �/4i Sec/iO' c S4//�/!- 0/4- F� 10 RE# /1fW'r99—ONO Valuation of Work(Replacement Cost)$/'t dao Heated/Cooled SF p300p300Non-Heated/Cooled 5 (� °tie SB F. / S3e) r— 4 9C- • Class of Work: GdNew ❑Addition ❑Alteration ❑Repair ❑Move ❑Demo ❑Pool ❑Window/Door 1-61 • Use of existing/proposed structure(s): ElCommercialesidential``�� • If an existing structure, is a fire sprinkler system installed?: ❑Yes ddNo • Will tree(s) be removed in association with proposed project? ❑Yes(must submit separate Tree Removal Permit) ittiNo Describe in detail the type of work to be erformed: / OO I-/,s , / Gec oc.► //G4 /A 161Me Florida Product Approval# /i >''C. _crVe-Cck.1 for multiple products use product approval form Property Owner Information 11 ((.. r� / Name i L (j [ .` \ j• -.)e& p'leks ,,.Address /o?0/ Se/t/ V 004 Rd t City SAA/ lG th. 11 State ii- Zip 3 33 Phone 994' 6s4i-i� E-Mail c,cpt cc e curl(AS7.Ne-" Owner or Agent(If Ag4nt, Power of Attorney or Agency Letter Required) Contractor Information 0 j PeGDJ CZc Cc7m ect --n E-I , Name of Company AO Pt X17' 0,4lAer•- Qualifying Agent . Address City State Zip Office Phone Job Site Contact Number State Certification/Registration# E-Mail Architect Name&Phone# Pk pi-cci 'e Ii Engineer's Name&Phone# CA tAgi 'cey'1',1 i C Workers Compensation Insurer J J OR Exempt❑ Expiration Date Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all the laws 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 NOTICE OF COMMENCEMENT. , k oulk WV (Signatur of 0 fer or Agent) (Signature of on, actor) MI ed and sworn to(9ir.k.ffir ed)be•.re rhe th•s y of Siigned and sworn to( a firm:d)be�ore\me t is d.y of I f . „ ✓•, ,470 C--?, • -- ,5-,e, ,r al s�ignat ofN�+•ry� _ dna ur o�•t�ry) ,•:;F•i•"•Y:°`•`�., TONI GINDLESPERGER [ ]Personally Known OR ,....7.111. .` '`tti a TOt 4' y]Perso,I y• .i1,w;pFMY COMMISSION#GG t?g Produced Identificatio r mi o��,' i-' MY CO JI GINDLESpERGER ( ]Prod y e�;.. do SPIRES:OctoCer 6,2023 Type] of Identification: `-''F•..: .:3 EX MA9ISSION#(,`,X178 Type of I, n tfF�d3Por::.,,, i. r-,-.23 .. Bonded Thru Notary pub U 13 NOTICE OF COMMENCEMENT State of i(> r ) j A Tax Folio No. County of Q to V A. To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes,the following information is stated in this NOTICE OF COMMENCEMENT / Legal Description of property being improved: / a /,� /6 —,?,c7 - , //41 Sec : 2 5..Aiet ,` /0- 26 g. l Address of property being improved: �'!f, d S(Mj -JO/e � .� y1n✓T1`r; �?'•�/J )) 3,7s ( eneral rlaccriptinn of improvements• /(/ &'1 1 DIA..c. /4.03 1 Owner: v CAS WL'� TY- Address: R , / �t�' G�� 33 1 Owner's interest in site of the improvement: QvtJA.L •[ Fee Simple Titleholder(if other than owner): Name: Contractor: O v">-)c Address: Telephone No.: Fax No: Surety(if any) Address: Amount of Bond$ Telephone No: Fax No: Name and address of any person making a loan for the construction of the improvements Name: Address: Phone No: Fax No: Name of person within the State of Florida,other than himself,designated by owner upon whom notices or other documents may be served: Name: Address: Telephone No: Fax No: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b), Florida Statues. (Fill in at Owner's option) Name: Address: Telephone No: Fax No: Expiration date of Notice of Commencement(the expiration date is one(1)year from the d --- specified): 0'04•; TONI GINDLESPERGER :+• i:T19f• I•''155 353178 - : :4:VS EXPIRES:October 6,2023 THIS SPACE FOR RECORDER'S USE ONLY OWNER ',RM.... Bonded Thu Notary• • Doc#2019292297,OR BK 19047 Page 847, 1 ' Number Pages:1 Signed: i '� i �' Date: i �J Recorded 12/23/2019 01:47 PM, Before me this day o • Z •in the County.f Duval, ate RONNIE FUSSELL CLERK CIRCUIT COURT DUVAL Of Florida,has personally appeared c7 1- e- clit_ COUNTY Notary Public at Large,State of Florida,Cop of . RECORDING $10.00 My commission expires: c Personally Known: l_./ £�-� or Produced Identification. _ r a f�i, HIGHLIGHTED IN �r Owner Builder Affidavit **ALL INFORMATION J r� r City of Atlantic Beach Building Department GRAY IS REQUIRED. i ri '11/0, 800 Seminole Rd, Atlantic Beach, FL 32233 �' -Df Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: I. FLORIDA STATUTES;CHAPTER 489, FLORIDA STATUTES, PART 1"CONSTRUCTION CONTRACTING" REQUIRES OWNER/BUILDER TO ACKNOWLEDGE THE LAW: I DISCLOSURE STATEMENT FOR SECTION 489.103(7), FLORIDA STATUTES: STATE LAW REQUIRES CONSTRUCTION TO BE DONE BY LICENSED CONTRACTORS. YOU HAVE APPLIED FOR A PERMIT UNDER AN EXEMPTION TO THAT LAW. THE EXEMPTION ALLOWS YOU,AS THE OWNER OF YOUR PROPERTY,TO ACT AS YOUR OWN CONTRACTOR EVEN THOUGH YOU DO NOT HAVE A LICENSE. YOU MUST SUPERVISE THE CONSTRUCTION YOURSELF. YOU MAY BUILD OR IMPROVE A ONE OR TWO FAMILY RESIDENCE OR A FARM OUTBUILDING. YOU MAY ALSO BUILD OR IMPROVE A COMMERCIAL BUILDING AT A COST OF$25,000.00 OR LESS. THE BUILDING MUST BE FOR YOUR USE AND OCCUPANCY. IT MAY NOT BE BUILT FOR SALE OR LEASE. IF YOU SELL OR LEASE A BUILDING YOU HAVE BUILT YOURSELF WITHIN ONE YEAR AFTER THE CONSTRUCTION IS COMPLETE,THE LAW WILL PRESUME THAT YOU BUILT IT FOR SALE OR LEASE, WHICH IS IN VIOLATION OF THIS EXEMPTION. YOU MAY NOT HIRE AN UNLICENSED PERSON AS YOUR CONTRACTOR. YOUR CONSTRUCTION MUST i BE DONE ACCORDING TO THE BUILDING CODES AND ZONING REGULATIONS. IT IS YOUR RESPONSIBILITY TO MAKE SURE THAT PEOPLE EMPLOYED BY YOU HAVE LICENSES REQUIRED BY STATE LAW AND BY COUNTY OR MUNICIPAL LICENSING ORDINANCES. II. INJURY LIABILITY; SINCE OWNERS MAY BE LIABLE FOR INJURIES TO WORKERS THEY HIRE,THE BUILDING DEPARTMENT SUGGESTS WORKER'S COMPENSATION INSURANCE BE PURCHASED. . III. IRS WITHHOLDING;OWNERS HIRING WORKERS BECOME EMPLOYERS AND SHOULD ALSO OBSERVE IRS WITHHOLDING TAX AND/OR FORM 1099 REQUIREMENTS ON THE WORKERS THEY EMPLOY ON THEIR IMPROVEMENT TRADES. IV. PENALTY; UNLICENSED CONTRACTORS CANNOT BE EMPLOYED UNDER ANY CIRCUMSTANCES. OWNERS BEING SUBJECT TO$5,000 PENALTY UNDER FLORIDA STATUTE NO.455-228(1). AN "OCCUPATIONAL LICENSE" IS NOT ADEQUATE. THE OWNER SHOULD PHYSICALLY SEE THE COUNTY"CERTIFICATE OF COMPETENCY" OR THE FLORIDA"CONTRACTORS CERTIFICATE"TO ASCERTAIN IF A PERSON IS A LICENSED CONTRACTOR. CONTACT THE BUILDING DEPARTMENT(904- 247-5826 OR BUILDING-DEPT@@COAB.US) IF IN DOUBT. V. ACKNOWLEDGEMENT; I HEREBY ACKNOWLEDGE THAT I HAVE READ THE ABOVE DISCLOSURE STATEMENT AND THAT I COMPLY WITH ALL THE REQUIREMENTS FOR THE ISSUANCE OF AN OWNER-BUILDER PERMIT. Job Address: 35 I/ v1 e $C/ �Af o� I CJ/ t (- Owner Name: �-L.(-'U�c,-\()\ �c.\ �fCA ;C�I�C� 3--t/`1S Phone Number: 90`J4—Cs1-i`— 9 Mailing Address: /101? $e 1 J'va/'C- k c� k City: 47/4,v6L „edi, State: cG Zip: 3R.233 Notarized Signature of Ownerj' t/U-VA W - r13 The ffreNing instru ent was acknowledged before me this ( day of #AR ,20 k, i the State of Florida, County of CV'a._ / f ocL\t(__ Signature of Notary Public [ ] Personally Known OR [ ] Produced Identification -/ Type of Identification: - - - - - --- - Updated 10/24/18 Lii ,, TONI GINDLESPERGER MY COMMISSION#GG 353178 ��` EXPIRES:October 6,2023 Of!M1�P•` BOfIdBdTlYUNo Notary cUnd6NdI6t$ OFFICE COPY PERMITTED BUILDING DATA DO NOT WRITE BELOW - OFFICE USE ONLY Applicable Codes: 6th Edition (2017) Florida Building Code DEVELOPMENT SIZE: Habitable Space (ft2): e 3O Non-Habitable Space (ft2): 37 5 LAND INFORMATION: Zoning District: C L Flood Zone: X Minimum FFE: /0, C BUILDING INFORMATION: Construction Type: U Occupancy Group: S/67( .1 n Number of stories: Max. Occupancy Load: Fire Sprinklers Required: CONDITIONS/COMMENTS: OFFICE COPY Included in Packet: 11. Permit Application (filled out and notarized) '2. Notice of Commencement, Notarized Owner Builder Affidavit 4. 2 Complete sets of signed, sealed, stamped plans (Drafted by Pat Broadwell, Engineered by Hulsberg) ✓5. 2 Topographic Surveys w/raised seal 4. Survey (corners marked) (building placement) ✓7. Site Management Plan 4 Tree Vegetation Affidavit w/ site plan on additional tree to be added 19. Water Retention site plan /0.Energy code form 11.Energy Card (filled, signed) 12.FLA. Product approval: a. Windows- b. Doors(French, Front,Laundry Exit, Garage) c. Roofing Products- r City of Atlantic Beach APPLICATION NUMBER • Building Department (To be assigned by the Building Department.) 800 Seminole RoadI��J t Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 ,-`0; q? E-mail: building-dept@coab.us Date routed: 1 7 I City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: • 5 4 C/11l,Ajoi-_ C.) Department review required Yes No wilding Applicant: �� 03(v C fe--- Planning & Zorimg , Tree Administrator C Public Works Project: (V) �G-�� ES( �fU�� s _ 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: APPLICgTION STATUS Reviewing Department First Review: (Approved. I IDenied. ❑Not applicable (Circle one.)) Comments: BUILDING PLANNING &ZONING y,��_� //– — I 1 Reviewed by:, ----4, .. Date: TREE ADMIN. Second Review: nApproved 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 lr; Revision Request/Correction to Comments tf **ALL INFORMATION 1 HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. _____) `' 800 Seminole Rd, Atlantic Beach, FL 32233 _s>)),. Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: Es i 9.03 3 Revision to Issued Permit OR Corrections to Comments l l Date: J/ I-020 1 Project Address: 3 5 ��.e1 t„✓a% A c c , 1 v-% .- / 32233 � J Contractor/Contact Name: Contact Phone: 0 / 659 4/Q7411 Email: (�$ �' C' l�\ l� )1(( CU.M c�i 5 r,J./ e 7L Description of Proposed Revision/Corrections: rC -1 v c.A ,s/c''.�J tA:- . .k)\•1-- - .;,"c I— ,A4 4 K,4- C;� a-C ccI.��CY-6, I / s /1/// r_aL► c . ee7- g - rrtile , 71/ei^/ c> S, /0 AI / LAI,...k- c v-- rt_-A-"/C"-'7410 ) //bog CIA ( c 7T I QGtS+.y4a..S , �etG affirm the revision/correction to comments is inclusive of the proposed changes. 'printed name) • Will proposed vision/corrections add additional square?/`� footage to origj.nal sybmittaj t ❑No Yes (additional s.f. to be added: ' C c--t. t c� � q7.+120^-/ ,C('L}- -. 1 • Wi proposed revision/corrections add additional increase in building value to original submittal? o ❑*Yes (additional increase in building value: $ (Contract r must sign if increase in valuation) L-0Si' U Lrct.(UL-e._., *Signature of Contractor/Agent: Z)-ci/6L c, / icie (Office Use Only) Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments Department Review Required: Buildin _— €_______________ i>-Planning&Zoning Reviewed By . Tree Administrator / is Public Utilities I r_^1 3.--- 1 1 Public Safety Date l Fire Services Updated 10/17/18 gt; \\ TREE & VEGETATION AFFIDAVIT FOR INTERNAL OFFICE USE ONLY City of Atlantic Beach PERMIT# r ? Community Development Department t)-.40-f: 800 Seminole Road Atlantic Beach,FL 32233 &on % (P) 904-247-5800 SITE INFORMATION ADDRESS 154 Sze cvvAe_ ,\� SUBDIVISION 56,1\--� \r" BLOCK /(J LOT 361"I RE# catz 1r70 ae-W U ,'RESIDENTIAL LI COMMERCIAL ❑ OTHER APPLICANT/ � INFORMATION, \ // /��( NAME A (L.rt., \ Nck fc�1 Y'fC Lk C--- XC^ PHONE# ffoq— �(�``��'T 1 ADDRESS \-)\O 5c_A,No\t ., CELL# 70 6544- f !7" CITY ,4'MIA) L 5C�., , STATE CZ__, ZIP CODE 3a,2 33 EMAIL fil e2 ecopA C.GI S *N e1OWNER ❑ LEGAL AUTHORIZED AGENT I affirm that I have reviewed the provisions of Chapter 23, "Protection of Trees and Native Vegetation", of the Municipal Code of Ordinances for the City of Atlantic Beach Florida and/or I have participated in a pre- application meeting with the Administrator of those regulations. Subsequently, I affirm that no regulated trees and no regulated vegetation will be damaged, destroyed and/or removed from the above-described property and/or adjacent properties including right-of-way.! J L C `r C \- IU\ /1 3 C /1-1-2Z�.//0 e/ rc�Gve o... /cr 7 9,) Ck N S OVS*—10 ife.,/fT AP % )(A 715-C C o \/0 -/: \-* (cA Lao c 'isc,.\/,-, ) I HEREBY CERTIFY THAT ALL INFORMATION PROVIDED IS CO RECT:Signature of Property Owners)or Authorized Agent rb UJ Doc-k. 14S l A LSpeeki-r. 1141)60 \it SIGNATU OF APPLICAN PRINT OR-TYPE NAME ✓ DATE SIGNATURE OF APPLICANT(2) PRINT OR TYPE NAME DATE 1 � Signed and sworn bef re me on this 6 day ofij V L L '(C.) by State of -1X.) - Q _ County of l)t/`C>v I Identification verified: r -. S 01r Oath Sworn: ❑ Yes [1] No C/C- c TONIGINDLESPER '� otary Signature r.. ;+: MY COMMISSION#GG 353178 `-" 2023 I \, ,";F,?.' DUNKS:October y Commission expires ..or .. Bonded rm,Nobly pupae 04 TREE AND VEGETATION AFFIDAVIT 03.01.2018 MAP SHOWING SURVEY OF LOT 264, SECTION No. 2 SALTAIR AS RECORDED / IN PLAT BOOK 10, PAGE 15 OF THE CURRENT < // PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. A 4-e 0 \(e/ 47 1.0. • 4 / /, 4 9 / `O OQ� `y O i�0 `O / 4, •�. 0/ �/ v- 8.9 / 0 yY --- '" x o' og/ k9 41 BEND/ARK: 4 41 1 STORM MANHOLE O U� 0.1. ;, V \A-,C A N T (N)10'PIPE INV=5.96 89'59'41"! x0 7.9 7.60 c76-c o' 34 34" x (S) 10'PIPE INV=5.96 ,� g9. 9�^� (E)8'PVC INV=6.62 W 2 ,` 9.. 6'k �� (w)8"PVC INV-6.77 I 2�Q N O/,.� ¢� h/FN,. 9ryh x 8.3 // aQ$ 'u Mbx -,/ev /1.... 2 60 9yM1 '`,.,„9" \9 (E)8'PVC INV- .,. _ /„ ;�3 0' // ' o i"A, } \`. • ( ( ., 9 7..2/ A / Q�e 10 \1 Q? / X. 0, �', )1. (loo>> 00' 1 ,o , 1 g� .. SOT F/ego) i o NBt�A$fsA� 2 x0y9 „ x19. _1 ,7F " 14, / vi n/`J yy((��. Q ' f e V' : ,�� O��v O N §.9,, ff . 4i 0Q. ��4 �1 / ').\ l v�'\°1' e�S' 1�t 4"da/ U�..oc 0>� 8.40 '�Q 1 1 ek k 1 e &'' // 0' 2��3 / 9 ce 9x ti he O 00 S0.SF4sp\ Moo/ rOF- RqY �� p�eCiUF NOTES ROgO 1. THIS IS A BOUNDARY AND TOPOGRAPHIC SURVEY. 2. NO BUILDING RESTRICTION LINES PER PLAT. 3. INTERIOR ANGLES SHOWN AS PER FIELD SURVEY. 4. NORTH PROTRACTED FROM PLAT. 5. BENCHMARK USED: 24" STORM MANHOLE IN I 12 40 CONCRETE SIDEWALK CENTER ADJACENT TO SURVEYED 1 PROPERTY. ELEVATION=7.96 (NAVD 1988). SCALE: 1" = 20' 6. BENCHMARK ESTABLISHED BY GPS OBSERVATION IN NAVD 1988 DATUM. 7. GPS RUN SPECTRA PRECISION EPOCH 50 L1/L2 EQUIPMENT AND TRIMBLE VRS SOFTWARE. THE PROPERTY SHOWN HEREON LIES IN THIS SURVEY WAS MADE FOR THE BENEFIT FLOOD ZONE "X" (AREA OF MINIMAL OF INHERITABLE HOMES, INC. FLOOD HAZARD) AS WELL AS CAN BE DETERMINED FROM THE FLOOD INSURANCE RATE MAP No. 12031C0409J, REVISED NOVEMBER 2, 2018 FOR DUVAL COUNTY, FLORIDA. DONN W. BOATWRIGHT, P.S.M. "NOT VAUD WITHOUT THE SIGNATURE AND FLA. UC. SURVEYOR AND MAPPER No. LS 3295 THE ORIGINAL RAISED SEAL Of A FLORIDA LICENSED SURVEYOR AND MAPPER.' FLA. LIC. SURVEYING Ft MAPPING BUSINESS No. LB 3672 CHECKED BY: BOATWRIGHT LAND SURVEYORS, INC. DRAWN BY: DAF 1500 ROBERTS DRIVE DATE APRIL 04, 2019 FIE I: 2019-0489 JACKSONVILLE BEACH, FLORIDA 241-8550 SHEET 1 OF 1 REF: 2016-1531 s='In City of Atlantic Beach APPLICATION NUMBER ;� Building Department (To be assigned by the Building Department.) VP 800 Seminole Road ��` ` ��J ,� Atlantic Beach, Florida 32233-5445 �J l Phone(904)247-5826 • Fax(904)247-584�OV p 7 2019 � ' u;t �� E-mail: building-dept@coab.us Date routed: i 7 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property . S 5 4 S ) fttti\3OL - n Department review required Yes No (,- ) c_Building) Applicant: I`, 03 K) elL., Planning &Zoning- TreeAdministrator N) GS ES( c-_ Project: R Public Works . C 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. Fenied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING i- 1/ Reviewed : , %�/ I-te:`//// ✓ , ,.,-sr' - - -erFir. - TREE ADMIN. Second Review: nApproved 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 PUBLIC WORKS PLAN REVIEW COMMENTS Date: //.� �i /9 Application#: , /f.- 7_Zp' Project Address: .g/ YeA4/ 44/ CORRECTION ITEMS Check Box to Select CSMP Provide construction site management plan including location of silt fence, dumpster, portable toilet. ❑ Right-of-Way Permit is required if using right-of-way for construction parking. DPLN Provide drainage plans showing site topography(flow arrows, etc.). 0 ESCP Provide erosion and sediment control plans with installation details. 0 IMPS Provide impervious surface calculations for entire lot(existing and post construction). 0 Section 24-66(b) of the Land Development Regulations requires on-site storage for increased run-off LDCS if adding 250 SF or more impervious surface. Provide Delta volume calculations and on-site retention 0 required per Section 24-66(b). REPM A Revocable Encroachment Agreement must be submitted. ❑ RMRO All runoff must remain on-site. Cannot raise lot elevation. ❑ RWPM A Right-of-Way Permit must be obtained. 0 TSUR Provide a pre-construction topographic survey prepared by a Florida Licensed Professional Land ❑ Surveyor, showing 1' contours. CUT � ,,�;�;,,.,.,�r- yua -•' • DW Maximum driveway width within the City right-of- (ay is 20' (ci cular driveway widt is 12' maximum). 0 PAV Provide paver installation method (must meet I.C.P.I.). 0 WRA Provide a detailed plan of water retention area and how water runoff gets to water retention ❑ areas and then to street. WR Provide detailed plans sho ing .roposed ater retention. J Ae i7 SID Concrete sidewalk must continue through driveway. ❑ 50 Documentation shows impervious areas are over the 45%allowed by City code. 0 1441/ /'i&4lam, " &rec 447 % Revised 2/26/19 nl/ 444,tc-te �J PUBLIC WORKS PLAN REVIEW COMMENTS Date: //" / Application#: ,gS/ � ->'3 / Project Address: LS-7/ TO/TM-00/e til • CONDITIONS OF APPROVAL TO PRINT ON PERMIT Check Box to Select All concrete driveway aprons must be 5"thick,4000 psi, with fibermesh from edge of pavement Driveway to the property line. Reinforcing rods or mesh are not allowed in the right-of-way. Apron (Commercial driveways-6"thick). Full erosion control measures must be installed and approved prior to beginning any earth Erosion disturbing activities. Contact the Inspection Line (247-5814) to request an Erosion and Sediment Control Control Inspection prior to start of construction. Onsite All runoff must remain on-site during construction. Runoff Post Const. If on-site storage is required, a post construction topographic survey documenting proper TOPO construction will be required. All water runoff must go to retention area and retention overflow ❑ Survey must run to street. Pool Pool—Wellpoint(if used) must discharge into vegetated area 10' minimum from street or drainage 0 Wellpoint feature (swale, structure or lagoon). Roll off container company must be on City approved list(Advanced Disposal, Realco Recycling, Roll off Shapells, Inc., Republic Services, Donovan Dumpsters, Phillips Containers,JDog/Dennis Junk Container Removal,All American Roll Off,WCA Waste Corporation). Container cannot be placed on City ROW. ROW Restoration Full right-of-way restoration, including sod, is required. 1A Utility Any utility cuts in the road must be repaired using COJ Standard Detail Case X and must be overlaid 0 Road Cut 10' in each direction from the center of the cut. Repair must be shown on the plans. Construction Provide construction site management plan, including location of silt fence, dumpster, portable 0 Site Mgmt. toilet. Right-of-Way Permit is required if using right-of-way for construction parking. Runoff All runoff must remain on-site. Cannot raise lot elevation. Document Strongly suggest thorough documentation of impervious areas be recorded. ❑ Impervious Slab Slab and driveway to be fully removed. 0 Drivewayax Maximum Maximum driveway width within the City right-of-way is 20'. Driveway Circular Maximum circular driveway width within the City right-of-way is 12'. 0 Driveway Grass Full site to be grassed. ❑ TOPO Must provide a topographic (TOPO) survey with water retention for final CO Inspection. ❑ Survey Revision Any plan change must be submitted as a Revision to the Building Department. 0 Fencing All old fencing and debris must be removed from job site by Contractor. 0 Removed Decking All old decking and debris must be removed from job site by Contractor. ❑ Removed Infra- Any damage done to infrastructure must be repaired by Contractor. ❑ structure Revised 2/26/19 Comp. By: SW ),- Date: 11/8/2019 111,r S3 Public Works Department City of Atlantic Beach Permit No: RES 19-0331 Address: 354 Seminole Road Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows: V=CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where: V=Volume of Runoff to be stored(cubic feet) C= Runoff Coefficient, 0.92,the difference between impervious area(C=1.0) and undeveloped conditions(C=0.08). A= Impervious Area(square feet) R=25-yr/24-hr rainfall depth (9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area= 5,000 ft2 Impervious Area(A) = 1,527 ft2 = 30.5% V= 0.92 x 1,527.0 x 9.3 / 12 V= 1,089 ft3 Provided Storage: Area 1 -Relative Elev. Area Storage Sideslope: 2 :1 (ft) (ft2) (ft3) 0.0 468 564 BOTTOM size: 26 X 18 1.0 660 TOB size: 30 X 22 Area 2-Relative Elev. Area Storage (ft) (ft) (ft3) 0.0 00 BOTTOM size: 0 X 0 0.0 0 TOB size: 0 X 0 Area 3-Relative Elev. Area Storage (ft) (ft) (ft3) 0.0 00 BOTTOM size: 0 X 0 0.0 0 TOB size: 0 X 0 Inground Storage: =A*d/pf Total Storage Area at TOB(A)= 660.0 ft2 Depth to ESHWT from BOTTOM(d)= 2.0 ft, default is 2.0 ft,verify onsite ESHWT Pore Factor(pf)= 0.4 default is 0.4 Inground Storage Provided= 528.0 ft3 Required Treatment Volume= 1,089 ft3 Supplied Treatment Volume= 1,092 ft3 Retention W.R.Copy for Sending-Revised 04-16-19 11/8/2019 z.,.....__ Lt. • 1:1 i-: 1--: - _ _ _ _ La- Li-- LL LL. u 6 44 er MO erl .11 ( Ntik 0 r% 0 i i" co rs--._ , — o — 0 • C‘i tvi co 1------ ,_ cu co in fc4‘.....e..\.s. ., _ - . - • 'ZS.0 -- eimummommilmni 4 0 c. 41 4. :. ki CY- :. i 3x 3 ! 1 '''e---5.—:-.•.:••4.4 4:..;+: ..;__.l•-•': . nc tl 0 I • 4 1,111P'' i ' 'I ( • • V_ It a - I t t _ — — _ _ \I 11 It .1 4 t 4. 1 ( 1# - . .. ',,../.0r.,..o DE-c...K A i 00430 1 I1 • (. . Li.i (7 ;.•L . 1 .. 1 t tel . I._ -ro , 1, ki I 4 3.. 1-- 1-• 0 1-0 PE-1E4J-rT04) ARrAS ' uhigspoorwmovsoloirigwow-Aw66001ii , i i ' ) ',,7. 1„a 2 k.0 0 C ) ; : 51.5 - 1 • ik-1:-1 7 t J C G• 10.5' I -Z J i 1 Po , 4 ; • i • 'vete Clow, - 1 -f.... ..................... .,.......r......4 1; "a iraAIN ISO ?le /7,8' 13t3 1 , , _ _ __ _ ,•r• I pe.01 r-- ..1 13•B' : I r 1. t_ • ..___ ,,_... ,..:4,.. ,0-. ::-. : — ! - . ( 5 6-r: 13i P , 11 0 RiveviAst !". i., • iz 16 -4 ..... i 2 . ..; -.J ' 1 I ! • --• 50.0' r . �^ fi• ....... . _ + :ti max ' :��. ....._ • _ . �......_.............._...._ � �� .i f :2. rr t r 1( 41' i V 40 [, , \I CA-7-7 C......„,,, 1 !. 1 Si ok .... .'"C,.... cm • o J 41,x- r •. ,_ sae ` Y 1 ` t l , 453' i /0, ....,1_?.... { `a ik, , _ ( .....-- .....,_ __ _., ... to, ,., ..._,„ \ .1 1 Y I / „ r roychotic e _.5, ,`c-- 1 h 1 C--e- 'r _.-------- , ‘,02 . ,n _____--, ...a. . .......______________, ,6,,t-kik)s [ ,, - .1_ ! cd otitittN.(;) 1- , 010,.; i ) , 1 , .. _____ ., - 1 Scale: i i \ 9' ‘ va •t, .. . n1"= 10' ,_ -; (e:_\ i\ 6N 10 (kM_ - j ! ! 1 •Ir ' ---c-- , N 't z 1 .. • 4: i ,111\\) -., z, C ' 'N 1\ •-• ! k%--- Nio .,, 1 . .. 1 tht•k, ‘ is . c _\-\ i \ 1 1 Included in Packet: 11. Permit Application (filled out and notarized) /2. Notice of Commencement, Notarized Owner Builder Affidavit 4. 2 Complete sets of signed, sealed, stamped plans (Drafted by Pat Broadwell, Engineered by Hulsberg) 4. 2 Topographic Surveys w/raised seal 4 Survey(corners marked) (building placement) ✓7. Site Management Plan Tree Vegetation Affidavit w/ site plan on additional tree to be added ✓9. Water Retention site plan V lO.Energy code form 41.Energy Card (filled, signed) 12.FLA. Product approval: a. Windows- b. Doors(French, Front,Laundry Exit, Garage) c. Roofing Products- 51.1117 City of Atlantic Beach APPLICATION NUMBER jt 0:41040 Building Department (To be assigned by the Building Department.) 800 Seminole Road C _ 033 Atlantic Beach, Florida 32233-5445 E.st Phone(904)247-5826 • Fax(904)247-5845 It 9- E-mail: building-dept@coab.us Date routed: I ( 7 I City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property . 354 SC-0111\3 C(.t- 1 Department review required Yes No Building.) Applicant: C.) C3 iDPFanning &Zoning Tree Administrator Project: 1etA..) Rs Works . <". Public UtiliffeS Public Safety Fire Services Review fee . 50. OO Dept Signature aLA..) 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: ✓ ate: �� C3 [ TREE ADMIN. Second Review: ❑Approved as revis d. ❑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 City of Atlantic Beach PUBLIC UTILITIES DEPARTMENT 902 Assisi Lane Jacksonville, FL 32233 (904) 247-5834 NEW WATER / SEWER TAP REQUEST Date //-g-/g Service Address 35 / ,5-6/1)11k> (E �7 Number of Units 0 Commercial Residential V Multi-Family 39 , New Water Tap(s) & Meter(s) Meter Size(s) ,�y New Irrigation Fter from to (size) ems New Reclaim \ zw Connection to City Sewer ty Ct n Applicant Nan Billing Addres See c�� p City - -- I � C� _ Q State Zip lJ (p Phone rm Email Applicant Signature CITY STAFF USE ONLY Application# W,5 19 - d 3 3 Water System Development Charge $ � y 0 • 06 Sewer System Development Charge $ 'f, (3 5 , 00 Water Meter Only $ Reclaim Meter Only $ Water Meter Tap $ ?OO . 00 Sewer Tap $ Cross Connection $ 5D, on Other $ // t I TOTAL $ (D, 0q01 Q, OO (Notes) APPROVED Date f/-e- [ `� 9(iblic Utilities Director or Authorized Signature ALL TAP REQUESTS MUST BE APPROVED BY THE PUBLIC UTILITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED PUBLIC UTILITIES PLAN REVIEW COMMENTS Date: R 13 I1 Application #: f Qes I I - 433J Project Address: S J'e I r 1 n l7 I Check Box Check APPLICATION TRACKING COMMENTS to Add Box to Comment Print Underground Avoid damage to underground water and sewer utilities. Verify vertical and Water Sewer horizontal location of utilities. Hand dig if necessary. If field coordination is Utilities needed, call 247-5878. Meter Boxes Ensure all meter boxes, sewer cleanouts and valve covers are set to grade Sewer Cleanout and visible. A sewer cleanout must be installed at the property line. Cleanout must be RT1 Sewer covered with an RT1 concrete box with metal lid. Cleanout to be set to grade Cleanout and visible. A reduced pressure zone backflow preventer must be installed if irrigation will RPZ be provided or if there is a private well on the property. Backflow preventer ❑ ❑ Backflow must be tested by a certified tester and a copy of the results sent to Public Utilities. Plans note the building will be unsprinkled. If plans change, any fire line Sensus installed must be metered with a Sensus touch-read meter in a properly sized Touch-Read vault and an appropriate backflow preventer installed. Backflow preventer 0 0 Meter must be tested by a certified tester and a copy of the results sent to Public Utilities. Fire Sprinkler If fire sprinkler system is provided, call 247-5878 for backflow requirements. Backflow 0 0 At a minimum, will require a double check backflow preventer. Requirement Fire Line Fire lines must be metered with a Sensus touch-read meter. Meters larger ❑ ❑ Meter than 2" must be installed in a vault as noted in JEA specifications. Utility Map ' See attached Utility Map. 0 ❑ Disconnect & Cap Disconnect and cap water and sewer lines. 0 0 Inspection MUST call the Inspection Line at 247-5814 to request an inspection of the Prior disconnected and capped water and sewer lines PRIOR to demolition. ❑ ❑ ❑ ❑ ❑ ❑ ❑ 0 O 0 Revision Request/Correction to Comments **ALL INFORMATION rt''`L`�`�.:, HIGHLIGHTED IN ��"� City of Atlantic Beach Building Department GRAY IS REQUIRED. -�'. 800 Seminole Rd, Atlantic Beach, FL 32233 C� "'� Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: ( eSI 1 -O3 3 ❑ Revision to Issued Permit OR Corrections to Comments Date: 0-0? `-024)1 l 3 5 S eMtti a/e Ad ,, i t,� � Bc))�,2. 3...2g73Project Address: ` Contractor/Contact Name: Q `. V", J ' e t--� C-- Contact Phone: 09 659-Vc2 Email: c/pe.,ed )(ra CO✓4 CG 5 7/i.N e Description of Proposed Revision/Corrections: I '��-1�cwc.,j c..,:,rt' c% r1�1.�- d�- ,;� �` ,tea✓kcC a.S Gv.A,cNe-C- • /11 Lck t,I c_ fP_ e e...... A) �� --/v "r...le..,1'1'ate/ /�u..JdS • /U A4 / LA/o..k--c v— rr_,...�c /" //ge c i i c 7-2A 100(.314 c•.s 1,0. Srt� a affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Will proposed vision/corrections add additional si�jjuare foo age to original s bmitta ❑No Yes (additional s.f.to be added: �/r (-�.Lt c, Q '• ra"-'CI (1-C--- ) • Wi proposed revision/corrections add additional increase in building value to original submittal? o ❑*Yes (additional increase in building value: $ ) (Contract r must sign if increase in valuation) L_ SI o - vr,t(c ,_ .: *Signature of Contractor/Agent: z/Crc./y_ (jt/ /4, (Office Use Only) Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments s Department Review Required: / Build ice- _ -__ �J`�/,�y�y ` '' 6# Planning&Zoning Reviewed y Tree Admjnistrator E EI .., Cp-ublic Worms Public Utilities NOV 2 2 2019 �� Public Safety Dat if Fire Services BY: - Updated 10/17/18 --ZqUifft,:e4ifted Led- me ,v -rD = .i;X00 kikke /3 31( /6y \ 3/ X e4ry e 7P7I //31 ,f( 409-2 /1/C bi 3 f ti,e7,14,s1 k 6,/ /96 „/„47zo x 4C 1 z " 6 :7 24Y ? iAJJ:r el PAW Comp. By: SW la Date: #444P#41### Mir r j! Public Works Department City of Atlantic Beach Permit No: RES 19-0331 APPROlipp Address: 354 Seminole Road Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows: V=CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where: V=Volume of Runoff to be stored (cubic feet) C= Runoff Coefficient, 0.92,the difference between impervious area(C=1.0) and undeveloped conditions(C=0.08). A= Impervious Area(square feet) R=25-yr/24-hr rainfall depth (9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area= 5,000 ft2 Impervious Area(A) = 1,460 ft2 = 29.2% V= 0.92 x 1,460.0 x 9.3 / 12 V= 1,041 ft3 Provided Storage: Area 1 -Relative Elev. Area Storage Sideslope: 2 :1 (ft) (ft) (ft3) REAR 0.0 352 436 BOTTOM size: 22 X 16 1.0 520 TOB size: 26 X 20 Area 2-Relative Elev. Area Storage (ft) (ft) (ft3) REAR 0.0 44 BOTTOM size: 11 X 4 1.0 120 82 TOB size: 15 X 8 Area 3-Relative Elev. Area Storage (ft) (ft) (ft3) FRONT 0.0 40 74 BOTTOM size: 8 X 5 1.0 108 TOB size: 12 X 9 Inground Storage: =A*d/pf Total Storage Area at TOB(A)= 748.0 ft2 Depth to ESHWT from BOTTOM(d)= 2.0 ft,default is 2.0 ft,verify onsite ESHWT Pore Factor(pf)= 0.4 default is 0.4 Inground Storage Provided= 598.4 ft3 Required Treatment Volume= 1,041 ft3 Supplied Treatment Volume= 1,190 ft3 Retention W R Copy for Sending-Revised 04-16-19 11/25/2019 � 's h,•-�e�ivl a 1 * = a ).)-044‘ 1 I 1 g P•O v1.4. --S N. a 1 --c= -'�RThk1A-rER C==it '<,FTE 2TZC J N tte7 E- 8So cu-FT 4.6' i 3.3' 1 7,G v. sa 7.7 vst .. -it.. m , I2.5. 123 De xi 4 s_,* = o = i 1-.8' wood DMK m066 14o,oO s � oo f1.4' 17.7' Kii .e'r c Q pwf.,u-=NG SHAD eE Gui-ruzeo 'ro 0 RA.d I2 o RE T EPTJba ARCAS Iii P3 P ; :.4 X 10.5• 51.51 (in f-t co 1-4 P4 /, Howe <<�6e w I_ w CrA.+ 11.4 11,S' 17.8' 30 I - .-:� — P 67 96 ewe it( n- 2 t 5ToRMwATER 13.8 kUJ 11. r�/ 9'011 --10'(8.1) 1 . to ' tl f�/ut . . ft w f'J — i 13.2' 7.Co' Q m i z•o • _ C o �L oa �� • ---� Q W Q ; : sac' 13 m a z �- PnA p R-EvEwfor p Qoz a \- 0,e 0., ,S `/'� ..........-,.-•-• 1_ +.0 ' `CC,FQ\F-2.CA-CAA ICii j 0 r ° Pop-UP VALVE C.AA(C)\ . t jUA / w 71er "So.00' rc.A.47'N -006) j WALK Cutrc. /-c MAP SHOWING SURVEY OF LOT 264, SECTION No. 2 SALTAIR AS RECORDED IN PLAT BOOK 10, PAAGE 15 OF THE CURRENT 407- 2S / PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. r � \ ,�"y ,,,„ ..._ o c, ic.44 T 263 oJO�' p •.„,,,, /s' ` ( '0-` •l0'FC OT r ° &5 , "• U �O / 2S2 O 6. ,�,‹.- • QD )0 � 0• : / /3.3' p� • O' p h h si,5 ,,�' 7- �" 4 i Y 2C /yam, Cr 0 J fa 'fleck4.4 3e p./• .'`> ' / ' C A N T 8952 54" 4 i.'i '56,50 � v � /3B. ---0c,. /77SOT � s h � c• N As � I2s3 '✓YCF4 , '.SVfNCf 25•A' t * 2- UF• 2 z 0 / 44Z4)4./ 7 /4I -- - y . Oif 91c Qq , 44, C 0 Q09..X00 ) \f 3.3, Qe T & 26s °�. 61 48 h,, 49 �cm Tr� */ oq�R i - 4a4� R/� �Ovj L h/ Ode/ fit ge‘(_ ti-/ Q. Q. 1// ti 4110 44.1 � Q QQ NOTES ..s9 1. THIS IS A BOUNDARY SURVEY. op/ III 3 m 2. NO BUILDING RESTRICTION LINES PER PLAT. 0 p 3. INTERIOR ANGLES SHOWN AS PER FIFELD 00/ , - SURVEY. ^)/ 4. NORTH PROTRACTED FROM PLAT. fj�d J0 / / \ // 1020 4i SO•`scA \ / SCALE: = 20' pop F pq qN� ROgi THE PROPERTY SHOWN HFRFON I IFC IN THIS SIIRVFY wac nA nr rr -Mir RCAICCIT ..... - i-.. - .- •-: 14 Li- _ 6 i• 0- ei V e? ii ( ‘..40,0 .... r.- "fik 0 1 rt (f) V1 (fl V 0 • OA t LI ro r------ c.v.— cu cf) in 28.5' - - lemmumanoimminammommmio ...id _ _ ‘L i Cr 3x ••••".....,-. .......-.f-': , • 0 I • 1 r* 'I . . t I i it () 4 e — — —\ \I 7 1 I Iii. 1 , i2.3 1 , ,I J : U t .8. ti li . ( f . , # # tif 1 0 0100' ( 11 1 1 :, 1 r • e , . til ) '-1 7' 1 (1 i 1 4• t 1.1 /‘ . tit 0) \ t 1 '4 0,-- *it / f P',,,. 1,- u- JJ C- S1.-PIA 1. E... CruTTERED -ro ' it I .1 3- 1 1 0 , : C RAT.,.' T.,7 T1) rs e l'EriTIO", AIWA S t t . 1 I 2 saw wiviburksomormumwvourwiimoompiptimmAr 't 1I J 0 C , 51.5 : - -7 1 • -/ U C : = = •:::- G. i o.5 t , - t 14 Ot.: i _____ i ) tr'" ' ii j (1 I - 11 _ LI ( 1 , () _ ( ) - ) .._ . ,-i • OV aPe f 1 folph — 1 , , 1 • . %I •a.,.....s. ?it ...: t : _ _ .- 1 • 1 , . . _ 1 i.:-.. - - --_—_ pw IIII 13Z 7.c' ::. •:.. -__y , -.: . \ ' :.- 0 RivEwnti 76, 74 175 i 1 r.. --... , = - ....., --„,' I OFFICE COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: SPEED1205(Revised) Builder Name: Doug Speed Street: 354 Seminole Road Permit Office: City of Atlantic Beach City,State,Zip: Atlantic Beach,FL, Permit Number: Owner: Speed Residence Jurisdiction: 261100 Design Location: FL,Jacksonville County: Duval(Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall Types(1100.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Frame Wood,Exterior R=19.0 928.00 ft2 b.Frame-Wood,Adjacent R=19.0 172.00 ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 1 d.N/A R= ft2 10.Ceiling Types (830.0 sqft.) Insulation Area 5. Is this a worst case? No a.Under Attic(Vented) R=30.0 830.00 ft2 6. Conditioned floor area above grade(ft2) 830 b.N/A R= ft2 Conditioned floor area below grade(ft2) 0 c.N/A R= ft2 11.Ducts R ft2 7. Windows(116.3 sqft.) Description Area a.Sup:Attic,Ret:Attic,AH:Garage 6 241 a. U-Factor: Dbl,U=0.33 63.00 ft2 SHGC: SHGC=0.29 b. U-Factor: Dbl,U=0.37 53.33 ft2 12.Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.34 a.Central Unit 24.0 SEER:15.50 c. U-Factor: N/A ft2 SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a.Electric Heat Pump 24.0 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 1.333 ft. Area Weighted Average SHGC: 0.313 14.Hot water systems a.Electric Cap:50 gallons 8. Floor Types (830.0 sqft.) Insulation Area EF:0.950 a.Slab-On-Grade Edge Insulation R=0.0 830.00 ft2 b. Conservation features b.N/A R= ft2 None c.N/A R= ft2 15.Credits Pstat Glass/Floor Area: 0.140 Total Proposed Modified Loads: 25.66 PASS Total Baseline Loads: 27.66 I hereby certify that the plans and specifications covered by Review of the plans and �� t I t I ' / I i .., this calculation are in compliance with the Florida Energy specifications covered by this / • Code. Digitally signed by Douglas R. calculation indicates compliance 's Douglas R. Stickles suckles g with the Florida Energy Code. -- Date:2019.12.18 09:3453-05'00' i PREPARED BY: Before construction is completed l- N -. *NA'.-`,- v DATE: this building will be inspected for ,a compliance with Section 553.908 ; Florida Statutes. •i wiI th the Florida Energyt this Cudeng,as designed, is in compliance t r)/)1,l T4Jy OWNER/AGENT:_ W BUILDING OFFICIAL: /ilk- DATE: ' ' DATE: A-3(11 DATE: _ a-2 o -(94 9 .v_ _:_!--•,--r- !!',"...--r,,"1:-.-="--. r.::=l:E== ;- - Compliance requires certification by the air handler unit manufacturer that.��, <•• - - :.,,,T 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 th€.s proj_:t ragulr=_an envelope leakage test report with envelope leakage no greater than 7.00 ACH50(R402.4.1.2). 12/18/2019 9:25 AM EnergyGauge®USA 6.0.02(Rev.1)-F!aRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 4 1 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT PROJECT Title: SPEED1205(Revised) Bedrooms: 1 Address Type: Street Address Building Type: User Conditioned Area: 830 Lot# Owner Name: Speed Residence Total Stories: 1 Block/Subdivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Doug Speed Rotate Angle: 0 Street: 354 Seminole Road Permit Office: City of Atlantic Beach Cross Ventilation: County: Duval Jurisdiction: 261100 Whole House Fan: City,State,Zip: Atlantic Beach, Family Type: Single-family FL, New/Existing: New(From Plans) Comment: CLIMATE Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville FL_JACKSONVILLE_INT 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Block1 830 6640 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 830 6640 Yes 1 1 1 Yes Yes Yes FLOORS V # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio Main 137.6 ft 0 830 ft2 ____ 1 0 0 ROOF VRoof Gable Roof Rad Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Barr Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 928 ft2 0 ft2 Medium N 0.7 No 0.7 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 830 ft2 N N CEILING V # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic(Vented) Main 30 Blown 830 ft2 0.11 Wood 12/18/2019 9:25 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 2 of 4 t FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT WALLS / Adjacent Cavity Width Height Sheathing Framing Solar Below V # Omt To Wall Type __ Space R-Value EL In Ft In Area R-Value Fraction Absor Grade% 1 W Exterior Frame-Wood Main 19 17 6 8 140.0 ft2 0.23 0.75 0 2 S Exterior Frame-Wood Main 19 12 6 8 100.0 ft2 0.23 0.75 0 3 W Exterior Frame-Wood Main 19 13 6 8 108.0 ft2 0.23 0.75 0 4 N Exterior Frame-Wood Main 19 29 6 8 236.0 ft2 0.23 0.75 0 5 E Garage Frame-Wood Main 19 21 6 8 172.0 ft2 0.23 0.01 0 6 E Exterior Frame-Wood Main 19 17 9 8 142.0 ft2 0.23 0.75 0 7 S Exterior Frame-Wood Main 19 25 3 8 202.0 ft2 0.23 0.75 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Insulated Main None .46 3 6 8 20 ft2 2 E Insulated Main None .46 3 6 8 20 ft2 WINDOWS Orientation shown is the entered,Proposed orientation. Wall Overhang V # Omt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 W 1 Vinyl Low-E Double Yes 0.33 0.29 N 9.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds Exterior 5 2 W 1 Vinyl Low-E Double Yes 0.37 0.34 N 33.3 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds Exterior 5 3 S 2 Vinyl Low-E Double Yes 0.33 0.29 N 16.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds Exterior 5 4 W 3 Vinyl Low-E Double Yes 0.33 0.29 N 8.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds Exterior 5 5 N 4 Vinyl Low-E Double Yes 0.33 0.29 N 6.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds Exterior 5 6 N 4 Vinyl Low-E Double Yes 0.37 0.34 N 20.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds Exterior 5 7 S 7 Vinyl Low-E Double Yes 0.33 0.29 N 4.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds Exterior 5 8 S 7 Vinyl Low-E Double Yes 0.33 0.29 N 20.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds Exterior 5 GARAGE V # Floor Area _Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 375 ft2 375 ft2 49.6 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000356 774.7 42.53 79.98 .1339 7 HEATING SYSTEM ✓ # System Type Subtype Speed Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split Singl HSPF:9 24 kBtu/hr 1 sys#1 12/18/2019 9:25 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 3 of 4 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT COOLING SYSTEM V # System Type Subtype Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split Singl SEER: 15.5 24 kBtu/hr 720 cfm 0.75 1 sys#1 HOT WATER SYSTEM V # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 40 gal 120 deg None SOLAR HOT WATER SYSTEM V FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 DUCTS V —Supply-- --Return--- Air CFM 25 CFM25 HVAC# # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 241 ft2 Attic 60.25 ft Default Leakage Garage (Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan Feb Mar Apr Ma [X]Jun X Jul (X]Au [X]Se Oct Nov Dec HeatinX Jan X Feb X Mar ' ' Apr f Ma [ ]Jun l Jul [ ]Au [ ]Sep Oct X Nov Dec VentingJan : Feb X Mar X)Apr [ May [ ]Jun [ Jul [ )Aug [ )Sep X Oct 'X Nov :Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MASS Mass Type Area Thickness Furniture Fraction Space Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Main 12/18/2019 9:25 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 4 of 4 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS 354 Seminole Road Permit Number. Atlantic Beach . FL , 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 Statutes)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.The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate code compliance for the building.A copy of the EPL display card can be found in Appendix RD. • 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 enveldthe 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. O R402.4.1.1 InstallationThe 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 R402.4.1.1,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/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 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 retum 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 labeled in accordance with UL 127,the doors shall be tested and listed for the fireplace.Where using tight-fitting doors on masonry fireplaces,the doors shall be listed and labeled in accordance with UL 907. ❑ R402.4.3 Fenestration air IeakageWindows,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 AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited,independent laboratory and listed and labeled by the manufacturer. Exception: Site-built windows,skylights and doors. 12/18/2019 9:26 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) ❑ R402.4.4 Rooms containing fuel-burning appliances. In Climate Zones 3 through 8,where open combustion air ducts provide combustion air to open combustion fuel burning appliances,the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room,isolated from inside the thermal envelope.Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2,where the walls,floors and ceilings shall meet not less than the basement wall R-value requirement.The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403.The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code,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 L/s)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 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 or 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 airflow rate when tested in accordance with ASHRAE 193. ❑ R403.3.3 Duct testing(Mandatory).Ducts shall be pressure tested to determine air leakage by one of the following methods: 1. Rough-in test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the system,including the manu air handler enclosure if installed at the time of the test.All registers shall be taped or otherwise sealed during the test. 2. Postconstruction test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. ❑R403.3.5 Building cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. ❑R403.4 Mechanical system piping insulation(Mandatory). Mechanical system piping capable of carrying fluids above 105°F(41°C)or below 55°F(13°C)shall be insulated to a minimum of R-3. ❑ R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage,including that caused by sunlight,moisture,equipment maintenance and wind,and shall provide shielding from solar radiation that can cause degradation of the material.Adhesive tape shall not be permitted. ❑ R403.5.1 Heated water circulation and temperature maintenance systems(Mandatory)Heated water circulation systems shall be in accordance with Section R403.5.1.1.Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls,temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. ❑ R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump.The system return pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy.The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. ❑ R403.5.1.2 Heat trace systems.Electric heat trace systems shall comply with IEEE 515.1 or UL 515.Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 12/18/2019 9:26 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) ❑ 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'/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). ❑ R403.5.6.1.1 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 bumer(s)of combustion types of service water-heating systems to be turned off. ❑ 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 meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 Solar water-heating systems. 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. El 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 whole-house 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 or for mechanical ventilation shall meet the following criteria: 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2,Ventilation for Acceptable Indoor Air Quality,shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces,attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed space(s),then the walls of the space(s)from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19,space permitting,or R-10 otherwise. R403.7 Heating and cooling equipment(Mandatory). ❑ R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building.The manufacturer and model number of the outdoor and indoor units(if split system)shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1.This Code does not allow designer safety factors, provisions for future expansion or other factors that affect equipment sizing.System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM 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 with HVI Standard 916 12/18/2019 9:26 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) fl 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 return 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. 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. DR403.8 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions 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 system when the pavement temperature is above 50°F(10°C),and no precipitation is falling and an automatic or manual control that will allow shutoff when 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. ❑ R403.10.2 Time switches.Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar-and waste-heat-recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. ❑ R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor-retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating,computed over an operation season,is from site-recovered energy,such as from a heat pump or solar energy source,covers or other vapor-retardant means shall not be required. ❑ R403.10.4 Gas-and oil-fired pool and spa heaters. 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. 12/18/2019 9:26 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 4 of 5 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(Mandatorytne 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. 12/18/2019 9:26 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 5 of 5 • 2017 -AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: SPEED1205(Revised) Builder Name: Doug Speed Street: 354 Seminole Road Permit Office: City of Atlantic Beach City,State,Zip: Atlantic Beach,FL, Permit Number: Owner: Speed Residence Jurisdiction: 261100 w Design Location: FL, Jacksonville U COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air-permeable insulation shall The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. requirements Breaks or joints in the air barrier shall be sealed. The air barrier in any dropped ceiling/soffit shall be aligned with the The insulation in any dropped ceiling/soffit Ceiling/attic insulation and anygaps in the air barrier shall be sealed. 9 P shall be aligned with the air barrier. Access openings,drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed. a material having a thermal resistance of R-3 per Knee walls shall be sealed. 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 and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to (including insulation. maintain permanent contact with the underside of above-garage subfloor decking,or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of 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 walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace Shafts, penetrations Duct shafts,utility penetrations,and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit,or narrow Narrow cavities cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spacts. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls,or insulation that on installation readily conforms to available space shall extend behind oioina and wirirlg. Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls boxes or air-sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub-floor or drywall. Concealed When required to be sealed,concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. 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. 12/18/2019 9:26 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 1 Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: 261100 Permit#: Job Information Builder: Doug Speed Community: Lot: NA Address: 354 Seminole Road City: Atlantic Beach State: FL Zip: Air Leakage Test Results Passing results must meet either the Performance, Prescriptive, or ERI Method OPRESCRIPTIVE 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. O PERFORMANCE or ERI METHOD-The building or dwelling unit shall be tested and verified as having an air leakage rate of not 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 x 60 - 6640 = Method for calculating building volume: CFM(50) Building Volume ACH(50) O Retrieved from architectural plans PASS •Code software calculated When ACH(50)is less than 3, Mechanical Ventilation installation O Field measured and calculated 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 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 thecode 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: 12/18/2019 9:27:10 AM EnergyGauge®USA 6.0.04(Rev. 1)-FlaRes2017 FBC 6th Edition(2017)Compliant Software Page 1 of 1 Manual S Compliance Report Job: SPEED830 +I+ wrightsoft p p Date: 12117119 Entire House By: DRS Buehler Air Conditioning 207 20th Street North.Jacksonville Beach.FL 32250 Phone:904 474.5972 Project Information For: Doug Speed Phone:904.654.4244 Cooling Equipment Design Conditions Outdoor design DB: 93.0°F Sensible gain: 17291 Btuh Entering coil DB: 76.5°F Outdoor design WB: 77.0°F Latent gain: 3693 Btuh Entering coil WB: 63.3°F Indoor design DB: 75.0°F Total gain: 20985 Btuh Indoor RH: 50% Estimated airflow: 800 elm Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Carrier Model: 25HBC524A00300+FB4CNP025L Actual airflow: 800 cirri Sensible capacity: 17334 Btuh 100%of load Latent capacity: 4619 Btuh 125%of load Total capacity: 21953 Btuh 105%of load SHR: 79% Heating Equipment Design Conditions Outdoor design DB: 32.0°F Heat loss: 24531 Btuh Entering coil DB: 69.2°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Carrier Model: 25HBC524A00300+FB4CNP025L Actual airflow: 800 dm Output capacity: 18721 Btuh 76%of load Capacity balance: 34 °F Supplemental heat required: 5810 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 800 elm Output capadty: 6.1 kW 84%of load Temp.rise: 53 °F Meets all requirements of ACCA Manual S. wrightsoft tots-Dec-1809:02:08 Right-Suite®Universal 2019 19.0.13 RSU13256 Page 1 E'Buehler Pir\MISC\354 Seminole Rd(Speed).rup Calc=MJ8 Front Door faces: E Job: SPEED830 +I+ wrightsoft Project Summary Date: 12/17/19 Entire House By. DRS Buehler Air Conditioning 207 20th Street North,Jacksonville Beach,FL 32250 Phone:904.474.5972 Pro'ect Information For. Doug Speed Phone:904.654.4244 Notes: 354 Seminole Road Speed Residence Desi•n Information Weather. Jacksonville,Intl Airport,FL,US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 50 grub Heating Summary Sensible Cooling Equipment Load Sizing Structure 21495 Btuh Structure 13502 Btuh Ducts 3036 Btuh Ducts 3789 Btuh Central vent(0 dm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 24531 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 17291 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2903 Btuh Ducts 790 Btuh Central vent(0 dm) 0 Btuh Heating Cooling (none) Area(ft2) 830 830 Equipment latent load 3693 Btuh Volume(ft3) 6640 6640 Air changes/hour 0.61 0.32 Equipment Total Load(Sen+Lat) 20985 Btuh Equiv.AVF(dm) 68 35 Req.total capacity at 0.70 SHR 2.1 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER Trade CARRIER Model 25HBC524A00300 Cond 25HBC524A00300 AHRI ref 9154943 Coil FB4CNP025L AHRI ref 9154943 Efficiency 9 HSPF Efficiency 12.5 EER,15.5 SEER Heating input Sensible cooling 16800 Btuh Heating output 24000 Btuh @ 47°F Latent cooling 7200 Btuh Temperature rise 27 °F Total cooling 24000 Btuh Actual airflow 800 dm Actual airflow 800 cfm Air flow factor 0.033 dm/Btuh Air flow factor 0.046 cfrn/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.82 Capacity balance point=34°F Backup: Input=6 kW, Output=20658 Btuh,100 AFUE Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft. 2019-Dec-18 09:02:08 �� Right-Suite®Universal 2019 19.0.13 RSU13256 Page l 6!""X..,A E1Buehler ArVvtISC1354 Seminole Rd(Speed).rup Calc=MJ8 Front Door faces:E +I+ wrightsoft Right-J® Worksheet Job: SPEED830 Entire House Date: 12/17/19 By: DRS Buehler Air Conditioning 207 20th Street North,Jacksonville Beach,FL 32250 Phone:904 474.5972 I1 I Room name Entire House I Whole House 2 E posed wall 137.6 ft 137.6 ft 3 Room height 8.0 ft 8.0 ft heat/cool 4 Room dimensions 830.0 x 1.0 ft 5 Room area 830.0 ft' 830.0 ft Ty Construction U-value 1 Or HTM Area (ft") Load Area (ft) Load number (BtubiftF--°F) (Nub/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VI/ 12C-09/v 0.091 n 3.46 2.33 236 210 726 489 236 210 726 489 G 3A-2ov 0.340 n 12.92 12.13 26 0 336 315 26 0 336 315 . W 12C-0sw 0.091 e 3.46 233 142 122 422 284 142 122 422 284 111 D 11 J3 0340 e 0.600 e 1 22.80 18.361 20 20 456 3677 201 20 456 3671 • W 12C-0sw 0.091 s 3.46 2.33 302 242 837 564 302 2421 837 564 I-G 3A-2ov 0.340 s 12.92 24.40 60 0 775 1464 60 0 775 1464 16 415 8 3A-2ov 0.340 w 12.92 43.93 0.091 w 3.46 2.33248 70 178 0 904 3075 24816 415 0 170 904 3075 P 112C-Osw 0.091 - 3.461 1.43 1721 152 526 217 1721 152 526 217 LD 11J0 0.600 w 22.80 18.36 20 20 456 367 20, 20 456 367 P 16B-19ad 0.049 - 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 w 122 1.73 830 830 1009 1437 830 830 1009 1437 F 19A-19bsw 0.049 - 0.001 0.00 0 0 0 0 0 0 0 0 F 22A-tph 1.358 w 51.601 0.00 830 202 10414 0 830 202 10414 0 I I I I 1 I 1 1 1 I I I 1 I i I i I 6 c)AED excursion 347 347 Envelopeloss/gain 17477 9342 17477 9342 12 a) Infiltration 2819 700 2819 700 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 2 460 2 460 Appliances'other 1800 1800 Subtotal(lines 6 to 13) 20295 12302 20295 12302 Less external load -1200 -1200 -1200 -1200 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 21495 13502 21495 13502 15 Dud loads 14% 28% 3036 3789 14% 28% 3036 3789 Total room load 24531 17291 24531 17291 Ar required(cn) 800 800 800 800 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. /44- wrightsoft- 2019-Dec-1809:02:08 _ -• Right-Suite®Universal 2019 19.0.13 RSU13256 Page 1 ACC E:BuehlerPir\WlSC\354 Seminole Rd(Speed).rup Calc=MJ8 Front Door faces: E BuildingAnalysis Job: SPEED830 -�+ wrightsoft Date: 12/17/19 Entire House DRS Buehler Air Conditioning 207 20th Street North,Jacksonville Beach,FL 32250 Phone:904.474.5972 Pro'ect Information For: Doug Speed Phone:904.654.4244 Design Conditions Location: Indoor. Heating Cooling Jacksonville,Intl Airport,FL,US Indoor temperature(°F) 70 75 Elevation: 30 ft Design TD(°F) 38 18 Latitude: 31°N Relative humidity(%) 30 50 Outdoor. Heating Cooling Moisture difference(grub) 11.5 50.0 Dry bulb(°F) 32 93 Infiltration: Daily range(°F) - 18 ( M ) Method Simplified Wet bulb(°F) - 77 Construction quality Average Wind speed(mph) 15.0 7.5 Fireplaces 0 Heatin• Component Btuh/ft2 Btuh %of load Walls 3.5 3126 13.4 Glazing 12.9 2016 8.6 walls Ducts Doors 22.8 912 3.9 Ceilings 1.2 1009 4.3 GlazingInfiltration Floors 12.5 10414 44.6 �' Infiltration 3.0 2819 12.1 Doors '' Ducts 3036 13.0 Piping 0 0 Ceilings Humidification 0 0 Ventilation 0 0 Adjustments 1200 Floors Total 24531 100.0 Coolin• Component Btuh/ft2 Btuh %of load Walls 2.2 1969 12.2 Walls Internal Gains Glazing 33.3 5202 32.3 Doors 18.4 734 4.6 Ceilings 1.7 1437 8.9 Floors 0 0 0 Infiltration 0.8 700 4.4Ducts Ducts 3789 23.5 Ventilation 0 0 Glazing Internal gains 2260 14.0 Blower 0 0 Adjustments 1200 Infiltration Total 17291 100.0 Doors Ceilings Latent Cooling Load=3693 Btuh Overall U-value=0.167 Btuh/ft2-°F WARNING:suspicious slab-on-grade floor perimeter in Whole House. wrightsoft' 2019-Dec-18 09:02:09 -.. Right-Suite®Universal 2019 19.0.13 RSU13256 Page 1 E:1BuehlerAir VNISC1354Seminole Rd(Speed).rup Calc=MJ8 Front Door races:E l i • Fa 129 dm 11 129dm • 7 7" Master B: •room 301dm 81 dm Ir 6„ 1`10111:0641/4__ 12" 4„ 81 dm 6„ 1111 4' W � 34dm IC Kitchen/Great Rm 20 dm Master Bath 81 dm 81 dm -14„ 79dm 6" 6" Mud/Lau •ry 'oom 6" 452 dm14" immisrx 4 Foyer 6 12" � � 65 dm Pwdr Room Iwo! Garage System Summary Job: SPEED830 4 wrightsoft Duct Date: 12/17/19 Entire House BY: Buehler Air Conditioning 207 20th Street North,Jacksonville Beach,FL 32250 Phone:904.474.5972 Project Information For: Heating Cooling External static pressure 0.20 in H2O 0.20 in H2O Pressure losses 0 in H2O 0 in H2O Available static pressure 0.20 in H2O 0.20 in H2O Supply/return available pressure 0.128/0.072 in H2O 0.128/0.072 in H2O Lowest friction rate 0.100 in/100ft 0.100 in/100ft Actual airflow 723 chit 723 cfrn Total effective length(TEL) 237 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (din) (dm) FR (in) (in) Matl Ln(ft) Ln(ft) Trunk Foyer h 1831 65 36 0.100 6.0 Ox 0 VIFx 13.1 115.0 st2 Kitchen/GreatRm c 1776 66 81 0.100 6.0 Oxo VIFx 22.0 115.0 st2 Kitchen/GreatRrr-A c 1776 66 81 0.100 6.0 Oxo VIFx 28.9 120.0 st1 Kitchen/GreatRm-B c 1776 66 81 0.100 6.0 Oxo VIFx 16.9 115.0 st1 Kitchen/GreatRm-C c 1776 66 81 0.100 6.0 Oxo VIFx 13.5 115.0 st2 Master Bath h 975 34 32 0.100 4.0 Ox 0 VIFx 24.0 120.0 st1 Master Bedroom h 3661 129 104 0.100 7.0 Ox 0 VIFx 29.1 120.0 st1 Master Bedroom-A h 3661 129 104 0.100 7.0 Ox 0 VIFx 31.9 120.0 st1 Mud/LaundryRoom c 1740 64 79 0.100 6.0 Oxo VIFx 14.2 115.0 st2 PwdrRoom h 847 30 25 0.100 4.0 Ox 0 VIFx 20.6 115.0 st2 vvic c 450 9 20 0.100 4.0 Ox 0 VIFx 17.9 115.0 st1 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfrn) (dm) FR (fpm) (in) (in) Material Trunk st2 PeakAVF 289 302 0.100 384 12.0 0 x 0 VinIFIx st1 PeakAVF 433 421 0.100 405 14.0 0 x 0 VinIFix A+ wrightsoft 2019-Dec-1809:1659 Right-Suite®Universal 2019 19.0.13 RSU13256 Page 1 E:Buehler Air\MISC\354 Seminole Rd(ManD).rup Calc=MJ8 Front Door faces:E Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (dm) (cirri) (ft) FR (fpm) (in) (in) Opening(in) Matl Trunk rb2 Ox 0 301 271 85.0 0.084 384 12.0 Ox 0 VIFx rb1 Ox 0 422 452 82.2 0.087 423 14.0 Ox 0 VIFx -11a- wrigtrtsoft` 2019-Dec-1809:16:59 ,�,,,.,„,,,.,_ Right-Suite®Universal 2019 19.0.13 RSU13256 Page 2 ACCt E:\BuehlerArrWISCt354 Seminole Rd(ManD).rup Calc=MJ8 Front Door faces: E 'ea7.'S,- i • 7X7° I 7X0 do" WA" I 1soar" I • �A I o c f I I Y i • 1 J I 1— \ IL tee,--, 4 id' r l e• rir.1..._—lti6Mi �_��tit OM!— dI�- YaT SN Ort T1U apt ___ ___ I stat" �.�M�Ojtf EMOIMONMEIMIlill= aM MN MIMI NM MN oOO~ I *A' _ bI>' 61p;IIIIIMINY ` _ X0.50 5�� lair Ic r 0 _FRONT ELEVA�3 ON_._.._ -- 12. 3Y Si G ,�� Q Gd :LE =`_ � tv c It r \ s1 Mg fp0 Wan 7r 4 5''I 4k. '–\ - tP'd �' qF�^ 1p {0 k�w rlw — g t , CL. 26 s tas low �\ AO � IL" 1"r Ali 40_ HALM t AO aieticivriR O 0 ' nl i: .R�aa 1A am c. V - o Q ! 'Ei_f_ O a cX9Nrn Duct Soed pet ASMRAF Standards ZT ri /1 I P\ LE . • \ w iki t.u••O$ Z2 SexGgl Alit Total ,. et U ietaI CFM,•9/O Duct SAes axown In Area%tenth Ac e)Zr S*COx P 7KR ANT-tar-L-0 r L-0 4oe - i[t- ISC .J b.`.A Ayb eoxA..ee0 MA90'Ip C-CFM on Drawing 18 H" PAs tJK-'f.AlD'fiNfit7 JS LI— /_�_ 41110 — , td _'iI1. Ree iYO.wS • • –s 1 tl'trOHO Hrw:E so rf.iMA! (/ UMP.J 07:110 R- Ari 7. 19 0�AATIM !f IMi A 7e 8f,:Sffsiudl Q IC4••,..ec ar ,le , tie,1le", 48 13'r s 31'0" . y Jr SPEED RESIDENCE e4 '°" ir+aag .mowtw -?s ____________L________=51&Rw.xea 140,,,gals?,FLOOR PLAN TYPIA_WALL SECTION Root Fao�T �caEcws+ fCTfp� V A— e— _CStMt,st.,. x35#SEcR.oio w.. I�Tt ANTzc Rctt x.Kc 32233 19-1795 4 i+MroP e • \n, " 1 et ,.... to......, r N...\ ‘IS N '(' /--\ Q 1 . rilt -z. v\ t IA :- ' . - Xk c-- 1 ` -® _o o ,,% u • e* \ • 3 c r-\\ 'N.,, .e, \''S 6 I . v, 17)(C10' '-‘0 C. rii., . 1 j - . IV c-ciA . 1 l 1 . / i // 1 6 C\0...-{N - I ...,----- / t,=, 111111ip I 6 AO -- ._ _ t G)(NU . '-. -I-- '' I . _. 1 ri 0 c-v-m k . A r 1 pki cithl --- - - ._ A.4.___, • -:------.. 4---_ • • . . 1.] - ' 1 i tkpx ‘ 0 .k : qoccti litb-ie ',', • , 1 til__ _-----____ -....4i 1 ! 1 6 Xd 0 1 6)(\0 1 1! 1 (..... 1 ! Ct 0 C.,1-1 --------; 1 , / k i i.. , . _ , --, // ___ ., 1-111111111MIER1 i 1 , ------_, . . - LI Rx1.5 1 11 H 1 : -------\ . ,------1 I i 0 \ H ------__ . : to-- _ • Come A u0 .\ - - •r-kvu: ,.)(5 1 ;, 10 Cr • I l I ) I 1 I I 1 � � l Li, J 1 ,z. 1 8,02 t2 0 1 O 0 -1° i J.cul Tom. ^ 3...t L I 1 IA' a I inN „'•rllfici..i n w ar,, i.....t. .- ,._, _.....____ . my ,,,,.......,. ,_, X i 1 I I : = 8x10 i I I stir iI4* o u { P o Ti II' .._1 — — f a.t )21 , 1X- REToRV (4''A`DucT £ AN Ic ry Aid temps 1.z1SuPPI_Y DA i. • _117 0 + 3 . Li___IL, _..±. ,, , . . I1 (Fia►,, ( D a - ., ! t I --379.--;.)v. �51.,p_L(? evc."1.er F,r. Ca.J,A:oval rl It ft OFFICE COP 16 GAGMIN3 GALV. 14TH DURASAFE 2'FOGA.STRUT(I)PER TDP N45 INTERMEDIATE SECTION. RESIDENTIAL TR ROLLERCENTER HINGE ATTACHED BOTTOM SECTION REQUIRES a)3'VGA STRUT. DRACKET ATTACHED W/f3) 2'20 GA STRUT ATTACHED W/(4)1/4'x 3/4• ALL STRUTS ATTACHED W/CO 1/4'x 3/4' 1/2'X 3/4'HEX HEAD SCREWS /NE%2HEAD,SCREWS HEX HEAD SCREWS 13/2'2 �)ISSO) 1 r HEX MEAD SCREWS AT EACH STILE EI<MIEt_ (12 -_ n 2'MA.STRUTS P7 TA FXTFRMIR MI6 11500 L 1550} - 16 RESIDENTIAL TOP FIXTURE ATTACHED �'— 3'20 GA STRUT ON 24 GA EXTERIOR SKIN(1200) �i V/(3)31 1/4'x 3/4'HEX HEAD SCREWS 1113311111111111 ADJUSTABLE SLIDE BRACKETTTin .BOTTOM SECTION •:.;— ADJUSTABLE SLIDE BRACKET ATTACHED ADJUSTABLE CHED WI(2)VI'x 1/2' ♦4 N/(2)1/4'x 1/2'DOLT AND NUTS CARRIAGE BOLTS AND NUTSIIMIll. MI ♦41 2'NYLON OR STEELTETIN O♦i S•(MIN)STEM ROLLERIIIIIIMINIIMINIP L♦♦��• 27 GA INTERIOR SKIN V/7/16'RETAINER FOR Q �' L, ♦ NON-THREADED SHAFTS 11111 VIIIIIPPr ;♦� TYPICAL TOP FIXTURE 1 61 N.T.S. 1 TYPICAL DURASAFE CENTER HINGE® N.T.S. * O A♦♦♦4 ♦• POLYSTYRENE INSULATION ON HINGE ATTACHEDFE END D)1/ 4 L� MI 0.5.73.U•0.17TG �V A HEX HEAD SCREWS )�♦� CFC-FRCE EXPANDED 15 3/4•fY , 4p. 1-i- 2'GA S.RUTUON 2'NYLO1 13REM STEEL 3.20 GA STRUT ON ; E.HINGE __ BOTTOM SECTION , ,Q, NW STEM REELER - -� V/7/16'RETAINER FOR H— N 11 X22 1/2• 104-THREADED SHAFTS �qi 20 7/2.21' i®i 1=I'ij �H i� �711�=. ;;;;/1 2' 1.— _ ----- 1 t4aa nuusAFE ♦ --_ - • �7 ROLLER CARRIER ATTACHED O♦ice 21' ROLLS RASAFE A• ,B'D' 1B' 21' ` HE%NERDSCREWSAO a•ONINTANn1I SEFTIOIS1B1/B• �`ME __ 4�♦� 3'ON HTN SECTION 71• TYPICAL DURASAFE END HINGE jj! NTS © 40� . _ Milltl STEP/LIFT 141NDLES ATTACHED ."4; y/(2)1/4-PD X 1 7/A(NRA L(sso) pyO l3 Ga MORTON)BRACKET :4 WAR)1/4-20 X 2 1/2(1200) 12 1/4.21' �6 Z!•18 1/4' 13 HEADD SCREWS 1/4'X 3/4•HE ♦ 41 . BOLTS AND V4%20 NUTS 0 ( r II �r �: 13 GA DUTTON BRACKET ATTACHED WM)1/4'X 3/4• 5( A HiL HEX HEAD SCREWS. 4B%1 I,•I-.15 HEY IRSLRP1U6 O ROISO1S '1 DAR/Br g 2'NYLON OR STEEL SECTION HEIGHT SECTION HEIGHT S'(MIN)STEM ROLLERWI CONT.ALUM EXTRUSION X• IIII NMI-THREADED SHAFTS6'RETAINER R WI CONT.VINYL ASTRAGAL - MAX SIZE a,,..RE SUE1iii �L9 STRUT SPACING STRUT SPACING TYPICAL BOTTOM BRACKET SECTION A-A (SIDE VIEW) Q'x T4' a A„:,F'P�°;ENe&-...4"..9,. g INSIDE ELEVATION N.T.S. O N.T.S. DESIGN LOADS a .*fid;▪'' i • N.r.s. �� 422.7 PS' IL rte: No ^104857 .•Co i=r1M ID>1/4• 3/4' -30.7 PSF HEX MEAD SCREWS i +`.y}� '( • 2'20GA. MEM= TEST LOADS C G✓ A• Ti (I)5/12'OA x 1-6/2' STRUT +40.1 PSF �'Q: n LAG BOLT ATTACHED TO JANE STOP MOULONo -42.1 PSFy 61. 4 OF AT EA JAMB BRACKET N/FLEABLE SEAL 114111WTROT CLIP SE (SUPPLIED BY INSTALLER) 57 �• Q �� LL ENENDGSTI EEK STEEL p I •6";5s▪.'..4,9.R...............� TYPICAL TOP STRUT ATTACHMENT N.T.S. ® �FL 'ejs'011�°� , iN Il�I (� _ THE METHOD OF TESTING WAS IN SUBSTANTIAL CONFORMANCE WITH THE 11-.... / 467411 PROCEDURE DESCRIBED N DASMA 108. THE PRESSURES SHOWN ON THE a j DRAWINGS WERE CALCULATED USING ASCE 7-10 WTH THE FOLLOWING INS CARRIAGE COURT WINSTON-SALEM,N.C. 27105 WVVANARR.CDH PARAMETERS(3 FEET OF DOOR MOTH IN THE END ZONE, ROOF AT ANY SLOPE): MODEL #1500 STRATFORD 3000 GLH RWAiteR MODEL #1200 HERITAGE 3000 PM ROLLER PLLER MODEL #1550 OAK SUMMIT 3000 2'QALY.STEEL TRACK 2 X 6 STP OR SPF WIND SPEED (MPH) 168 152 145 138 133 TRACK THICKNESS.051' :_ . N• ► ► (NO.2 OR BETIER) - SHORT, LONG, FLUSH & OAK SUMMIT PANELS EXPOSURE LEVEL B C C D D 52 DORM RR DAR Cl/22/12 CR6MRAIER MEAN ROOF HEIGHT_ 30' 15' 25' _ 15' 25' B OICDODor DAIS IRC-1509-130-15 SHEET I OF 3 411, c„,,,,-41/4_ e, 6..G O V A. 4 OPTIONAL SHORT AND LONG PANEL GLAZING LAYOUTS GLAZING MEETS ASTM E1300-04 I /7/// 2/I I 7 ///// I I ii. t. MONZEIMI / / ;:*/ O j/ Lumni.j.• TLIPSF TTnN { 10-0/D' 0-I/8' TOP SECTION ,intri 1.1/1 •r rid �/ /� /��/��/ , �/ �/, NTS HST — FASTENER DETAIL NTS SLS PANEL GLAZING FASTENER DETAIL PANEL GLAZING T cC TiQl. INTERMEDIATE SECTION BO ■f SPLIOE TRACK$AT TMS LOCATION GLAZING OPTION CROSS SECTION -.1I SEC 9E1�4�B 1*TMg(3y rye oa e'N'/a' LAG DOLTS GLAZING NOT AVAILABLE IN VTND-BORNE DEBRIS REGION I II Oadnn 1�DON FAAE CnNur TABLE 2 2EVI olmrnaaa I am �ar ylY IDDc�4Ati s DOORTRACK ATTACHMENT SPLICE 1<sPI CE112 CA.CALS. HEIGHT0 0 u artei��/-- JAYS BRACKETSEL3 4< B . D�{ i©I� S9 9Z4•E �_ �e��,y. SHfj/P��'q3 �� IY_'ID-EATTAaED W/(1)1/.'-20 •'•' -. . Ir "E'3lSLu`. •GN6 �� rt•....... 'W '•iL J TRACX SPUCE DOLT!NUT 7 10 --- "' : ew V��;��,E1'J FFri'/?%!I�AI$I�' r---- Cy, �y ® p 1 76DESIGN LOAD$ '.NI IE�O SOEE i!s t ,,. E" . sr. T.,S' $ +28.7 P$F d .."�.�Z', 1 t V, $AT FA01 roa fRA1E IKEOLD NBx.. 8 -= i. -70.7 PSF n�^ ho 304.S7fT PgSECTION B—B 1� ® ",58 hsr P:�n 10 ® 58" 82"-- 100" P5 : 10 X10® 58"int 1 gr n.��z.'i�d pS� '��F4��„0;7 C?.••�,�• TRAP(CONFIGURATION FOR Bb'UP TO 14'TALL DOORS(SEE TABLE 2) 1 ,r _- B 4/ON sf(11A71.T' ..1 V N.T.S. -' mAa � .,a�° �� FL Panaal.so a;~, SPFdFICATONC AN^ -� 11' 10��® 58" �y82" 106"1.1 124" �C�//j��'�a�y�y�� 1. DOORS AND HARDWARE WILL BE DESIGNED, MANUFACTURED Wait IA " 106' 1a. J� AND INSTALLED WITH STANDARDS AS SET FORTH BY PASHA. INTERIOR OF GARAGE 12 10 ® 58' 82 1O6 136• 2. DOOR SECTIONS SHALL BE 27 GA. MIN. (.016') INTERIOR AND EXTERIOR MAX.MOTH o'9' u �„$; (l .„,,11,1041.12:0°ed �F9I ROLLED FORMED LIGHT COMMERCIAL N. (.01 .:' 145 CARRIAGE COURT VINSTON-SACRA NC, VICO yVV.AR3000 y� 3. DOORS UPTO 70"HIGH CONSIST OF(4)SECTIONS AS SHOWN. 13' 10'® 58" 82 106"130 146" MODEL #1500 STRATFORD 3000 4. DOORS UPTO B'0"HIGH CONSIST OF( SECTIONS AS SHOWN. �Tk: a ?^ Y � yyYY C -- MODEL #1200 HERITAGE 3000 5. SUPPORTING STRUCTURAL ELEMENTS SHALL BE DESIGNED JAYS DE$Ilil LOADS { { { { { I { { { l I q5" x82'90+A.El'14160 MODEL #1550 OAK SUMMIT 3000 BY A REGISTRED PROFESSIONAL ENGINEER FOR WIND LOADS -139.2 LBS/PT SEE NOTES 1 11.011 10" 58" 82" 106"130" 160" SHORT, LONG, FLUSH & OAK SUMMIT PANELS INDICATED ON THIS DRAWING IN ADDITION TO OTHER LOADINGS. -139.2 LBS/F7 ALL WITH TRACK OR SPF NO.N2 ORT ABETTER CING ONLYALLOWED SOS G mer DAG RR OME �/a�2 IRC-1509-130-15 HET 2 1 3 (11 OFFICE COPY PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA (*REQUIRED) *Project Address: 33 2 S P'1 /Aid /e Permit#: GZ/IS idi" Q 3 31 ��/ l r t *Owner/Project Name: A41 `rU� (-AY•4•N fV.tJt U (.T. -�i✓C_ As required by Florida Statute 553.842 and Florida Administrative Code Rule 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 above. 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:www.floridabuilding.org. Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# A. EXTERIOR DOORS 1. Swinging Aft GSt"�J�-j ' '� �' i a-} rle)e^PY" _ 36-3‘ 2.Sliding 3. Sectional 4. Garage Roll-Up 5.Automatic cryv8 6. Other mo �SU� _ xr'. cj40-r- P6L )`f'cl q(C3, I B.WINDOWS ` 1. Single hung /4^401(A--/ t�'01/P+ti^� W\ O� ^1S 2. Horizontal slider /96A ' C . * ft / V -I / 2-f r 3. Casement 4. Double hung 1� j 5. Fixed 6.Awning 7. Pass-through 8. Projected 9. Mullion 10. Wind breaker id\c" 11. Dual action 12. Other ag Page 1 of 4 Updated 10/17/18 Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# C. PANEL WALL 1. Siding /A ✓(yIG Z•Ft.p c eivt CNS- .Jaei✓c! 2.Soffits 3. EIFS 4. Storefronts 5. Curtain walls 6. Wall louvers 7. Glass block 8. Membrane 9. Greenhouse 10.Synthetic stucco 11. Other D. ROOFING PRODUCTS 1. Asphalt shingles 6'/ j1`Ader/;u "' ooS S)itiglt'S /0/99- Pa 2. Underlaymentsi o.•-. �:o ?c e.`-N -S4-C (K /a 3 A 8 3. Roofing fasteners 4. Nonstructural metal roof 5. Built-up roofing 6. Modified bitumen 7.Single ply roofing 8. Roofing tiles 9. Roofing insulation iZ-3 0 10.Waterproofing 11. Wood shingles/shakes 12. Roofing slate 13. Liquid applied roofing 14. Cement-adhesive coats 15. Roof tile adhesive 16. Spray applied polyurethane roof 17. Other Page 2 of 4 Updated 10/17/18 Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# E.SHUTTERS 1.Accordion 2. Bahama 3.Storm panels 4. Colonial 5. Roll-up 6. Equipment 7. Other F.STRUCTURAL COMPONENTS 1. Wood connector/anchor 2.Truss plates 3. Engineered lumber 4. Railing 5. Coolers-freezers 6. Concrete admixtures 7. Material 8. Insulation forms 9. Plastics 10. Deck-roof 11.Wall 12.Sheds 13. Other G.SKYLIGHTS 1. Skylight 2. Other H. NEW EXTERIOR ENVELOPE PRODUCTS 1. 2. Page 3 of 4 Updated 10/17/18 In addition to completing the above list of manufacturers, product description and State approval number for the products used on this project, the Contractor shall maintain on the job site and available to the Inspector, a legible copy of each 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 Name (Print Name): :/W, ._) eC � *Contractor Signature: 4-4•Aky, *Company Name: Ip GN GGACA Wei41,4✓C, ! f ►� 4� Grs *Mailing Address: /� U17 • SCM (i vX al, *City: 40, '`c Se/1 ,'2 *State: / *Zip Code: 342,2 i *Telephone Number: 1'014 6Ci/ "7 ?1 9 *E-mail Address: dS1>E'CCI ) p rviv.G'``t Cell Phone Number: Fax Number: <4,4 Page 4 of 4 Updated 10/17/18 geP. • -. oliely GP.� 0 d OFFICE COPY M MASONITE. 149 MAX. OVERALL FRAME WIDTH CC 10 co0 FIBERGLASS DOOR UNIT 21" MAX 36.375" Max. 0 416 -D.L.D.-, PANEL WIDTH- 37.5` MAX. Q 6'8"DOUBLE DOOR WITH/WITHOUT SIDELITES , W/ASTRAGAL I FRAME WIDTH ~ (Y ti GENERAL NOTES f i I 1 Q 0 1. EVALUATED FOR USE IN LOCATIONS ADHERING TO --rt-- 1 .. + • ` ' n THE FLORIDA BUILDING CODE AND WHERE PRESSURE • r W O Q REQUIREMENTS AS DETERMINED BY ASCE 7, MINIMUM '� v ` ` d . Z a.U DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES. , DOES NOT EXCEED THE DESIGN PRESSURES LISTED. I I .LU 10 0 2. WHEN INSTALLED IN THE HIGH VELOCITY HURRICANE ZONE (HVHZ). n ' - O IF) HURRICANE PROTECTIVE SYSTEM (SHUTTERS) IS REQUIRED. rs,a 0 3. WHEN INSTALLED IN THE WIND-BORNE DEBRIS REGION. °p X 3 EXCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ) ¢ , HURRICANE PROTECTIVE SYSTEM IS NOT REQUIRED ON OPAQUE CD z O + ` , PANELS. BUT IS REQUIRED ON GLAZED PANELS. i --I I • ` ` WW ® 4. POLYURETHANE CORE FLAME SPREAD INDEX OF 50 ' AND SMOKE DEVELOPED INDEX OF 60 PER ASTM E84. ` ` ' ` a 5. PLASTICS TESTING: ' TEST DESCRIPTION DESIGNATION FACING UTE FRAME $ r�n IGNITION SELF TEMP ASTM 01929 I 752 'F > 650 'F 842 'F > 650 'F I < RATE OF BURNING ASTM D635 0.56 IN/MIN 1.28 IN/MIN ? SMOKE DENSITY ASTM D2843 53.4% 70.2% 1 o- ' ' ` ' ` ' ` I • ' r u E''g TENSILE STRENGTH* ASTM D638 3.2% DIFF 1.8% DIFFI 1I In _ a 6. PLASTICS TESTING OF WORLDWIDE COMPOSITE FRAME (WHERE USED): TEST DESCRIPTION DESIGNATION RESULT o SELF IGNITION TEMP ASTM D1929 i 779 'F > 650 T AdArd.IBIoI i o RATE OF BURNING ASTM D635 0.0 IN/MIN DOUBLE DOOR UNIT W/SIDEL/TE$ a a SMOKE DENSITY ASTM D2843 39.0% C A2tln}�2 � ) TENSILE STRENGTH* ASTM D638 3,6% DIFF O9 T MB.Ama t�Wtl N cn� • COMPARATIVE TENSILE STRENGTH AFTER WEATHERING ' 4500 HOURS XENON ARC METHOD 1 ' 0 0 in 0 , I , 0 9 , 1 , , . i .8 ,zo., di! El ' . : . •0 0 9 9 •11 0 I a.< (7,0 • . 1 .. ,• , • , , [1 . E4 9 a 1....-j • ]..1 n n .:, . I:I [I] , 0 0 0 0 , , .1! 0 0 ' 0 0 : 0 0 ,I Li Li 0 9 L._..... , I 1 i �� W SINGLE DOOR UNIT DOUBLE DOOR UNIT SINGLE DOOR UNIT SINGLE DOOR UNIT SINGLE DOOR UNIT W/SIDELITE.$ DOUBLE DOOR UNIT W/SIDEL/TES " a. WITH SOFA ITF WITH SIDELITE n""• ro' WHERE WATER INFILTRATION PERFORMANCE IS I DESIGN PRESSURE RATING REQUIRED TO BE 15% OF DESIGN PRESSURE CONFIG ' MAX WIDTH INSWING OUTSWING I INSWING BUMPER 0/S Z-SERIES 0/S HP 0/S T4 0/S ' HIGH DAM 0/S , ' rota 0 x 37.5" .+60.0 / -65.0 +60.0 / -60.0 ' NIA +25.0 / -25.0 +40.0 / -40.0 +50.0 / -50.0 +60.0 / -60.0 +55.0 / -55.0 ;z XX 74" ;+50.0 / -50.0 +50.0 / -50.0 N/A +25.0 / -25.0 +40.0 / -40.0 N A +50.0 5 -50.0 +50.0 -50.0 ' OX or XO 75" ',+50.0 J -50.0 +50.0/ -50.0 ' N A +25.0 / -25.0 +40.0 / -40.0 NZA +50.0 / -50.0 +50.0 2 -50.0 DMZ, 4/26/17 OXO 112.5" +50.0 / -50.0 I+50.0 S -50.0 N/A - +25.0 / -25.0 +40.0 OXXO 149' _+50.0 / -50.0 •+50.0 7 -50.0' N/A +25.0 / -25.0 +40.0 2 -40.0 N/A +50.0 / -50.0 +50.0 / -50.0 es. i Ste' N.T.S. TABLE OF CONTENTS iowc.BY: SWS CHIC BY: SHEET # DESCRIPTION KURT BALTHAZOR DRAWING No.: 1 TYPICAL ELEVATIONS & GENERAL NOTES FLORIDA P.E. DWG-MA-FL0187-17 2 ANCHORING LOCATIONS & DETAILS #56533 3 ANCHORING LOCATIONS & DETAILS SHEET 1 OF 3 ((:0) LO 6"-- — SEE DETAIL — "-6" Q ' 3"--i 3 7_1 Ift '____L_____-_,,i � I 3 ' lir I I i. — 6 D �_ ' qz cn O u — i, I—6" 6•—' — 6" �.- t Ij-- 11$ O Q II Wu, in 0 t- fir• W W Q h — 4 V Y. n SEE DETAIL ^j� `n"D" `' €��' SEE DETAIL �I _ a 1u _ C E DETAIL r --LB vi /') ('1 M ,/'nom) W d + 3" 1 _. 6• 6" 4 i) 12 3s - i ti•t 8 3.. 4 k 3 3- 3 £ 3.I 6' _I L 6• SEE DETAIL j 6' A$ x 2" �l 3 3 m T' r ASTRAGAL RETAINER BOLT HOLE MUST BE DRILLED THROUGH •'\, #8 x 2" #10 x 5/8" THE THRESHOLD & INTO THE ///� STRUCTURE DEEP ENOUGH 110 x 5/8" '�� FOR A 1.375" THROW o #8 x 2" i #10 x 1" DETAIL "E" ASTRAGAL i o Z` /� / �I1E�'!" ATTACH ASTRAGAL RETAINER BOLT DETAIL "F" ASTRAGAL 10 x 2-1 2" c� wae�ampwa� o v) �/ / II 11. 1,46' #10 x 1" STRIKE PLATE TO FRAME /R Qo AS SHOWN. CaAM4/MMn /76 i "I /3 10x58'Woad* DETAIL "C" Oso ./k DETAIL "D" i ',nrW- 1I ,•Ce+/2"...TO0.155 I.co 1/2•M.=GLASS N EV Q 0.962'' 7�''�� I _ of OA1NE).mon .—DEP:0M a nor 0-...c..- :1/0•41' i r 1 J .711P—V.2. (avmw) in' 1.437" rar aar ' Nor�r 1.375" 'VW., � [usrarx`� r—.mx�•mir. ¢lsroym ' _ mas•rErm. ,,�.,,,,,,,,. T �I f,.., ria �m �'I�� 1.nts T T k. YUfH.row.OR"ElA<9P�LER _ WM_ROM OR YET 9VMER( T Q Z INSWING THRESHOLD BUMPER 0/S THRESHOLD HP 0/S THRESHOLD :� • '' 4, "t r" ,xn IV/� +/Y dr[ Nor O /� '/,Z/�t,. oAsrouw `� " EtASIpEE '•ri.,' 4/25/17 1 1 1 A DATE anal i®oe =KO NOM SCALE, N.T.S. 1.482"1Pin 1.75" 1.047" 1.437"Pdlilif Tq TYPICAL GLAZING DETAq, Al T RPUT A71N- DETArL ;,, SWS -J •1 NONIMPACT GLASS NON-IMPACT GLASS T T T CHK.ew DRAWING NO.: Z-SERIES 0/S THRESHOLD HIGH DAM OJS THRESHOLD T4 0/S THRESHOLD DWG_MA-FLD1e7-17 SHEET OF SEE DETAIL 00 — 3" 6" — —6' � � "E" SHT. 2 3" , r 3" �_ r 3 dig 6" I 3"'I 3" i` I_ �• 1x� I - -I-6" 6"-I - - I— —I - I � ► I III 1 6" 6" II 1 I. . 1 V7 O " • rs? I — ►w 0U ins li o ^ q N. SEE DETAIL • Y. U • — — "D" SHT. 2 ��•I I — va r I I— i I �Il III I a ^w SEE DETAIL �� w �I'r — f o "C' SHT. 2 — L:/ w ' �! w In O n 0-4 a H &— 2 e -6" I 11 -I-6" _ ,__ $ 1 Q I f I I ''I I I I I,III J I I I I,, 3"-I , -f _ I- I A�doduogNAM 3" 3'6+_"1— I— g" - 3" — 3" r 1? Calfilloo Awa/7;</3 SEE DETAILI b Mood* "F" SHT. 2 6" 6" ' t — —6" 2 Olt a tg HARDWARE SCHEDULE a; al ATTACHMENT DETAIL. SERIES KWIKSET SERIES 400 GRADE 3 CYLINDRICAL LATCH AND F X 8 SERIES 980 GRADE 1 DEADLOCK HARDWARE TO BE INSTALLED 1. ANCHOR ANALYSIS FOR LOADING CONDITIONS PREPARED, AT 5-1/2" CENTERLINE. SIGNED AND SEALED BY ROBERTO LOMAS, PE #62514) WITH THE LOWEST (LEAST) 1.25" 2. 4" X 4" FULL MORTISE BUTT HINGES. (FLORIDA MIN •,_ t T-0.25" I a FASTENER RATING FROM THE DIFFERENT FASTENERS 1"X1/2' CORRUGATED #10X2" WOOD SCREW ,¢ BEING CONSIDERED FOR USE. JAMB, HEAD, AND M 3" FROM EACH END 6 FROM EACH END a v> THRESHOLD FASTENERS ANALYZED FOR THIS UNIT INCLUDE CL-I I- ��' 1.25" AND 7" OC ANO 12" OC x o Iz MIN 's", t w #10 WOOD SCREWS, 1/4" TAPCONS, AND #10 TEK SCREWS. ` N ="'� MAzx5. A PHYSICAL SHIM MUST BE PLACED IN SHIM SPACE AT EACH WWII" SHIM ACRYLIC mal i ANCHOR LOCATION. TAPCON EDGE DISTANCE MIN 2-1/2". I CAULK g=I WOOD SCREW EDGE DISTANCE MIN 3/4". TEK SCREW EDGE TYPICAL MASONRY CL - �' ," ACRYLIC �' I co-1 DISTANCE MIN 1/2". ANCHOR INSTALLATION ;r,�i CAUELK CL mak' •••' I RcVNG 2. ANCHORING INTO STEEL STRUCTURE MUST BE SUFFICIENT TO t 1X BUCK MASONRY COMBINATION WOOD COMBINATION WOOD ACHIEVE 3 THREADS MINIMUM BEYOND STEEL INTERIOR SURFACE. ANCHOR INSTALLATION MULLION (BOXED) MULLION (BOXED) ' 1.50"— , ' MIN I _. 1—0.25" 3. THE WOOD SCREW SINGLE SHEAR DESIGN VALUES COME FROM M,� (3) #tox2-1/2" (4) Ntox2-1/2" maci ANSI/AF&PA NDA FOR SOUTHERN PINE LUMBER AND ACHEIVEMENT •-r SHIM woo E s WODSCREws �� EACH END EACH END I OF 1-1/2" MINIMUM EMBEDMENT. THE TAPCON MUST ACHIEVE CL-I I- ilt DATE: 4/26/17 MINIMUM EMBEDMENT OF 1-1/4". • i sSCALE. N_T.S.—..44 WOOD BUCKS BY OTHERS MUST BE ANCHORED PROPERLY TO Ll DWG BY: SWS 71TRANSFER LOADS TO STRUCTURE. TYPICAL WOOD BUCK [le •J CM.BY: ANCHOR INSTALLATION DNO 5. MINIMUM DESIGN VALUE STRENGTH OF ANCHORS 155 LBS. INTEGRAL WOOD INTEGRAL WW DWG -MA-MA-FLOIH7-17 MULLION (CHS) MULLION (CHS) SHEET OF y3 Florida Building Code Online Page 1 of 2 OFFICE COPY Z_aAaTI,t%r,F "16 Business & Professional Regulation • BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats&Facts Publications Contact Us BCIS Site Map links Search F ®Product Approval USER:Public User Product Approval Menu>Product or Application Search>Application List>Application Detail OFFICE OF THE FL# FL10124-R23 SECRETARY Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer GAF Address/Phone/Email 1 Campus Drive Parisppany,NJ 07054 (800)766-3411 mstieh@gaf.com Authorized Signature Robert Nieminen Ireith@nemoetc.com Technical Representative William Broussard Address/Phone/Email 1 Campus Drive Parsippany,NJ 07054 (800)766-3411 Tech n icalQuestionsGAF@gaf.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report-Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 10/18/2021 Validated By John W.Knezevich,PE ./ Validation Checklist-Hardcopy Received Certificate of Independence FL10124 R23 COI 2019 01 COI NIEMINEN.pdf Referenced Standard and Year(of Standard) Standard Year ASTM D1970 2015 ASTM D3161 2016 ASTM D3462 2010 ASTM D7158 2011 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquracBeVCbd... 10/15/2019 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 08/16/2019 Date Validated 08/16/2019 Date Pending FBC Approval 08/21/2019 Date Approved 10/15/2019 Summary of Products FL# Model,Number or Name Description 10124.1 GAF Asphalt Roof Shingles Fiberglass reinforced 3-tab,laminated, 5-tab and hip/ridge asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ:No FL10124 R23 II 2019 08 FINAL ER GAF ASPHALT Approved for use outside HVHZ:Yes SHINGLES FL10124-R23.Ddf Impact Resistant:N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party:Yes Other: Refer to ER, Section 5. Evaluation Reports FL10124 R23 AE 2019 08 FINAL ER GAF ASPHALT SHINGLES FL10124-R23.Ddf Created by Independent Third Party:Yes Contact Us::2601 Blair Stone Road.Tallahassee FL 32399 Phone:850-487-1824 The State of Florida Is an AA/EEO employer.Coovriaht 2007-2013 State of Florida ::Privacy Statement::Accessibility Statement::Refund Statement Under Florida law,email addresses are public records.If you do not want your e-mail address released in response to a public-records request,do not send electronic mail to this entity.Instead,contact the office by phone or by traditional mall.If you have any questions,please contact 850.487.1395.•Pursuant to Section 455.275 (1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address if they have one.The emails provided may be used for official communication with the licensee.However email addresses are public record.If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under Chapter 455,F.5.,please click here_. Product Approval Accepts: tisE®® w1® Credit Card Safe uritA NalrRu• http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquracBeVCbd... 10/15/2019 (1.0 N EMO I etc. Certificate of Authorization#32455 353 Christian Street, Unit#13 Oxford, CT 06478 (203)262-9245 ENGINEER EVALUATE TEST CONSULT CERTIFY EVALUATION REPORT GAF Evaluation Report 01506.01.08-R25 1 Campus Drive FL10124-R23 Parsippany, NJ 07054 Date of Issuance:01/03/2008 (800)766-3411 Revision 25:08/16/2019 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E.for use of the product under the Florida Building Code and Florida Building Code,Residential Volume. The products described herein have been evaluated for compliance with the 6th Edition(2017) Florida Building Code sections noted herein. DESCRIPTION: GAF Asphalt Roof Shingles LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1/R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. of any changes to the product(s),the Quality Assurance or the production facility location(s). NEMO'etc. requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "NEMO'etc. Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed,then it shall be done in its entirety. INsPECTIoN: Upon request,a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 6. Prepared by: 7.s1es-57`� A le-.*1-5 1. The facsimile seal appearing Robert J.M.Nieminen,P.E. ��P-:.��.�s r was authorized by Robert '•.,J�j,;s �<<.• Nieminen,P.E.on 08/16/2019. This does not serve as an Florida Registration No.59166,Florida DCA ANE1983 ��:.„,.,,.•• electronically signed document. CERTIFICATION OF INDEPENDENCE: 1. NEMO Ietc. does not have, nor does it intend to acquire, or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. NEMO I etc.is not owned,operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E.does not have nor will acquire,a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E.does not have, nor will acquire,a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither NEMO I etc.nor Robert Nieminen,P.E.are,in any way,the Designer of Record for any project on which this Evaluation Report,or previous versions thereof,is/was used for permitting or design guidance unless retained specifically for that purpose. ©2018,NEMO ETC,LLC NEMO I etc. ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub-Category: Asphalt Shingles Compliance Statement: GAF Asphalt Roof Shingles, as produced by GAF, have demonstrated compliance with the following sections of the 6th Edition (2017) Florida Building Code and Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations/Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.4,R905.2.3 Physical Properties ASTM D1970 2015 1507.2.5,R905.2.4 Physical Properties ASTM D3462 2010 1507.2.7.1,R905.2.6.1 Wind Resistance ASTM D3161 2016 1507.2.7.1,R905.2.6.1 Wind Resistance ASTM D7158 2011 1507.2.7.1,R905.2.6.1 Wind Resistance TAS 107 1995 3. REFERENCES: Entity Examination Reference Date PRI(TST 5878) Physical Properties GAF-025-02-01 03/27/2002 PRI(TST 5878) ASTM D3462 GAF-059-02-01 09/02/2004 PRI(TST 5878) ASTM D3462 GAF-080-02-01 05/25/2005 PRI(TST 5878) Physical Properties GAF-324-02-01 12/01/2011 PRI(TST 5878) ASTM D1970(QuickStart) GAF-340-02-01 03/13/2012 PRI(TST 5878) Wind Driven Rain GAF-407-02-01 01/21/2013 PRI(TST 5878) Wind Driven Rain GAF-895-02-01 11/20/2018 PRI(TST 5878) Wind Driven Rain GAF-896-02-01 11/20/2018 PRI(TST 5878) ASTM D3462 GAF-897-02-01 11/08/2018 PRI(TST 5878) ASTM D3462 GAF-898-02-01 11/08/2018 PRI(TST 5878) ASTM D3462 GAF-899-02-01 11/15/2018 UL(TST 1740) ASTM D3462 93NK6295 11/29/1993 UL(TST 1740) ASTM D3462 99NK43835 01/12/2000 UL(TST 1740) TAS 107 94NK9632 03/29/2000 UL(TST 1740) ASTM D3462 01NK06632 02/02/2001 UL(TST 1740) ASTM 03161,TAS 107 01NK9226 05/21/2001 UL(TST 1740) ASTM D3161 01NK37122 12/18/2001 UL(TST 1740) ASTM D3462 01NK37122 12/19/2001 UL(TST 1740) ASTM D3161,TAS 107 02NK12980 04/10/2002 UL(TST 1740) ASTM D3161,TAS 107 02NK30871 09/09/2002 UL(TST 1740) ASTM 03161 03CA5367 03/11/2003 UL(TST 1740) ASTM D3462 03NK26444 10/17/2003 UL(TST 1740) ASTM D3462 04NK13850 06/07/2004 UL(TST 1740) ASTM D3161 04NK13850 06/23/2004 UL(TST 1740) ASTM D3161 04NK30546 03/10/2005 UL(TST 1740) ASTM D3462 04NK22009 05/06/2005 UL(TST 1740) ASTM D3161 04NK22009 05/09/2005 UL(TST 1740) ASTM D3462 05NK27924 02/10/2006 UL(TST 1740) ASTM D3161 05NK27924 02/11/2006 UL(TST 1740) ASTM D3161,D3462 06CA18077 06/05/2006 UL(TST 1740) ASTM D3161,D3462 06CA18074 06/16/2006 UL(TST 1740) ASTM D3161,D3462 06CA35251 10/18/2006 UL(TST 1740) ASTM D3462 06CA31603 12/01/2006 UL(TST 1740) ASTM D3161,D3462 06CA41095 12/27/2006 UL(TST 1740) ASTM D3161 07NK05228 03/13/2007 NEMO ETC,LLC Evaluation Report 01506.01.08-R25 Certificate of Authorization#32455 6TH EDITION(2017)FBC NON-HVHZ EVALUATION FL10124-R23 GAF Asphalt Roof Shingles Revision 25:08/14/2019 Page 2 of 6 0 NEMO I etc. Entity Examination Reference Date UL(TST 1740) ASTM D3161 06CA31611 04/04/2007 UL(TST 1740) ASTM D3161 06CA61148 04/09/2007 UL(TST 1740) ASTM D3161,D3462 07CA31742 11/08/2007 UL(TST 1740) ASTM 03161,D7158,D3462 08CA06100 03/13/2008 UL,LLC.(TST 9628) ASTM D3161 4788698165 03/24/2008 UL(TST 1740) ASTM D3161,D3462 07CA55908 04/01/2008 UL(TST 1740) ASTM D3161,D3462 09CA10592 03/26/2009 UL(TST 1740) ASTM D3161,D3462 09CA06856 05/15/2009 UL(TST 1740) ASTM D3161,D7158,D3462 09NK06647 08/01/2009 UL(TST 1740) ASTM 03161,D7158,D3462 09CA27281 08/27/2009 UL(TST 1740) ASTM D3161,D7158,D3462 10CA35554 03/05/2010 UL(TST 1740) ASTM 03161,D7158,D3462 10CA13686 05/15/2010 UL(TST 1740) ASTM D3462 10CA07264 05/27/2010 UL(TST 1740) ASTM D3462 10CA11953 10/29/2010 UL(TST 1740) ASTM D3161,D7158,D3462 10NK11951 10/30/2010 UL(TST 1740) ASTM D3161,D7158,D3462 10NK12070 11/04/2010 UL(TST 1740) ASTM D3161,D7158,D3462 08CA06100 01/30/2010 UL(TST 1740) ASTM D3161,D7158,D3462 10CA53934 03/31/2011 UL(TST 1740) ASTM D3161,D7158,D3462 11CA48924 10/22/2011 UL(TST 1740) ASTM D3161,D7158,D3462 11CA47919 12/03/2011 UL(TST 1740) ASTM D3161,D7158,D3462 11CA48408 12/08/2011 UL(TST 1740) ASTM D3161,D7158,D3462 11CA48725 12/09/2011 UL,LLC.(TST 9628) ASTM D3462 12CA34891 10/12/2012 UL,LLC.(TST 9628) ASTM D3161,D7158,D3462 12CA58151 02/15/2013 UL,LLC.(TST 9628) ASTM D3161 12CA38083 02/26/2013 UL,LLC.(TST 9628) ASTM D3161 13CA32332 06/18/2013 UL,LLC.(TST 9628) ASTM D3161 13CA37934 08/02/2013 UL,LLC.(TST 9628) ASTM D3161,D7158,D3462 4786875675 07/17/2015 UL,LLC.(TST 9628) ASTM D3161,D7158,D3462 4787434542 05/17/2016 UL,LLC.(TST 9628) ASTM D3161,D7158,D3462 4788717529 09/09/2016 UL,LLC.(TST 9628) ASTM D3161 4788669132 12/13/2018 UL,LLC.(TST 9628) ASTM D3161 4788891098 02/14/2019 UL,LLC.(TST 9628) ASTM D3161,D7158,D3462 4788932264 08/16/2019 UL,LLC.(TST 9628) ASTM D3161,D7158,D3462 4789115488 08/16/2019 UL,LLC.(QUA 9625) Quality Control Service Confirmation 10/18/2018 4. PRODUCT DESCRIPTION: 4.1 ACCESSORY STARTER STRIPS: 4.1.1 Pro-Start® Eave/Rake Starter Strip Shingles and WeatherBlockerTM Premium Eave/Rake Starter Strip Shingles are starter strips for asphalt roof shingles. Meets ASTM D3462. 4.1.2 QuickStart® Peel & Stick Starter Roll is a is a mineral-surfaced, fiberglass-reinforced, self-adhering SBS modified bitumen starter strip, nominal 9-inch x 33 ft roll, for use with asphalt shingles with exposure of 6-inch or less. Meets ASTM D1970. 4.1.3 StarterMatchT®Starter Strip Shingles are color-coordinated starter strips for use with Grand Canyon®and Grand Sequoia®series asphalt shingles. StarterMatchT"are installed as the second starter for Grand Canyon®and Grand Sequoia®series installations. Meets ASTM D3462. NEMO ETC,LLC Evaluation Report 01506.01.08-R25 Certificate of Authorization#32455 6TH EDITION(2017)FBC NON-HVHZ EVALUATION FL10124-R23 GAF Asphalt Roof Shingles Revision 25:08/14/2019 Page 3 of 6 a ( NEMoIetc. 4.2 ASPHALT SHINGLES: 4.2.1 Marquis WeatherMax®,Royal Sovereign®and Sentinel®are a fiberglass reinforced 3-tab asphalt roof shingles. 4.2.2 Camelot®, Camelot® II, FortitudeTM, GlenwoodTM, Grand Canyon®, Grand Sequoia®, Grand Sequoia® IR, Grand Sequoia® ArmorShield", Grand Sequoia® AS, Sienna®, Timberline® American Harvest®, Timberline® AH, Timberline® ArmorShieldTM II, Timberline® AS, Timberline® Natural Shadow®, Timberline® NS, Timberline® HD, Timberline® HDZTM, Timberline® Cool Series, Timberline® CS, Timberline® Ultra HD, Timberline® UHD and Woodland®are fiberglass reinforced, laminated asphalt roof shingles. 4.2.3 Slateline® is a fiberglass reinforced 5-tab asphalt roof shingle. 4.3 HIP&RIDGE SHINGLES: 4.3.1 Seal-A-Ridge® Protective Ridge Cap Shingles, Seal-A-Ridge® ArmorShieldTM, Seal-A-Ridge® AS and Timbertex® Premium Ridge Cap Shingles are fiberglass reinforced,hip and ridge asphalt roof shingles. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither NEMO ETC,LLC nor Robert Nieminen,P.E.are,in any way,the Designer of Record for any project on which this Evaluation Report,or previous versions thereof,is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in FBC HVHZ jurisdictions. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 The GAF asphalt shingles noted in Section 4.2 are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161,Class F and/or ASTM D7158,Class H, indicating the shingles are acceptable for use in all wind zones up to Vasa=150 mph(V"n=194 mph). Refer to Section 6 for installation requirements to meet this wind rating. Note: Classification by ASTM D7158 applies only to exposure category B or C, as defined in FBC 1609.4.3, and a mean roof height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.2 The GAF hip & ridge shingles noted in Section 4.3 are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM 03161,Class F,indicating the shingles are acceptable for use in all wind zones up to Vasa=150 mph(Wit=194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.5 All products in the roof assembly shall have quality assurance audit in accordance with F.A.C. Rule 61G20-3. 6. INSTALLATION: 6.1 GENERAL: 6.1.1 Roof deck,slope,underlayment and fasteners shall comply with FBC 1507.2/R905.2 and the shingle manufacturer's minimum requirements. 6.1.2 Underlayment shall be acceptable to GAF and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.1.3 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.1.4 GAF asphalt shingles are acceptable for use in reroof(tear-off)or recover applications,subject to the limitations set forth in FBC Section 1511 or R908 and GAF published installation instructions. 6.2 STARTER SHINGLES OR STARTER STRIP: 6.2.1 Installation of Pro-Start® Eave/Rake Starter Strip Shingles, WeatherBlocker" Premium Eave/Rake Starter Strip Shingles and QuickStart®Peel&Stick Starter Roll shall comply with the GAF current published instructions. NEMO ETC,LLC Evaluation Report 01506.01.08-R25 Certificate of Authorization#32455 67H EDITION(2017)FBC NON-HVHZ EVALUATION FL10124-R23 GAF Asphalt Roof Shingles Revision 25:08/14/2019 Page 4 of 6 4 ( ) NEMoIetc. 6.3 ASPHALT SHINGLES: 6.3.1 Installation of asphalt shingles shall comply with the GAF current published instructions, using minimum four(4) nails per shingle in accordance with FBC 1507.2.7 or R905.2.6,with the following exceptions: ➢ Camelot®,Camelot®II,Grand Canyon®,Grand Sequoia®,Grand Sequoia® IR,Grand Sequoia®ArmorShield'TM, and Woodland®require minimum five(5)nails per shingle. ➢ Slateline®requires minimum six(6) nails per shingle. 6.3.2 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.3.2.1 Fastening for Timberline®HDZTM;slopes 2:12 up to 21:12 - 39-3/8'(1m) 1 _ 115Ar-14-518'(2135mm-372mm) 11-5/F 14-51W(295mm 372mm) 12-2.12113mm-64mm) I I I/7-2-1/Z(13mm-64mm) 13-1/4' b b 13374t1 O 1 TARGET NAIL ZONE 1 ZONA OBJETIVO DE CLAVADO 1 5-13/16'-7-5/8'(148mm-194mm) 6 7/8• 074 em; , I STANDARD NAILING PATTERN: Nail shingles approximately 6 7/8'(174 mm)from bottom of shingle.in nailing area.as shown.Nails must not be exposed.Not for use on Mansard roofs(21:12 slope and above). 6.3.3 Where the roof slope exceeds 21 units vertical in 12 units horizontal, special methods of fastening are required. Contact the GAF for details. 6.3.3.1 Fastening for Timberline®HDZTM;slopes greater than 21:12 _F- - - 39-3/8'(1m) ) 14-17-1T-,?•36emn-445mm1 14-1?-17-1?(365444-445m.) 6-1?-?u?065.m-241.m1 6-,? 917(165mm 241mm1_ r'7-2-17Mown-64m.1 1?-2-1:?113444-6‘4441-1 13-1/4' o . O - - o 0 0 '1-5-13/16'-6-1/4'(148mm-159mm) armor ENHANCED NAILING PATTERN:' These shingles MUST be nailed a nominal 6'(152 mm)from bottom of shingle,above the cut-outs.as shown.Nails must not be exposed. NEMO ETC,LLC Evaluation Report 01506.01.08-R25 Certificate of Authorization#32455 6T"EDITION(2017)FBC NON-HVHZ EVALUATION FL10124-R23 GAF Asphalt Roof Shingles Revision 25:08/14/2019 Page 5 of 6 $ NEMoIetc. 6.4 HIP&RIDGE SHINGLES: 6.4.1 Installation of Seal-A-Ridge® Protective Ridge 11.5• Sealant Cap Shingles, Seal-A-Ridge® ArmorShieldT" and (2smn) (292 mm) (2s1,,,,,,) Selante Seal-A-Ridge® AS shall comply with the GAF Ended anthem current published instructions with a minimum two(2)nails,minimum 3/8-inch head diameter, 11/per shingle and nominal 0.25-inch diameter beads of Henkel"Loctite PL S30 Roof&Flashing • • Sealant". NI 12' it (305 mm) Clavo 6 5/8'-7 sib- Clouer (168-194 mm) I 12' (305 mm) 6.4.2 Installation of Timbertex® Premium Ridge Cap 5' Sealant Shingles shall comply with GAF current 1• (292mm) 1' published instructions with a minimum two (2) (25(--I) (��Ef1duit cretancheite nails, minimum 3/8-inch head diameter, per shingle and beads of Sonneborn "NP1 Gun Grade Polyurethane Sealant" or Henkel "PL _ ' • Roofing and Flashing Sealant". Nail Clavo 12' Clouer (305 mm) 9' (229 mm) 12' _ (305 mm) 6.4.3 Fasteners shall be in accordance with GAF published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 7. LABELING: 7.1 Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1/R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC—QUA9625;(414)248-6409;karen.buchmann@ul.com - END OF EVALUATION REPORT- NEMO ETC,LLC Evaluation Report 01506.01.08-R25 Certificate of Authorization#32455 6TH EDITION(2017)FBC NON-HVHZ EVALUATION FL10124-R23 GAF Asphalt Roof Shingles Revision 25:08/14/2019 Page 6 of 6 UrrIUt LL)I" Y ESICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2290 Issued April 1, 2010 This report is subject to re-examination in one year. www.icc-es.orq I (800)423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 07—THERMAL AND MOISTURE PROTECTION classified as noncombustible when tested in accordance Section: 07450—Fiber-Reinforced Cementitious Panels with ASTM E 136. For testing in accordance with ASTM C Section: 07460—Siding 177, conductance "K" and resistance "R" values for the products are as shown in Table 2 of this report. When REPORT HOLDER: tested in accordance with ASTM E 96, desiccant method, products with a thickness of inch (6.4 mm) and 5/15 inch JAMES HARDIE BUILDING PRODUCTS, INC. (7.5 mm) have demonstrated the permeance values given 10901 ELM AVENUE in Table 3 of this report. FONTANA, CALIFORNIA 92337 (800)942-7343 3.2 Siding: www.iameshardie.com HardieShingleTM panels, HardiePlankTM (Cemplank® chad.diercks(a�iameshardie.com SentryTM and RFC®) lap siding, and HardieShingleTM individual shingles may be used as siding on exterior walls. EVALUATION SUBJECT: The exterior sidings are supplied either unprimed or primed for subsequent application of a compatible primer and/or HARDIESHINGLETM PANELS, HARDIEPLANKTM LAP exterior-grade top coat. Nominal product dimensions are SIDING, AND HARDIESHINGLETM INDIVIDUAL noted in Table 1. SHINGLES 3.2.1 HardieShingleTM Panels: HardieShingleTM panels 1.0 EVALUATION SCOPE are available in a variety of finish textures and are offered in three configurations: half-round, staggered-edge, and Compliance with the following codes: square-edge. • 2006 International Building Code'R (IBC) 3.2.2 HardiePlankTM (Cemplank®, SentryTM and RFC®) • 2006 International Residential Code`'(IRC) Lap Siding: Hardiplank, Cemplank, Sentry and RFC lap sidings are available in a variety of finish textures. Properties evaluated: 3.2.3 HardieShingleTM Individual Shingles: • Weather protection HardieShingleTM individual shingles are available in a • Structural variety of finish textures. • Types I, II, Ill, and IV(noncombustible)construction 3.3 Fasteners: • Fire-resistance-rated construction Fastener spacing must be as shown in the tables of this report. Fasteners must be corrosion-resistant steel. • Thermal resistance 4.0 DESIGN AND INSTALLATION 2.0 USES 4.1 Design: James Hardie fiber-cement panels, plank lap siding, and 4.1.1 Walls: The maximum basic wind speeds for cladding shingles are used as exterior wall covering. positive or negative transverse load resistance of 3.0 DESCRIPTION HardieShingleTM panel, HardiePlankTM (Cemplank® 3.1 General: SentryTM and RFC®) lap siding, and HardieShingleTM individual shingles are presented in Tables 4 through 14. The exterior sidings are single-faced, cellulose fiber- 4.2 Installation: reinforced cement (fiber-cement) products. Exterior sidings are identified as HardieShin,leTM panel siding, 4.2.1 General: Installation must comply with this report, HardiePlankTM (Cemplank®, Sentry' and RFC®) lap and a copy of this report must be available at all times on siding, and HardieShingleTM individual shingles the jobsite during installation. All products are permitted The products comply with ASTM C 1186 as Grade II, to be cut to shape on-site by the score-and-snap method Type A. The products have a flame-spread index of 0 and using a score-and-snap knife, a hand guillotine or a a smoke-developed index of 5 when tested in accordance handsaw utilizing a carbide blade. A clear distance of 6 inches (152 mm) must be maintained between the siding with ASTM E 84. The products (HardiePlankTM Cemplank®, SentryTM, RFC®, and HardieShingleTM) are ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construedi � as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service,Inc.,express or implied,as Cep to any finding or other matter in this report,or as to any product covered by the report. Copyright©2009 Page 1 of 18 ESR-2290 I Most Widely Accepted and Trusted Page 2 of 18 and grade. Fasteners used to attach the products are positioned and fastened into place ensuring that the lower described in Tables 4 through 14. edges of the two planks align. The metal device must be 4.2.2 FiardieShingler'" Panels: When installation is on located centrally over the vertical joint.) Vertical joints braced wood or metal framing members or solid wood between planks must be lightly butted or gapped and must sheathing, a water-resistive barrier must be applied over be protected by one of the following methods: (a) sealed the wood or metal framing members or solid wood with caulking in accordance with the caulk manufacturer's sheathing in accordance with the applicable code. The published gapping requirements and caulking application first notched panel must be trimmed so the end aligns with instructions;or(b)covered with an H-section joint cover;or the furthest stud and is secured above keyways (c)located over a strip of nonperforated flashing complying [approximately 8 inches (203 mm) clearance from butt with ASTM D 226, Type I felt, or other approved flashing. edges of panel] on 16-inch (406 mm)or 24-inch (610 mm) Trim and corners must be installed and the siding must be finished in accordance with the manufacturer's application centers [maximum 133/4-inch (349 mm) centers for application only to minimum 7/15-inch-thick (11.1 mm) instructions. A 1/8-inch (3.2 mm) gap must be left at oriented strand board sheathin OSB corn I in with locations where the siding butts against door and window U.S. DOC PS2]. The panels must)be fastened in trim and at internal or external corners; such gaps must be accordance with the provisions of Table 4 of this report. A flashed in accordance with the applicable code, then nominally 11h-inch-wide-by-Y-inch-thick (31.8 mm by 6.4 caulked. mm) starter strip and a minimum 81/4-inch-wide (210 mm) 4.2.4 HardieShingleT1i° Individual Shingles: When HardiePlankr""(Cemplank®, SentryTM and RFC®)lap siding installed on solid wood sheathing or equivalent, the starter course are installed over the water-resistive barrier, cladding shingles are fastened in accordance with the with the bottom of the starter strip and starter course even provisions of either Table 12, 13 or 14 of this report. A with the bottom of the bottom plate. The siding must be water-resistive barrier in accordance with the applicable applied horizontally commencing from the bottom course of code must be applied over the substrate to which the a wall. shingles are attached. The second course, and every following even number The individual shingles require the use of a starter strip course (i.e., fourth, sixth) must commence the equivalent to set the first course on the proper angle and to create a of one full stud cavity from the straight edge end. The drip edge. The nominally 1'/-inch-wide-by 1h-inch-thick fasteners must penetrate through the previous course and (31.8 mm by 6.4 mm) starter strip and a minimum 81/4- into the substrate(framing members,wood structural panel inch-wide (210 mm) HardiePlanklM (Cemplank®, SentryrM sheathing or concrete masonry units). and RFC®) lap siding starter course are installed over the When a course is interrupted by a window or doorway, water-resistive barrier with the bottom of the starter strip the notched panel application pattern continues as if the and starter course even with the bottom of the bottom wall were complete. Trim and corners must be installed plate. Shingles are spaced a maximum of 1/4 inch (6.4 mm) inches (38 mm) apart leaving a minimum side lap of 11/2 and the siding must be finished in accordance with the manufacturer's application instructions. A 1/8-inch (3.2 between the joints of successive courses. Fasteners must mm) gap must be left at locations where the siding butts be spaced a minimum of% inch (19 mm) and a maximum against door and window trim and at internal or external of 1 inch (25.4 mm) from shingle edges and must be corners; such gaps must be flashed in accordance with the positioned to be covered a nominal 11/4 inches(32 mm)by applicable code, then caulked. Vertical joints must occur the succeeding shingle course; for 12-inch-wide (305 mm) over framing members and must be sealed with caulking or shingles, the third nail (see Table 14) must be installed covered with battens. mid-span of the shingle. Nails must secure shingles but must not be over-driven. Trim and corners must be 4.2.3 HardiePlankr"" (Cemplank®, Sentry"T and RFC®) installed and the shingles must be finished in accordance Lap Siding: When installation is on braced wood or metal with the manufacturer's application instructions. A 1/8-inch framing members or solid wood sheathing, the lap siding (3.2 mm) gap must be left at locations where the shingle must be fastened either through the overlapping planks butts against door and window trim and at internal or (face nailed)or through the top edge of single planks(blind external corners;such gaps must be flashed in accordance nailed) in accordance with the provisions of Table 5 of this with the applicable code,then caulked. report. A water-resistive barrier must be applied over the 4.3 Fire-resistance-rated Assembly (HardiePlankrT wood or metal framing members or solid wood sheathing in Lap Siding): accordance with the applicable code. Lap siding is also permitted to be fastened to a wall constructed of concrete The asymmetrical, load-bearing, one-hour fire-resistance- masonry units complying with ASTM C 90, in accordance rated wall assembly must consist of nominally 2-by-4 wood with Tables 6 through 11. The lap siding requires the use studs spaced a maximum of 24 inches (610 mm) on of a starter strip to set the first course on the proper angle center, with two top plates and a single bottom plate. One and to create a drip edge. A nominally 1%-inch-wide-by- layer of 5/8-inch-thick (15.9) Type X gypsum wallboard 5/16-inch-thick(31.8 mm by 7.9 mm)starter strip is installed complying with ASTM C 36 or ASTM C 1396, 48 inches over the water-resistive barrier, with the bottom of the (1219 mm) wide, must be applied vertically to the interior starter strip even with the bottom of the bottom plate. The face of the studs and secured with minimum 13/4-inch-long siding must be applied starting at the bottom course of the (44 mm) cup-head gypsum wall board nails, spaced 7 wall, with a minimum 11/4-inch-wide (31.8 mm) overlap at inches (178 mm) on center at board edges and the top of each plank. Vertical joints must occur over intermediate framing members. All board joints must be studs, except where the "off-stud splice device"is installed backed by framing. The 5/8-inch-thick (15.9 mm) Type X or where the planks are installed to solid wood sheathing gypsum wallboard joints and nail heads must be finished in complying with the applicable code, and must be accordance with ASTM C 840 or GA216. The exterior face staggered on subsequent courses. Where the "off-stud of the wall must be covered with one layer of 1/2-inch-thick splice device is installed, the splice device's bottom lip (12.7 mm) Type X water-resistant core treated gypsum must be placed over the adjacent solid course of planks. sheathing complying with ASTM C 36 or ASTM C 1396 The plank must then be fastened to the framing with and one lager of maximum 12-inch-wide (305 mm) corrosion-resistant fasteners. The abutting plank must be HardiePlank (Cemplank®, SentryTM and RFC®)lap siding ESR-2290 I Most Widely Accepted and Trusted Page 3 of 18 lapped a minimum of 11/4 inches (32 mm). The 1/2-inch- 5.2 HardieShingleTM panel, HardiePlankTM (Cemplank® thick (12.7 mm) Type X water-resistant core-treated SentryTM and RFC®) lap siding, and HardieShingleTM gypsum sheathing must be applied vertically to the exterior individual shingles must be installed on exterior walls side of the framing members with vertical edges staggered braced in accordance with the applicable code. 24 inches (610 mm) from the joints on the opposite side. 5.3 Design wind speeds applied to the James Hardie® All board joints must be backed by framing. The 1/2-inch- sidings described in this report must be determined in thick (12.7 mm) Type X water-resistant core treated accordance with the applicable code and must be less gypsum sheathing must be fastened to the framing than those shown in the wind speed tables in this members with 13/4-inch-long (44 mm) roofing nails spaced report. 7 inches (178 mm)on center in the field and 4 inches (102 mm) on center along the perimeter of each board. The 5.4 The fiber-cement products installed on exterior walls outer layer of 5/16-inch-thick 47.5 mm), maximum 12-inch- must be installed over a water-resistive barrier in wide (305 mm) HardiePlank M (Cemplank®, SentryTM and accordance with the applicable code and this report. RFC®) lap siding must be applied over the 1/2-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 by attaching 11/2-inch-wide (38 mm) HardiePlankT (Cemplank", SentryTM and RFC®) starter 5.6 Flashing must be installed at all penetrations and strips attached through the gypsum sheathing into the terminations in accordance with the applicable code. bottom plate and 12-inch-wide HardiePlankTM nch wide (305 mm) HardiePlankT5.7 The products are manufactured at the following (Cemplank®, Sentry and RFC®) lap siding applied locations, with quality control inspections by Intertek horizontally with a minimum nominally 11/4-inch (32 mm) Testing Services, Inc.: head lap, and fastened with a single 6d corrosion-resistant common nail driven through the lapped planks at each • Cleburne, Texas stud. • Peru. Illinois The axial load must be the lesser of the following, • Plant City, Florida provided structural consideration for axial, flexural and bearing perpendicular-to-grain stresses is in accordance • Pulaski,Virginia with ANSI/AF&PA NDS-2005(IBC or IRC): • Sparks, Nevada 1. Maximum 100 percent of full allowable axial • Tacoma, Washington compressive design load permitted for the wood species. • Waxahachie, Texas 2. Maximum allowable wood axial stress of 0.78 F'0, 6.0 EVIDENCE SUBMITTED which must not exceed 0.78 F'0 at a slenderness ratio Data in accordance with the ICC-ES Acceptance Criteria le/d of 33. for Fiber Cement Siding Used as Exterior Wall Siding 5.0 CONDITIONS OF USE (AC90). dated November 2008. The HardieShingleTT panel, HardiePlankT"' (Cemplank® 7.0 IDENTIFICATION SentryT°d and RFC®) lap siding, and HardieShingleTM Pallets of the James Hardie® Building Products, Inc., individual shingles described in this report comply with, or HardieShingleTM panels, HardiePlank "' (Cemplank® are suitable alternatives to what is specified in, those SentryTT and RFC) lap siding, and HardieShingleTM codes listed in Section 1.0 of this report, subject to the individual shingles must bear a label identifying the following conditions: manufacturer's name and telephone number, the product 5.1 The James Hardie® Building Products, Inc., products name, the name of the inspection agency [Intertek Testing listed in this report must be installed in accordance Services, Inc. (AA-690)1, and the evaluation report number with this report and the manufacturer's published (ESR-2290). installation instructions. In the event of a conflict between this report and the manufacturer's published installation instructions,this report governs. ESR-2290 I Most Widely Accepted and Trusted Page 4 of 18 TABLE 1—STANDARD NOMINAL PANEL, PLANK&SHINGLE DIMENSIONS Width Thicknesses Product (Inches) Length or Height (Inches) 4,5%, 6,6%, 7%, 7'/2, 8, HardiePlankTM lap siding 8%, 9' ,91/2& 12 12, 14 feet 5/16 5%,6,61%,7%,7'/2,8, Cemplank®lap siding 81%, 91/2&12 12, 14 feet 5/16 RFC®lap siding 6%,71/2,81%,9'/2& 12 12, 14 feet 5/16 HardieShingleTM panel (square&staggered edge) 48 16 inches Y. HardieShingleTM panel (half round) 48 16, 19 inches 1/4 HardieShingleTA4 individual shingles 6,8,&12 18 inches '/. For SI: 1 inch=25.4 mm, 1 ft=305 mm TABLE 2—"K"AND"R"VALUES FOR FIBER-CEMENT PRODUCTS Product Thermal Thermal 1 2 2 Thickness' Conductance' Resistance Actual Thermal Conductance Actual Thermal Resistance (inch) Kerr=(Btu/hr-ftZ°F)/inch (Kor) (R) R=1/Koff 1% 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. TABLE 3—PERMEANCE VALUES FOR FIBER-CEMENT PRODUCTS Product Thickness Permeance (inch) (perms) 1.75 5/16 1.54 For SI: 1 inch=25.4 mm, 1 perm=57 mg/(s•m2•Pa),per ASTM E96 ' ESR-2290 I Most Widely Accepted and Trusted Page 5 of 18 TABLE 4—MAXIMUM BASIC WIND SPEED(fastest mile)(mph) Thick. Fastener Fastener Frame Stud Bldg. Exposure Category Product (in.) Type Spacing Type1!5 Spacing Height B C D (in.) (in.) (ft.) 0.083"shank 0-15 126 85 - HardieShingleTM Panel x0.187"HD x Attached to 20 121 85 - straight or half round 1/4 1-1/2"long 13.75 7/16"OSB NA 40 105 85 - Installation ring shank sheathing only 60 95 - nail 0.083"shank 0-15 105 85 - HardieShingleTMPanel x0.187"HD x Attached to 20 105 - - Staggered Installation 1/4 1-1/2"long 13.75 7/16"OSB NA 40 95 - ring shank sheathing only 60 85 - - nail - - 0.083"shank Nominal 2 x 41 0-15 168 137 116 TM x0.187"HD x or 20 168 137 116 HardieShingleTM at each Min. No.20 Panel 1/4 1-1/2"long stud3 ga. x 3.62"x 16 40 168 126 105 ring shank 60 158 116 105 1.375"Metal nail2 C-stud 0.083"shank Nominal 2 x 41 0-15 147 105 85 TM x0.187"HD x °f 20 137 100 85 HardieShingle at each Min. No.20 Panel 1/4 1-1/2"long stud3 ga. x 3.62"x 24 40 126 95 - ring shank 60 116 89 - 1.375"Metal C- 100 95 - - 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 Fye 33 Ksi 3For application to ASTM C90 concrete masonry 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.)or Max System block nail(CP-C 832 W7-ICC, head dia.=0.30 in.,shank dia.=0.15 in.,length = 1.3 in.)applied at the equivalent fastener or stud spacing. "Wind speed design assumptions per of ASCE 7.05: I = 1.0, Ke= 1, Kd=0.85, Gcp,=0.18, Gcp;= 1.4 for height s 60 feet and 1.80 for height>60 feet. 5For application to wood framing or wood-based sheathing,the minimum fastener penetration must be 1 inch into framing or the sheathing thickness as applicable. ESR-2290 I Most Widely Accepted and Trusted Page 6 of 18 TABLE 5-MAXIMUM WIND SPEED(mph) Product Stud Building Product (in.) Fastener Type Fastening Frame Type' Spacing Height Exposure Category Method Thick. Width (in.) (ft.) B C D ET&F pin Min. No.20 ga. x 0-15 168 168 147 HardiePlankTM 5/16 4 0.100"x 1.5" Face 3.62"x 1.375"Metal 16 20 168 168 147 x 0.25"HD Nailed C-stud 40 168 158 137 60 168 147 126 ET&F pin Min. No.20 ga. x 0-15 168 168 147 HardiePlankTM 5/16 6 0.100"x 1.5" Face 3.62"x 1.375"Metal 16 20 168 168 147 x 0.25"HD Nailed C-stud 40 168 158 137 60 168 147 126 ET&F pin Min. No.20 ga. x 0-15 168 168 147 HardiePlankTM 5/16 6% 0.100"x 1.5" Face 3.62"x 1.375"Metal 16 20 168 168 137 x 0.25"HD Nailed C-stud 40 168 158 137 60 168 147 126 ET&F pin Min. No.20 ga. x 0-15 168 158 126 HardiePlankTM 5/16 7Y` 0.100"x 1.5" Face 3.62"x 1.375"Metal 16 20 168 147 126 71/2 x 0.25"HD Nailed C-stud 40 168 137 121 60 168 126 116 ET&F pin Min. No.20 ga. x 0-15 168 147 126 HardiePlankTM 5/16 8 0.100"x 1.5" Face 3.62"x 1.375"Metal 16 20 168 147 126 x 0.25"HD Nailed C-stud 40 168 137 116 60 168 126 105 ET&F pin Min. No.20 ga. x 0-15 168 147 126 HardiePlankTM 5/16 8% 0.100"x 1.5" Face 3.62"x 1.375"Metal 16 20 168 147 116 x 0.25"HD Nailed C-stud 40 168 131 116 60 158 126 105 ET&F pin Min. No.20 ga. x 0-15 168 137 116 HardiePlankTM 5/16 91% 0.100 x 1.5" Face 3.62"x 1.375"Metal 16 20 168 137 116 91/2 x 0.25"HD Nailed C-stud 40 158 126 105 60 147 116 105 0-15 145 131 119 ET&F pin Min. No.20 ga. x 20 145 127 116 Face HardiePlankTM 5/16 12 0.100"x 1.5" Nailed 3.62"x 1.375"Metal 16 40 139 119 110 x 0.25"HD C-stud 60 131 114 106 100 109 96 90 ET&F pin Min. No.20 ga. x 0-15 168 137 116 HardiePlankTM 5/16 4 0.100"x 1.5" Face 3.62"x 1.375"Metal 24 20 168 137 116 x 0.25"HD Nailed C-stud 40 158 121 105 60 147 116 100 ET&F pin Min. No.20 ga. x 0-15 168 137 116 HardiePlankTM 5/16 6 0.100"x 1.5" Face 3.62"x 1.375"Metal 24 20 168 137 116 x 0.25"HD Nailed C-stud 40 158 121 105 60 147 116 100 ET&F pin Min. No.20 ga. x 0-15 168 137 116 HardiePlankTM 5/16 6% 0.100"x 1.5" Face 3.62"x 1.375"Metal 24 20 168 126 110 x 0.25"HD Nailed C-stud 40 147 121 105 60 137 116 95 ET&F pin Min. No.20 ga. x 0-15 168 116 100 HardiePlankTM 5/16 7% 0.100"x 1.5" Face 3 62"x 1.375"Metal 24 20 158 116 95 71/2 x 0.25"HD Nailed C-stud 40 137 105 89 60 126 95 89 ET&F pin Min. No.20 ga. x 0-15 168 116 95 HardiePlankTM 5/16 8 0.100"x 1.5" Face 3.62"x 1.375"Metal 24 20 158 116 95 x 0.25"HD Nailed C-stud 40 137 105 89 60 126 95 85 ET&F pin Min. No.20 ga. x 0-15 158 116 95 HardiePlankTM 5/16 8% 0.100"x 1.5" Face 3.62"x 1.375"Metal 24 20 158 105 95 x 0.25"HD Nailed C-stud 40 137 100 85 60 126 95 85 ' ESR-2290 I Most Widely Accepted and Trusted Page 7 of 18 TABLE 5-MAXIMUM WIND SPEED(mph)(Continued) ET&F pin Min. No.20 ga. x 0-15 147 105 85 HardiePlankTM 5/16 9% 0.100"x 1.5" Face 3.62"x 1.375"Metal 24 20 147 105 85 9% x 0.25"HD Nailed C-stud 40 126 95 85 60 126 95 - ET&F pin Min. No.20 ga. x 0-15 106 96 87 HardiePlankTM 5/16 12 0.100"x 1.5" Face 3.62"x 1.375"Metal 24 20 106 93 85 x 0.25"HD Nailed C-stud 40 102 87 - 60 96 - - ET&F Min. No.20 ga. x 0-15 158 126 105 HardiePlankTM 5/16 4 Panelfast Blind 3.62"x 1.375" 16 20 158 121 100 0.100" x 1.5" Nailed Metal C-stud 40 147 110 95 x 0.313"HD 60 137 105 95 ET&F 0-15 158 126 105 Min. No.20 ga. x HardiePlankTM 5/16 6 Panelfast Blind 3 62"x 1.375" 16 20 158 121 100 0.100"x 1.5" Nailed Metal C-stud 40 147 110 95 x 0.313"HD 60 137 105 95 ET&F 0-15 168 116 100 Min. No.20 ga. x Panelfast Blind 3 62"x 1.375" 16 20 158 116 95 HardiePlankTM 5/16 6'/4 0.100"x 1.5" Nailed 40 137 105 89 x 0.313"HD Metal C-stud 60 126 100 85 ET&F 0-15 147 105 85 Min. No.20 ga. x HardiePlankTM 5/16 7'/. Panelfast Blind 3 62" x 1.375" 16 20 137 100 85 7% 0.100"x 1.5" Nailed Metal C-stud 40 121 89 - x0.313"HD 60 110 85 - ET&F 0-15 137 95 85 Panelfast Blind Min. No. 20 ga. x 20 126 95 - HardiePlankTM 5/16 80.100"x 1.5" Nailed 3.62"x 1.375" 16 40 116 85 - x 0.313"HD Metal C-stud 60 105 85 - 100 85 - - ET&F 0-15 137 95 - Min.No.20 ga. x Panelfast Blind 20 126 95 HardiePlankTM 5/16 8'/. 0.100"x 1.5" Nailed 3.62"x 1.375" 16 40 116 85 - x 0.313"HD Metal C-stud 60 105 - - ET&F 0-15 158 110 95 Min. No.20 ga. x 105 85 HardiePlankTM 5/16 4 Panelfast Blind 3.62"x 1.375" 24 20 147 0.100"x 1.5" Nailed Metal C-stud 40 126 95 85 x 0.313"HD 60 121 95 - ET&F 0-15 158 110 95 Min. No.20 ga. x HardiePlankTM 5/16 6 Panelfast Blind 3.62"x 1.375" 24 20 147 105 85 0.100"x 1.5" Nailed 40 126 95 85 x 0.313"HD Metal C-stud 60 121 95 - ET&F 0-15 147 105 85 Panelfast Blind Min.No.20 ga.x 20 137 100 85 HardiePlankTM 5/16 6'/, 0.100"x 1.5" Nailed 3.62"x 1.375" 24 40 126 95 - x 0.313"HD Metal C-stud 60 105 89 - 100 85 - - ET&F 0-15 137 95 85 Min. No.20 ga. x HardiePlankTM 5/16 7'/. Panelfast Blind 3 62"x 1.375" 24 20 126 95 - 7% 0.100"x 1.5" Nailed 40 116 85 - Metal C-stud x 0.313"HD 60 105 85 - ET&F 0-15 126 85 - Min. No.20 ga. x HardiePlankTM 5/16 8 Panelfast Blind 3 62"x 1.375" 24 20 116 85 - 0.100"x 1.5" Nailed Metal C-stud 40 100 - - x0.313"HD 60 95 - - ET&F 0-15 116 - - Min. No. 20 ga. x HardiePlankTM 5/16 g+/, Panelfast Blind 20 105 - - 0.100"x 1.5" Nailed 3.62"x 1.375" 24 40 95 - - x 0.313"HD Metal C-stud 60 85 - - ESR-2290 I Most Widely Accepted and Trusted Page 8 of 18 TABLE 5—MAXIMUM WIND SPEED(mph)(Continued) 0-15 168 168 147 HardieplankTM 6d common 2" Face 20 168 168 147 HardiePlank 5/16 4 long Nailed 2 x 4 wood 16 40 168 158 137 60 168 147 137 0-15 168 168 147 HardiePlankTM 5/16 6 6d common 2" Face 2 x 4 wood 16 20 168 168 147 long Nailed 40 168 158 137 60 168 147 131 0-15 168 168 147 HardiePlankTM 5/16 6% 6d common 2" Face 20 168 168 137 long Nailed 2 x 4 wood 16 40 168 158 137 60 168 147 131 0-15 168 158 137 HardiePlankTM 5/16 7% 6d common 2" Face 2 x 4 wood 16 20 168 158 137 71/2 long Nailed 40 168 137 137 60 168 137 131 0-15 168 158 126 HardiePlankTM 5/16 8 6d common 2" Face 2 x 4 wood 16 20 168 158 126 long Nailed 40 168 137 116 60 168 131 116 0-15 168 158 126 6d common 2" Face 20 168 147 116 HardiePlankTM 5/16 81/4 long Nailed 2 x 4 wood 16 40 168 137 116 60 168 126 116 0-15 168 147 121 TM 9% 6d common 2" Face 20 168 137 116 HardiePlankTM 5/16 9% long Nailed 2 x 4 wood 16 40 158 137 110 60 137 137 105 0-15 125 113 103 TM 6d common 2" Face 20 125 110 101 HardiePlankTM 5/16 12 long Nailed 2 x 4 wood 16 40 120 103 95 60 113 98 91 100 94 - - 0-15 137 126 105 HardiePlankTM 5/16 4 6d common 2" Face 2 x 4 wood 24 20 137 126 105 long Nailed 40 137 116 95 60 137 105 95 0-15 137 126 105 rM 6d common 2" Face 20 137 126 105 HardiePlankTM 5/16 6 long Nailed 2 x 4 wood 24 40 137 116 95 60 137 105 95 100 116 95 85 0-15 137 126 105 HardiePlankTM 5/16 61/4 6d common 2" Face 2 x 4 wood 24 20 137 116 100 long Nailed 40 137 110 95 60 137 105 95 0-15 137 116 95 rM 7% 6d common 2" Face 20 137 110 95 HardiePlank 5/16 7% long Nailed 2 x 4 wood 24 40 137 105 89 60 137 100 85 0-15 137 116 95 HardiePlankTM 5/16 8 6d common 2" Face 2 x 4 wood 24 20 137 105 85 long Nailed 40 126 95 85 60 121 95 85 0-15 137 110 95 HardiePlankTM 5/16 8% 6d common 2" Face 2 x 4 wood 24 20 137 105 89 long Nailed 40 126 95 85 60 121 89 85 0-15 137 105 85 HardiePlankTM 5/16 9%4 6d common 2" Face 2 x 4 wood 24 20 137 100 85 9% long Nailed 40 116 95 - 60 116 85 - ESR-2290 I Most Widely Accepted and Trusted Page 9 of 18 TABLE 5—MAXIMUM WIND SPEED(mph)(Continued) 0-15 102 93 - TM 6d common 2" Face 20 102 90 - HardiePlankTM 5/16 12 long Nailed 2 x 4 wood 24 40 98 - - 60 93 - - No.8-18 x 0-15 168 168 137 1-5/8"long x Face Min. No.20 ga. x 20 168 158 137 HardiePlankTM 5/16 4 0.323"HD Screwed 3.62"x 1.375"Metal 16 40 168 147 131 ribbed bugle C-stud 60 168 137 126 head screw No.8 x 1-5/8"long x Min. No. 20 ga. x 0-15 168 168 137 HardiePlankTM 5/16 6 0.323"HD Face 3.62"x 1.375" 16 20 168 158 137 ribbed bugle Screwed Metal C-stud 40 168 147 131 head screw 60 168 137 126 No.8 x 0-15 168 168 137 1-5/8"long x Face Min. No.20 ga. x 20 168 158 137 HardiePlankTM 5/16 6% 0.323"HD Screwed 3.62"x 1.375" 16 40 168 147 126 ribbed bugle Metal C-stud 60 168 137 121 head screw No.8 x 1-5/8"long x Min. No.20 ga. x 0-15 168 147 126 n� 7Y, Face 20 168 147 121 HardiePlank 5/16 771/20.323"HD Screwed 3.62"x 1.375" 16 40 168 131 116 ribbed bugle Metal C-stud 60 168 126 105 head screw No.8 x 1-5/8"long x Min. No.20 ga. x 0-15 168 147 126 TM Face 20 168 147 121 HardiePlankTM 5/16 8 0.323"HD Screwed 3.62"x 1.375" 16 40 168 131 116 ribbed bugle Metal C-stud 60 158 126 105 head screw No.8 x 0-15 168 147 126 1-5/8"long x Face Min. No.20 ga. x 20 168 137 121 HardiePlankTM 5/16 8% 0.323"HD Screwed 3.62"x 1.375" 16 40 168 131 116 ribbed bugle Metal C-stud 60 158 121 105 head screw No.8 x 1-5/8"long x Min. No.20 ga. x 0-15 168 137 116 ' Face 20 168 131 110 HardiePlankTM 5/16 9 " 0.323"HD 3.62"x 1.375" 16 9% ribbed bugle Screwed Metal C-stud 40 158 121 105 head screw 60 147 116 100 No.8 x 1-5/8"long x Min. No.20 ga. x 0-15 168 126 105 Face 20 168 121 95 HardiePlankTM 5/16 12 0.323"HD Screwed 3.62"x 1.375" 16 40 137 110 95 ribbed bugle Metal C-stud 60 137 105 89 head screw No. 8 x 1-5/8"long x Min. No.20 ga. x 0-15 168 137 116 TM Face 20 168 137 116 HardiePlankTM 5/16 4 0.323"HD Screwed 3.62"x 1.375" 24 40 158 126 110 ribbed bugle Metal C-stud 60 147 116 105 head screw No.8 x 1-5/8"long x Min.No.20 ga. x 0-15 168 137 116 TM Face 20 168 137 116 HardiePlankTM 5/16 6 0.323"HD Screwed 3.62"x 1.375" 24 40 158 126 110 ribbed bugle Metal C-stud 60 147 116 105 head screw No.8 x 0-15 168 168 116 1-5/8"long x Face Min. No.20 ga. x 20 168 158 110 HardiePlankTM 5/16 6% 0.323"HD Screwed 3.62"x 1.375" 24 40 158 147 105 ribbed bugle Metal C-stud 60 147 137 100 head screw ' ESR-2290 I Most Widely Accepted and Trusted Page 10 of 18 TABLE 5—MAXIMUM WIND SPEED(mph)(Continued) No. 8 x 1-5/8"long x Min. No.20 ga. x 0 15 168 126 105 7/, Face 20 168 121 105 HardiePlankTM 5/16 7,/2 0.323"HD Screwed 3.62"x 1.375" 24 40 147 110 95 ribbed bugle Metal C-stud 60 137 105 95 head screw No.8 x 1-5/8"long x Min. No.20 ga. x 0-15 168 126 105 TM Face 20 168 121 100 HardiePlankTM 5/16 8 0.323"HD Screwed 3.62"x 1.375" 24 40 147 110 95 ribbed bugle Metal C-stud 60 137 105 89 head screw No.8 x 0-15 168 121 105 1-5/8"long x Face Min. No.20 ga. x 20 168 121 100 HardiePlankTM 5/16 8' 0.323"HD Screwed 3.62"x 1.375" 24 40 137 105 95 ribbed bugle Metal C-stud 60 131 100 89 head screw No.8 x TM 91/4 1-5/8"long x Min. No. 20 ga. x 0-15 158 116 95 Face 20 158 110 95 HardleplankTM 5/16 9,/2 0.323"HD Screwed 3.62"x 1.375" 24 40 137 100 89 ribbed bugle Metal C-stud 60 126 95 85 head screw No. 11 ga. 0-15 168 168 147 HardiePlankTM 5/16 4 1-1/4"long Blind 2 x 4 16 20 168 168 137 Galv. roofing Nailed wood 40 168 147 131 Nail 60 168 147 126 No. 11 ga. 0-15 168 168 147 HardiePlankTM 5/16 6 1-1/4"long Blind 2 x 4 16 20 168 168 137 galv.roofing Nailed wood 40 168 147 131 Nail 60 168 147 126 No. 11 ga. 0-15 168 168 137 HardiePlankTM 5/16 61/4 1-1/4"long Blind 2 x 4 16 20 168 158 137 galv. roofing Nailed wood 40 168 147 126 Nail 60 168 137 126 No. 11 ga. 0-15 168 147 126 TM 7% 1-1/4"long Blind 2 x 4 20 168 147 126 HardiePlankTM 5/16 71/2 galv.roofing Nailed wood 16 40 168 137 116 Nail 60 168 126 110 No. 11 ga. 0-15 168 147 121 HardiePlankTM 5/16 8 1-1/4"long Blind 2 x 4 16 20 168 137 116 galv. roofing Nailed wood 40 168 131 110 Nail 60 158 126 110 No. 11 ga. 0-15 168 147 121 HardiePlankTM 5/16 81/. 1-1/4"long Blind 2 x 4 16 20 168 137 121 galv. roofing Nailed wood 40 168 130 110 Nail 60 158 121 105 No. 11 ga. 0-15 168 137 116 9' 1-1/4"long Blind 2 x 4 16 20 168 131 110 HardiePlankTM 5/16 91/2 galv.roofing Nailed wood 40 158 116 105 Nail 60 147 116 100 No. 11 ga. 0-15 168 121 100 HardiePlankTM 5/16 12 1-1/4"long Blind 2 x 4 16 20 158 116 95 galv. roofing Nailed wood 40 137 110 89 Nail 60 126 100 89 No. 11 ga. 0-15 168 147 121 HardiePlankTM 5/16 4 1-1/4"long Blind 2 x 4 24 20 168 137 121 galv. roofing Nailed wood 40 168 126 110 Nail 60 168 121 105 No. 11 ga. 0-15 168 147 121 HardiePlankTM 5/16 6 1-1/4"long Blind 2 x 4 24 20 168 137 121 galv.roofing Nailed wood 40 168 126 110 Nail 60 158 121 105 ESR-2290 I Most Widely Accepted and Trusted Page 11 of 18 TABLE 5—MAXIMUM WIND SPEED(mph)(Continued) No. 11 ga. 0-15 168 142 116 HardiePlankTM 5/16 6'/. 1-1/4"long Blind 2 x 4 24 20 168 137 116 galv.roofing Nailed wood 40 168 126 110 Nail 60 147 121 105 No. 11 ga. 0-15 168 131 105 TM 7'h 1-1/4"long Blind 2 x 4 20 168 126 105 HardiePlankTM 5/16 7% galv.roofing Nailed wood 24 40 147 116 95 Nail 60 137 110 95 No. 11 ga. 0-15 168 126 105 HardiePlankTM 5/16 8 1-1/4"long Blind 2 x 4 24 20 168 121 95 galv. roofing Nailed wood 40 137 110 95 Nail 60 126 105 89 No. 11 ga. 0-15 168 126 100 HardiePlankTM 5/16 8% 1-1/4"long Blind 2 x 4 24 20 158 121 100 galv.roofing Nailed wood 40 137 105 95 Nail 60 126 105 89 No. 11 ga. 0-15 158 116 95 HardiePlankTM 5/16 91% 1-1/4"long Blind 2 x 4 24 20 147 105 89 9% galv. roofing Nailed wood 40 131 100 85 Nail 60 121 95 85 No. 8 x 1-1/4 in.long x 0-15 168 168 137 TM 0.375 in. HD Blind Min. No.20 ga.X 20 168 158 137 HardiePlank 5/16 4 ribbed Screwed 3.62"x 1.375"Metal 16 40 168 147 126 waferhead C-stud 60 168 137 121 screws No. 8 x 1-1/4 in.long x 0-15 168 168 137 TM 0.375 in. HD Blind Min. No.20 ga.X 20 168 158 137 HardiePlank 5/16 6 ribbed Screwed 3.62"x 1.375"Metal 16 40 168 147 126 waferhead C-stud 60 168 137 121 screws No.8 x 1-1/4 in.long x 0-15 168 158 142 TM , 0.375 in. HD Blind Min. No.20 ga.X 20 168 158 131 HardiePlankTM 5/16 6/, ribbed Screwed 3.62"x 1.375'Metal 16 40 168 147 126 waferhead C-stud 60 158 137 121 screws No.8 x 1-1/4 in.long x 0-15 168 152 126 7/, 0.375 in. HD Blind Min. No.20 ga.X 20 168 147 116 HardiePlankTM 5/16 ribbed Screwed 3.62"x 1.375'Metal 16 40 168 137 116 waferhead C-stud 60 158 126 110 screws No. 8 x 1-1/4 in.long x 0-15 168 147 116 Min. No.20 ga.X TM 0.375 in. HD Blind20 168 137 116 HardiePlankTM 5/16 8 ribbed Screwed 3.62"x 1.375"Metal 16 40 158 126 105 waferhead C-stud 60 147 121 105 screws No.8 x 1-1/4 in.long x 0-15 168 142 121 Min. No.20 ga.X HardiePlankTM 5/16 8% 0.375 in. HD Blind 3.62"x 1.375"Metal 16 20 168 137 116 ribbed Screwed 40 158 126 110 waferhead C-stud 60 147 116 105 screws ESR-2290 I Most Widely Accepted and Trusted Page 12 of 18 TABLE 5—MAXIMUM WIND SPEED(mph)(Continued) No.8 x 1-1/4 in.long x 0-15 168 137 116 Min. No.20 ga.X TM 91/4 0.375 in. HD Blind 20 168 126 105 HardiePlankTM 5/16 9% ribbed Screwed 3.62"x 1.375"Metal 16 40 158 116 105 waferhead C-stud 60 137 110 100 screws No.8 x 1-1/4 in.long x 0-15 168 137 116 TM 0.375 in. HD Blind Min. No. 20 ga.X 20 168 131 110 HardiePlank 5/16 4 ribbed Screwed 3.62"x 1.375"Metal 24 40 152 121 105 waferhead C-stud 60 147 116 100 screws No.8 x 1-1/4 in.long x 0-15 168 137 116 Min. No.20 ga.X HardiePlankTM 5/16 6 0.375 in. HD Blind 3.62"x 1.375"Metal 24 20 168 131 110 ribbed Screwed C-stud 40 152 121 105 waferhead 60 147 116 100 screws No.8 x 1-1/4 in. long x 0-15 168 137 116 Min. No.20 ga.X HardiePlankTM 5/16 6% 0.375 in. HD Blind 3.62"x 1.375"Metal 24 20 168 131 105 ribbed Screwed 40 158 121 105 waferhead C-stud 60 147 116 100 screws No. 8 x 1-1/4 in.Tong x 0-15 168 126 105 7'/, 0.375 in. HD Blind Min. No.20 ga.X 20 168 116 100 HardiePlankTM 5/16 ribbed Screwed 3.62"x 1.375"Metal 24 40 147 105 89 waferhead C-stud 60 137 89 89 screws No. 8 x 1-1/4 in.long x 0-15 168 121 100 Min. No.20 ga.X TM 0.375 in. HD Blind 20 158 116 100 HardieplankTM 5/16 8 ribbed Screwed 3.62"x 1.375"Metal 24 40 142 105 89 waferhead C-stud 60 131 100 89 screws No. 8 x 1-1/4 in.long x 0-15 168 121 100 Min.No.20 ga.X 0.375 in. HD Blind 20 158 116 100 HardiePlankTM 5/16 8% ribbed Screwed 3.62"x 1.375"Metal 24 40 142 105 89 waferhead C-stud 60 126 100 89 screws No.8 x 1-1/4 in.long x 0-15 158 116 95 Min. No.20 ga.X 9/4 0.375 in. HD Blind 20 147 105 89 HardiePlankTM 5/16 91/2 ribbed Screwed 3.62"x 1.375"Metal 24 40 131 95 85 waferhead C-stud 60 121 89 85 screws 0.089"shank x 0.221" 0-15 158 110 95 HardiePlankTM 5/16 4 HD x 2"long Face 2 x 4 16 20 147 105 85 Nailed 40 126 100 85 galv.siding 60 121 95 85 Nail 0.089"shank x 0.221" 0-15 158 110 95 HardiePlankTM 5/16 6 HD x 2"long Face 2 x 4 16 20 147 105 85 Nailed 40 126 100 85 galv.siding 60 121 95 85 Nail ESR-2290 I Most Widely Accepted and Trusted Page 13 of 18 TABLE 5—MAXIMUM WIND SPEED(mph)(Continued) 0.089"shank x 0.221" 0-15 158 110 85 HardiePlankTM 5/16 6% HD x 2"long Face 2 x 4 16 20 147 105 85 galv.siding Nailed 40 126 95 85 Nail 60 121 89 - 0.089"shank x 0.221" 0-15 137 100 85 HardiePlankTM 5/16 �, galv.siding HD x 2"long Face 2 x 4 16 20 137 95 85 Nailed 40 116 89 Nail 60 110 85 - 0.089"shank x 0.221" 0-15 137 95 85 HardiePlankTM 5/16 8 HD x 2"long Face 2 x 4 16 20 131 95 - galv.siding Nailed 40 116 85 - Nail 60 105 85 - 0.089"shank x 0.221" 0-15 137 95 - 20 126 95 - Face HardiePlankTM 5/16 8% HD x 2"long Nailed 2 x 4 16 40 116 85 - galv.siding 60 105 85 - Nail 0.089"shank x 0.221" 0-15 126 89 - HardiePlankT"" 5/16 9% Face x 2"long Face 2 x 4 16 20 121 85 - Nailed 40 105 - 9'�s galv. siding Nail 60 100 - - 0.089"shank x 0.221" 0-15 131 95 - HardiePlankT"' 5/16 4 HD x 2"long Face 2 x 4 24 20 131 89 - Nailed 40 105 85 galv.siding Nail 60 100 - - 0.089"shank x 0.221" 0-15 131 95 - HardiePlankTM 5/16 6 HD x 2"long Face 2 x 4 24 20 131 89 - Nailed 40 105 85 - galv.siding 60 100 - - Nail 0.089"shank x 0.221" 0-15 126 89 - Face 20 121 85 HardiePlankTM 5/16 6% HD x 2"long Nailed 2 x 4 24 40 105 - - galv.siding 60 95 - - Nail 0.089"shank x 0.221" 0-15 121 85 - - HardiePlankTM 5/16 � HD x 2"long Face 2 x 4 24 20 116 85 Nailed 40 100 galv.siding 60 95 - - Nail 0.089"shank x 0.221" 0-15 116 - - HardiePlankTM 5/16 8 HD x 2"long Nailed 2 x 4 24 20 105 galv.siding 40 95 - - Nail 0.089"shank 0-15 116 - - x 0.221" 20 Face HardiePlankTM 5/16 8% HD x 2"long Nailed 2 x 4 24 40 195 - - galv.siding 60 85 - - Nail ESR-2290 I Most Widely Accepted and Trusted Page 14 of 18 TABLE 5—MAXIMUM WIND SPEED(mph)(Continued) 0.089"shank x 0.221" 0-15 105 - - HardiePlankTM' 5/16 9,/` HD x 2"long Face 2 x 4 24 20 95 - - 9/z galv.siding Nailed 40 85 - Nail 60 85 - 0.083"shank 168 116 95 x 0.194" 0-15 HardiePlankTM 5/16 4 HD x 1%"long Blind 2 x 4 16 20 158 110 95 Nailed 40 137 105 89 galv.siding 60 126 100 85 Nail 0.083"shank 0-15 162 147 133 x 0.194" 20 162 143 130 HardiePlankTM 5/16 5% HD x 1'/:'Iong Blind 2 x 4 16 40 155 133 123 galv.siding Nailed 60 147 127 118 Nail 100 122 108 101 0.083"shank x 0.194" 0-15 168 116 95 HardiePlankTM 5/16 6 HD x 1%"long Blindlongx 4 16 20 158 110 95 galv.siding Nailed 40 137 105 89 Nail 60 126 100 85 0.083"shank 0-15 151 137 125 x 0.194" 20 151 133 122 HardiePlankTM 5/16 6% HD x 1',4"long Blind 2 x 4 16 40 145 124 115 galv.siding Nailed 60 137 119 111 Nail 100 114 101 94 0.083"shank 0-15 140 127 115 x 0.194" 20 140 123 113 HardiePlankTM 5/16 7;' HD x 1'%"long Blind 2 x 4 16 40 134 115 106 7/s galv.siding Nailed 60 127 110 102 Nail 100 105 93 87 0.083"shank x 0.194" 0-15 137 100 85 HardiePlankTM 5/16 8 HD x 1'/."long Blind 2 x 4 16 20 131 95 85 galv.siding Nailed 40 116 89 - Nail 60 105 85 - 0.083"shank 0-15 127 116 105 x 0.194" 20 127 112 102 HardiePlankTM 5/16 8% HD x 1'/:'Iong Blind 2 x 4 16 40 122 104 96 galv.siding Nailed 60 116 100 93 Nail 100 96 85 80 0.083"shank 0-15 112 101 92 x 0.194" 20 112 98 90 HardiePlankTM 5/16 9/' HD x 1%"long Blind 2 x 4 16 40 107 92 85 9/z galv.siding Nailed 60 101 88 82 Nail 100 84 74 70 0.083"shank x 0.194" 0-15 137 95 - HardiePlankTM 5/16 4 HD x 1'/:'long Blind 2 x 4 24 20 126 95 - galv.siding Nailed 40 116 85 - Nail 60 105 85 - 0.083"shank x 0.194" 0-15 137 95 - HardiePlankTM 5/16 6 HD x 1'/."long Blind 2 x 4 24 20 126 95 _ galv. .siding Nailed 40 116 85 Nail 60 105 85 - • ESR-2290 I Most Widely Accepted and Trusted Page 15 of 18 TABLE 5—MAXIMUM WIND SPEED(mph)(Continued) 0.083"shank x 0.194" 0-15 137 85 - HardiePlankTM 5/16 6% HD x 1Y."long Blind 2 x 4 24 20 126 85 - Nailed 40 110 - - gaiv.siding 60 100 - - Nail 0.083"shank x 0.194" 0-15 116 85 - HardiePlankTM 5/16 7;. HD x 1Y."long Blind 2 x 4 24 20 116 85 - 7/2 galv. siding Nailed 40 100 - - Nail 0.083"shank x 0.194" 0-15 116 85 - HardiePlankTM 5/16 8 HD x 1%"long Blind 2 x 4 24 20 116 85 - Nailed 40 95 - - galv.siding 60 89 - - Nail 0.083"shank x 0.194" 0-15 116 85 - BHardiePlankTM 5/16 8Y. HD x 1%"long Nailed 2 x 4 24 40 100 - galv.siding 60 89 - - Nail 0.083"shank x 0.194" 0-15 105 - - HardiePlankTM 5/16 9% Blind x 1W long Blind 2 x 4 24 20 105 - - 9Y2 galv.siding Nailed 40 89 _ _ NNail 60 85 0.092"shank 0-15 124 113 102 x 0.222" 20 124 109 100 Face HardiePlankTM 5/16 12 HD x 2.5"long Nailed 2 x 4 16 40 119 102 94 galv.siding 60 113 98 91 Nail 100 93 _ _ 0.092"shank 92 - x 0.222" 0-15 HardiePlankTM 5/16 12 HD x 2.5"long Face 2 x 4 24 20 101 89 - Nailed 40 97 - - galv.siding 60 92 - - Nail 0.091"shank, Face 7/16"thick APA 0.221"HD, Nailed rated OSB 0-15 131 95 - HardiePlankTM' 5/16 <9Y2 1.5"long through the sheathing or - 20 126 89 - 40 105 85 - corrosion overlap @ equivalent solid 60 100 - - resistant Nail 12"o.c. sheathing 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. 2Face= Fastened through the overlapping plank. Blind= Fastened through the top edge of single plank. 3Wind speed design assumptions per ASCE 7-05: I = 1.0, Krt= 1, Kd=0.85, Gco=0.18, Gcp,= 1.1, Gcp= 1.4 for height<_60 feet and 1.80 for height>60 feet. 4ET&F pin fasteners have knurled shanks. 6For attaching to wood framing,the minimum fastener penetration into studs must be 1 inch. 6Metal framing members must have a minimum Fy=33 ksi. ESR-2290 I Most Widely Accepted and Trusted Page 16 of 18 TABLE 6(100 mph) MAXIMUM FASTENER SPACING(in.) HardiePlankTM LAP SIDING FASTENED TO ASTM C 90 CONCRETE MASONRY WALL Building <61/2-inch wide 71/4-&71/2-inch wide 8-&81/4-inch wide 91/4-&91/2-inch wide Height Exposure Exposure Exposure Exposure (feet) 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 '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.=0.14 in., length= 1.25-in. long)or Max System block Nail (CP-C 832 W7-ICC, head dia. =0.30 in., shank dia. =0.15 in.,length = 1.3 in.). 2 Maximum basic wind speed(3-second gust)must be 100 mph. 3Interpolation to address building height and other plank widths is permitted. 4The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 7(110 mph) ALLOWABLE FASTENER SPACING(in.) HardiePlankTM LAP SIDING FASTENED TO ASTM C 90 CONCRETE MASONRY WALL Building <61/2-inch wide 71/4-&71-inch wide 8-&81/4-inch wide 9'/.-&91/2-inch wide Height Exposure Exposure Exposure Exposure (feet) 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 '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.=0.14 in., length= 1.25-in.long)or Max System block Nail(CP-C 832 W7-ICC, head dia.=0.30 in.,shank dia. =0.15 in., length = 1.3 in.). 2Maximum basic wind speed(3-second gust)must be 110 mph. 3Interpolation to address building height and other plank widths is permitted. 4The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 8(120 mph) MAXIMUM FASTENER SPACING(in.) HardiePlankTM LAP SIDING FASTENED TO ASTM C 90 CONCRETE MASONRY WALL Building <61/2-inch wide 7'/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 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 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 '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.=0.14 in., length= 1.25-in. long)or Max System block Nail(CP-C 832 W7-ICC, head dia.=0.30 in.,shank dia.=0.15 in.,length = 1.3 in.). 2Maximum basic wind speed(3-second gust)must be 120 mph. 3Interpolation to address building height and other plank widths is permitted. 4The lap conceals the fasteners of the previous course(Blind Nailed). • ESR-2290 I Most Widely Accepted and Trusted Page 17 of 18 TABLE 9(130 mph) ALLOWABLE FASTENER SPACING(in.) HardiePlankTM LAP SIDING FASTENED TO ASTM C 90 CONCRETE MASONRY WALL Building <61/2-inch wide 71/4-&71/2-inch wide 8-&81/4-inch wide 91/.-&91/2-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 '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.=0.14 in., length= 1.25-in. long)or Max System block Nail(CP-C 832 W7-ICC, head dia. =0.30 in.,shank dia. =0.15 in., length = 1.3 in.). 2Maximum basic wind speed(3 second gust)must be 130 mph. 3lnterpolation to address building height and other plank widths is permitted. 4The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 10(140 mph) ALLOWABLE FASTENER SPACING(in.) HardiePlankTM LAP SIDING FASTENED TO ASTM C 90 CONCRETE MASONRY WALL Building <61/2-inch wide 71/4-&71/2-inch wide 8-&81/4-inch wide 91/4-&91/2-inch wide Height Exposure Exposure Exposure Exposure (feet) 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 '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. =0.14 in.,length= 1.25-in. long)or Max System block Nail (CP-C 832 W7-ICC,head dia. =0.30 in., shank dia. =0.15 in., length= 1.3 in.). 2Maximum basic wind speed(3-second gust)must be 140 mph. 3lnterpolation to address building height and other plank widths is permitted. 4The lap conceals the fasteners of the previous course(Blind Nailed). TABLE 11 (150 mph) ALLOWABLE FASTENER SPACING(in.) HardiePlankTM LAP SIDING FASTENED TO ASTM C 90 CONCRETE MASONRY WALL Building <6'/2-inch wide 71/4-&7'/2-inch wide 8-&8%-inch wide 9'/4-&91/2-inch wide Height Exposure Exposure Exposure Exposure (feet) 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 '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. =0.14 in.,length= 1.25-in.long)or Max System block Nail(CP-C 832 W7-ICC, head dia. =0.30 in.,shank dia.=0.15 in.,length= 1.3 in.). 2Maximum basic wind speed(3-second gust)must be 150 mph. 3lnterpolation to address building height and other plank widths is permitted. 4The lap conceals the fasteners of the previous course(Blind Nailed). ESR-2290 I Most Widely Accepted and Trusted Page 18 of 18 TABLE 12—ALLOWABLE BASIC WIND SPEEDS(mph) FOR HardieShingleTM INDIVIDUAL SHINGLE EXTERIOR WALL FINISH Sheathing Type Fastener Type Weather Exposure and Height of Exposure Category Fastener Location Building(feet) B C 0-15 126 110 8 inch exposure 20 126 105 2 roofing nails 40 126 95 9 inches from butt edge 60 126 89 100 95 Minimum 15/32 inch Min.0.121 in.shank 0-15 126 126 thick plywood x 0.371 in. HD x 1-1/4 7 inch exposure 20 126 121 complying with DOC in.long corrosion 2 roofing nails 40 126 110 PS 1-95 resistant roofing Nail 8 inches from butt edge 60 126 105 100 110 89 0-15 126 126 6 inch exposure 20 126 126 2 roofing nails 40 126 121 7 inches from butt edge 60 126 116 100 121 100 For SI: 1 foot=305 mm, 1 inch=25.4 mm, 1 mph=0.44 m/s 'Table values are based on an importance factor of 1.0. TABLE 13—ALLOWABLE BASIC WIND SPEEDS(mph)FOR HardieShingleTM INDIVIDUAL SHINGLE EXTERIOR WALL FINISH Sheathing Type Fastener Type Weather Exposure and Height of Exposure Category Fastener Location Building(feet) B C 126 8 inch exposure 0-15 20 126 89 2 siding nails 40 105 89 9 inches from butt edge 60 100 85 Minimum 7/16 inch Min.0.091 in.shank x 7 inch exposure 0 126 105 20 thick OSB sheathing 0.221 in. HD x 1-1/2 2 siding nails 20 126 100 complying with DOC- in. long corrosion 8 inches from butt edge 60 12 95 PS 2-92 resistant siding Nail 60 1166 89 0-15 126 116 6 inch exposure 20 126 110 2 siding nails 40 126 105 7 inches from butt edge 60 126 95 100 100 85 For SI: 1 foot=305 mm, 1 inch=25.4 mm, 1 mph=0.44 m/s 'Table values are based on an importance factor of 1.0. TABLE 14—ALLOWABLE BASIC WIND SPEEDS(mph)FOR HardieShingleT""INDIVIDUAL SHINGLE EXTERIOR WALL FINISH Sheathing Type Fastener Type Weather Exposure and Fastener Height of Exposure Category Location Building(feet) B C 8 in.exposure 0-15 116 116 3 siding nails per 12 in.wide,9 in. 20 110 110 from butt edge,2 siding nails per 6 40 100 100 &8 in.wide 60 95 95 Minimum 7/16 inch Min.0.091 in.shank 7 in.exposure 0-15 126 126 thick OSB sheathing x 0.221 in. HD x 1- 3 siding nails per 12 in.wide, 8 20 121 121 complying with DOC 1/2 in.long inches from butt edge,2 siding 40 110 110 PS 2 95 corrosion resistant nails per 6&8 in.wide 60 105 105 siding Nail 0-15 126 126 6 in.exposure 20 126 126 3 siding nails per 12 in.wide, 7 40 126 126 inches from butt edge,2 siding 60 121 121 nails per 6&8 in.wide 100 85 85 For SI: 1 foot=305 mm, 1 inch=25.4 mm, 1 mph=0.44 m/s 'Table values are based on an importance factor of 1.0. E-c, ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2290 Supplement Issued April 1, 2010 This report is subject to re-examination in one year. www.icc-es.orq I (800)423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 07—THERMAL AND MOISTURE PROTECTION Section: 07450—Fiber-Reinforced Cementitious Panels REPORT HOLDER: JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CALIFORNIA 92337 (800) 942-7343 www.iameshardie.com chad.diercksaiameshardie.con EVALUATION SUBJECT: HARDIESHINGLETM PANELS, HARDIEPLANK TM LAP SIDING, AND HARDIESHINGLETM INDIVIDUAL SHINGLES PURPOSE OF THE SUPPLEMENT This supplement is issued to indicate that the fiber-cement panels, plank lap siding and cladding shingles described in the master report ESR-2290 may be used where noncombustible or ignition-resistant exterior walls complying with Section 1403.4 of the 2007 California Building Code are required, provided installation is in accordance with the master report and the additional requirements of Sections 1405.15, 1405.16, and 1405.17of the 2007 California Building Code. The exterior wall coverings may be used in the construction of new buildings located in Fire Hazard Severity Zones within State Responsibility Areas or any Wildland-Urban Interface Fire Area, provided installation is also in accordance with the master report and the additional requirements of Sections 701A.3 and 704A.3 of the 2007 California Building Code. The products(s) 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 issued on April 1, 2010. 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 i il co- as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,Inc.,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. a Copyright©2009 Page 1 of 1 Builder: Job Info: Broadwell's Builders Job: J190661-R P.O. Box 51133 File# Jacksonville Beach FL 32240 rBIS11 Sales: Scot Burney (904) 813-5697 Design: Rochelle Cousins Page 1 of 2 Job: Report Date: Speed Residence Manning Building Supplies Rep. Date: 10/8/2019 354 Seminole Atlantic Beach FL 32233 11155 Phillips Parkway Dr. E Jacksonville, FL 32256 (904) 268-8225 * (904) 260-2981 OFFICE COPY Cover Sheet Roof Trusses QTY (Shipping) Base Span OVERHANG CANTILEVER STUB PLY LABEL DIAGRAM PITCH HEIGHT SPAN LUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT 6/12 (4-04-00) 1 A01 3/12 3-04-04 13-04-00 2 x 4 2-00-00 2-00-00 - - - - 6/12 (4-07-15) 6 A02 3/12 3-08-03 13-04-00 2 x 4 2-00-00 2-00-00 - - - - 6/12 (8-09-00) 1 B01 3/12 7-09-04 31-00-00 2 x 4 2-00-00 2-00-00 - - - - 6/12 (9-00-15) 2 802 3/12 8-01-03 31-00-00 2 x 4 2-00-00 2-00-00 - - - - 6/12 (9-00-15) 4 B03 3/12 8-01-03 31-00-00 2 x 4 2-00-00 2-00-00 - - - - 6/12 (8-09-15) 1 B04 3/12 7-10-03 31-00-00 2 x 4 2-00-00 2-00-00 - - - - 6/12 (7-09-15) 1 B05 3/12 6-10-03 31-00-00 2 x 4 2-00-00 2-00-00 - - - - (6-09-15) 1 B06 6/12 5-10-03 31-00-00 2 x 4 2-00-00 2-00-00 - - - - (5-09-15) 1 B07 6/12 4-10-03 31-00-00 2 x 4 2-00-00 2-00-00 - - - - �l l % (4-09-15) 1 B08 6/12 3-10-03 31-00-00 2 x 4 2-00-00 2-00-00 - - - - (4-07-07) 3 C01 6/12 3-07-11 13-02-00 2 x 4 2-00-00 - - - - (4-07-07) 2 CO2 6/12 3-07-11 13-02-00 2 x 4 2-00-00 2-00-00 - - - - (3-09-15) 1 CO3 6/12 2-10-03 13-02-00 2 x 4 2-00-00 2-00-00 - - - - (3-09-07) 2 J01 4.24/12 2-09-14 7-00-02 2 x 4 2-09-15 - - - - (1-09-15) 6 J02 6/12 10-03 1-00-00 2 x 4 2-00-00 - - - - (2-09-15) 6 J03 6/12 1-10-03 3-00-00 2 x 4 2-00-00 - - - - (3-09-15) 3 J04 6/12 2-10-03 5-00-00 2 x 4 2-00-00 - - - - (4-09-07) 1 J05 4.24/12 3-09-14 9-10-01 2 x 4 2-09-15 - - - - (3-09-15) 1 J06 6/12 2-10-03 5-00-00 2 x 4 2-00-00 - - - - (3-09-15) 1 J07 6/12 2-10-03 5-00-00 2 x 4 2-00-00 - - - - 10/8/2019 11:20:27 AM Rochelle Cousins-RC2911 1 of 2 ` Job# J190661-R Customer: Broadwell's Builders Job: Speed Residence Roof Trusses QTY (Shipping) Base Span OVERHANG CANTILEVER STUB PLY LABEL DIAGRAM PITCH HEIGHT SPAN LUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT (4-09-15) 6 J08 6/12 3-10-03 7-00-00 2 x 4 2-00-00 - - - - 51 9-00-15 659.19 10/8/2019 11:20:27 AM Rochelle Cousins-RC2911 2 of 2 Builder: Job Info: Broadwell's Builders Job: J190661-R P.O. Box 51133 File# Jacksonville Beach FL 32240 Sales: Scot Burney (904)813-5697 ril° Design: Rochelle Cousins Page: 1 of 2 Job: Report Date: Speed Residence Manning Building Supplies Rep. Date: 10/8/2019 354 Seminole Atlantic Beach FL 32233 11155 Phillips Parkway Dr. E Jacksonville, FL 32256 (904) 268-8225 * (904) 260-2981 Cover Sheet Roof Trusses CITY (Shipping) Base Scan OVERHANG CANTILEVER STUB PLY LABEL DIAGRAM PITCH HEIGHT SPAN LUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT 6/12 (4-04-00) 1 A01 3/12 3-04-04 13-04-00 2 x 4 2-00-00 2-00-00 - - - - 4-07-15) 6 A02 3/12 (3 3-08-03 13-04-00 2 x 4 2-00-00 2-00-00 r- r--9`) -.2,v 0110 6/12 (8-09-00) 1 801 3/12 7-09-04 31-00-00 2 x 4 2-00-00 2-00-00 - - - - 6/12 (9-00-15) 2 B02 3/12 8-01-03 31-00-00 2 x 4 2-00-00 2-00-00 - - - - 6/12 (9-00-15) 4 B03 3/12 8-01-03 31-00-00 2 x 4 2-00-00 2-00-00 - - - - 6/12 (8-09-15) 1 B04 3/12 7-10-03 31-00-00 2 x 4 2-00-00 2-00-00 - - - - 6/12 (7-09-15) 1 B05 3/12 6-10-03 31-00-00 2 x 4 2-00-00 2-00-00 - - - - (6-09-15) 1 B06 6/12 5-10-03 31-00-00 2 x 4 2-00-00 2-00-00 - - - - (5-09-15) 1 B07 IrL21 , 6/12 4-10-03 31-00-00 2 x 4 2-00-00 2-00-00 - - - - (4-09-15) 1 B08 6/12 3-10-03 31-00-00 2 x 4 2-00-00 2-00-00 - - - - (4-07-07) 3 CO1 6/12 3-07-11 13-02-00 2 x 4 2-00-00 - - - - (4-07-07) 2 CO2 6/12 3-07-11 13-02-00 2 x 4 2-00-00 2-00-00 - - - - (3-09-15) 1 CO3 6/12 2-10-03 13-02-00 2 x 4 2-00-00 2-00-00 - - - - (3-09-07) 2 J01 4.24/12 2-09-14 7-00-02 2 x 4 2-09-15 - - - - (1-09-15) 6 J02 6/12 10-03 1-00-00 2 x 4 2-00-00 - - - - (2-09-15) 6 J03 6/12 1-10-03 3-00-00 2 x 4 2-00-00 - - - - (3-09-15) 3 J04 6/12 2-10-03 5-00-00 2 x 4 2-00-00 - - - - (4-09-07) 1 J05 4.24/12 3-09-14 9-10-01 2 x 4 2-09-15 - - - - (3-09-15) 1 J06 6/12 2-10-03 5-00-00 2 x 4 2-00-00 - - - - (3-09-15) 1 J07 6/12 2-10-03 5-00-00 2 x 4 2-00-00 - - - - 10/8/2019 11:20:27 AM Rochelle Cousins-RC2911 1 of 2 /rte 11 Job# J190661-R Customer: Broadwell's Builders Job: Speed Residence Roof Trusses QTY (Shipping) Base Span OVERHANG CANTILEVER STUB PLY LABEL DIAGRAM PITCH HEIGHT SPAN LUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT (4-09-15) 6 J08 6/12 3-10-03 7-00-00 2 x 4 2-00-00 - - - - 51 9-00-15 659.19 10/8/201911:20:27 AM Rochelle Cousins-RC2911 2 of 2 . • -- mit Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek OFFICE COPY RE: J190661-R - Speed Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Broadwell's Builders Project Name: . Model: Tampa,FL 33610 4115 Lot/Block: . Subdivision: . Address: 354 Seminole Rd, . City: Atlantic Beach State: FL Name Address and License #of Structural Engineer of Record, If there is one, for the building. Name: Floyd S. Simpson License #: 50791 Address: 11481 Old St Augustine Rd #202, . City: Jacksonville State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 21 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 SHOP DRAWING REVIEW DISPOSITION 1 T18312898 J02 10/8/19 2 T18312899 J03 10/8/19 ATTENTION:Review of shop drawings is only for contormance with 3 718312900 J04 10/8/19 the desi n concept of the project and does not relieve the contractor 4 718312901 J06 10/8/19 of responsibility for any deviation from the requirements of the shop 5 718312902 J07 10/8/19 drawings.Contractor shall determine and verify all field measurements. 6 T18312903 J08 10/8/19 0 RETURNED FOR CORRECTION 7 T18312904 J01 10/8/19 �PPROVED 8 T18312905 J05 10/8/19 9 T18312906 CO2 10/8/19 10 T18312907 C01 10/8/19 0 APPROVED AS NOTED 0 RETURNED WITHOUT ACTIO 11 T18312908 CO3 10/8/19 0 SEE TRANSMITTAL LETTER 12 T18312909 A01 10/8/19 0 NOT APPROVED COMMENTS 13 T18312910 A02 10/8/19 14 T18312911 B01 10/8/19 ( < t9 15 T18312912 B02 10/8/19 I DATE s�-2o 1 T18312913 B03 10/8/19 BY 17 T18312914 B05 10/8/19 HULSEERG E INEERING,INC. FL CERT 25846 18 T18312915 B04 10/8/19 11481 ST.AUGUSTINE RD.#202 19 T18312916 B08 10/8/19 JACKSONVILLE,FL 32258 20 T18312917 B07 10/8/19 21 T18312918 B06 10/8/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. 0 114 under my direct supervision based on the parameters ,,%S� SvL1US AFF i�•0 provided by Manning Building Supplies. ` ••.CcC E N • ••,,..TTruss Design Engineer's Name: Lee, Julius _ [j Nq 3 9 _ My license renewal date for the state of Florida is February 28, 2021. elf//�l yt IMPORTANT NOTE:The seal on these truss component designs is a certification 1"e,111/4y:TATE OF that the engineer named is licensed in the jurisdiction(s)identified and that the 41;:i �0,�.•• :40� designs comply with ANSI/TPI 1. These designs are based upon parameters :0� O A,O P. `a, shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ♦ ••• • �? given to MiTek or TRENCO. Any project specific information included is for MiTek's or � r /• •••I� Nr� TRENCO's customers file reference purpose only,and was not taken into account in the t�N A;",,`�� preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, Julius Lee PE No.34869 the building designer should verify applicability of design parameters and properly MiTek USA,Inc.FL Cert 6634 incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 Lee, Julius 1 of 1 Job Truss Truss Type . Qty Ply Speed Residence T18312898 J190661-R J02 Comer Jack 6 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:19:59 2019 Page 1 I D:Bny6I NzwBocVsSjvIU7s9vyV W Yy-xTDtj E?GB4?1 eumUdp9MyXzxf67ezDO5RCGO3FyVVhU -2.0.0 ) 1-0-0 2-0-0 1-0-0 Scale=1:9.5 3 0 6.00 12 2 All ';1 b � b Eat A d d 4 A ti. '/ 1 3x4= 1-0-0 I 1-0-0 Plate Offsets(X,Y)-- [2:0-0-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 7 >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:7 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-29/Mechanical,2=265/0-3-8,4=-51/Mechanical Max Horz 2=84(LC 12) Max Uplift 3=-29(LC 1),2=-264(LC 12),4=-51(LC 1) Max Gray 3=49(LC 12),2=265(LC 1),4=78(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=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical 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 2 and 51r Ib uplift aticonnectionjoint (by others)of truss to bearing plate capable of withstanding 29 lb uplift at joint 3,264 lb uplift at joint `,```.0 tt t c `�/e I •'GENS �,• . N- 34869 — *; I * `• , • .. • .. .. Z '0# OR1v.- C?\ ,. • � � • ,t,', 0NA` -.00 ,, Julius Lee PE No.34869 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 -- till A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.16/7.120/5 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 possible personal Injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems,seeANSI/IP11 Quality Crttena,DSa49 and BCD Belding Component 6904 Parke East Blvd. Safety kiformatlortovailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Speed Residence T18312899 J190661-R J03 Corner Jack 6 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:19:59 2019 Page 1 I D:Bny61 NzwBocVsSjvI U7s9vyVW Yy-xTDtj E?GB4?1 eumUdp9MyXzxf67UzDO5RCGO3FyVVhU -2-0-0 3-0-0 2-0-0 3-0-0 Scale=1:14.6 3 IQiI 6.00 riy 0 9 m 2 9 �/ 4 1 2x5= 3-0-0 I 3-0-0 Plate Offsets(X,Y)— [2:0-1-12,0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 4-7 >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 i Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=51/Mechanical,2=259/0-3-8,4=19/Mechanical Max Horz 2=124(LC 12) Max Uplift 3=-26(LC 12),2=-183(LC 12) Max Gray 3=52(LC 17),2=259(LC 1),4=47(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=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-13 to 0-11-3,Interior(1)0-11-3 to 2-11-4 zone;cantilever left and right exposed;end vertical 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 er to er(s) truss to truss /11 5) Provide mechanicalrconnection(byotherconnections. tlof truss to bearingplate capable of withstanding26 lb uplift at 3 and 183 lb uplift at ,,�% t I..J S'�� ,g, ) P P jointP joint 2. • Fe 34869 • • -0: *.wdu cc= r.11% , •....... „",,0 N A os Julius Lee PE No.34869 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 A WARNING-Verity design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10163/2015 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 possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems,seeANSVIPII Qualify Gifteda,DS11-59 and SCSI Bolding Component 6904 Parke East Blvd. Safety Infommllonavailable from Truss Plate Institute.218 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type ' Qty Ply Speed Residence 718312900 J190661-R J04 Jack-Open 3 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:20:00 2019 Page 1 ID:Bny6INzwBocVsSjvIU7s9vyVW Yy-PfnFxa0uxO7uF1 LgAXgbVIW 6PW RZigeEgsOabhyVVhT -2-0-0 5-0-0 H 2-0-0 5-0-0 Scale=1:19.5 3 tl 6.00 12 m d N N N 8 ct � 2 � ' ; I M M I I 111 II I I M I I 111 IIIM2 4 '1 1 2x5= 5-0-0 5-0-0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.05 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/TP12014 Matrix-MP Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=107/Mechanical,2=318/0-3-8,4=52/Mechanical Max Horz 2=165(LC 12) Max Uplift 3=-72(LC 12),2=-179(LC 12) Max Gray 3=107(LC 1),2=318(LC 1),4=86(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=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-13 to 0-11-3,Interior(1)0-11-3 to 4-11-4 zone;cantilever left and right exposed;end vertical 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)joint 2.e mechanical connection(by others)of truss to bearing plate capable of withstanding 72 lb uplift at joint 3 and 179 lb uplift at ,,tOI l i` , I C E N S �.• . •• 34869 • =-0•• * :cc.; C? . .,101,' 0 N 0 A` ��sv -iiiiii Julius Lee PE No.34869 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/1015 BEFORE USE. M. 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 a 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 Qualify GiMula.DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety YNoimallemvailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa.FL 33610 Job Truss Truss Type Qty Ply Speed Residence T18312901 J190661-R J06 Corner Jack 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:20:02 2019 Page 1 ID:Bny61 NzwBocVsSjvI U7s9vyV W Yy-M2v?LG 18T?NcVLV3Ixi3aAbSvK7vAa7X7AVggayVVhR -2-0-0 5-0-0 i 20.0 I 5-0-0 Scale=1:19.5 3 II� 6.00 NT 05 N N 9 2 �'1 R El 4 1 2x5= 5 4-3-8 5-0-0 4-3-8 l 0-8-8 l LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.02 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.02 5-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 i Code FBC2017/TP12014 Matrix-MP Weight:19 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-3-8,5=0-3-8. (Ib)- Max Horz 2=165(LC 12) Max Uplift All uplift 100 lb or less at joint(s)3,4,5 except 2=-181(LC 12) Max Gray All reactions 250 lb or less at joint(s)3,4,5 except 2=294(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=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-13 to 0-11-3,Interior(1)0-11-3 to 4-11-4 zone;cantilever left and right exposed;end vertical 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)3,4,5 except ,,111111111//�� (jt=1b)2=181. ,,,•S`,ODUS LF•.,11,, •'�.(C E N s : he• �• % No 34869 • ... A :* :: 7. OP ' �i 416 c<, ..:. 0 • `. '1'�,'°NA`.......\:1-1 S' Julius Lee PE No.34869 MITek US&Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTekiE 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.seeANSI/IP11 Quality CMeia,05549 and SCSI Building Component 6904 Parke East Blvd. Safety InformatIonavailoble from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type • Ply Ply Speed Residence T18312902 J190661-R J07 Corner Jack 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:20:03 2019 Page 1 ID:Bny6lNzwBocVsSjvIU7s9vyVWYy-gETOZc2mEJVT6V4FsfEI6N7dekTGv1 NgMgEECOyVVhO -2-0-0 5-0-0 2-0-0 5-0-0 Scale=1:19.5 3 6.00 I12 2 tri d " m ' N N N cc e �a1 II 4 // 1 2x5= 5-0-0 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.05 4-7 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=107/Mechanical,2=318/0-3-8,4=52/Mechanical Max Horz 2=165(LC 12) Max Uplift 3=-72(LC 12),2=-179(LC 12) Max Gray 3=107(LC 1),2=318(LC 1),4=86(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=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-13 to 0-11-3,Interior(1)0-11-3 to 4-11-4 zone;cantilever left and right exposed;end vertical 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) Pro179e mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 00%1111111g/` /,',', •'GENS • 34869 *: �* ="0 /to: Jam= O R,p P r..\�`. , •'0 N A`� ,��• Julius Lee PE No.34869 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/I-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 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/TPIt Quality Criteria,D36-69 and SCSI Bolding Component 6904 Parke East Blvd. Safety BMOnnaflon,vailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Speed Residence T18312903 J190661-R J08 Jack-Open 6 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:20:04 2019 Page 1 ID:Bny6I NzwBocVsSjvl U7s9vyV W Yy-lQ1 mmy3O?cdKkffR PMIXfbgke715eUdgbU_nkSyVVhP -2-0-0 7-0-0 I 2-0-0 I 7-0-0 Scale:1/2"=1' 3 Li • 6.00 I12 10 rh 7, aaq A 9 i 2 1 00 3x4= 5 4 4-1-12 7-0-0 i 4-1-12 I 2-10-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.04 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.04 5-8 >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:26 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-3-8,5=0-3-8. (Ib)- Max Horz 2=206(LC 12) Max Uplift All uplift 100 lb or less at joint(s)4,5 except 3=-110(LC 12),2=-176(LC 12) Max Gray All reactions 250 lb or less at joint(s)3,4,5 except 2=317(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=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-13 to 0-11-3,Interior(1)0-11-3 to 6-11-4 zone;cantilever left and right exposed;end vertical 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)3 Provide 66, ``, 2=17anical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,5 except Qt=1b) s' .••• 0111111//ii C �,,,,,, •'GENS .. 34869 _ . *itai4 ,...-1): ,F, , :.: :a% ,....40, .40R1°...* ' viii,ONA�E,.s' Julius Lee PE No.34869 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. i- 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 possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeAN31/1PI1 Quality Cdtada,03549 and SCSI Building Component 6904 Parke East Blvd. Safety Ydomralionovoiiable from Truss Rate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Speed Residence T18312904, J190661-R J01 Diagonal Hip Girder 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:19:58 2019 Page 1 ID:Bny6INzwBocVsSjvIU7s9vyV W Yy-TGfVW v_eQmtB0kBH36e7QKQgvjij EmvxDYXTXpyVVhV -2-9-15 3-8-10 7-0-2 I I 2-9-15 I 3-8-10 3-3-8 Scale=1:19.1 4 III NAILED NAILED 1.5x4 11 4.24 riy 3 ' a • NAILED Ito _o d, NAILED 'h a N 10 2 1 iI Ai, 12 13 6 5 NAILED NAILED 3x4= 1 NAILED NAILED 3x5= 7-0-2 F 7-0-2 i Plate Offsets(X,V)-- [2:0-0-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 I TC 0.74 Vert(LL) -0.16 6-9 >524 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.18 6-9 >455 180 BCLL 0.0 * Rep Stress Incr NO WB 0.08 Horz(CT) 0.00 5 n/a n/a i BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:31 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=86/Mechanical,2=344/0-4-9,5=111/Mechanical Max Horz 2=164(LC 8) Max Uplift 4=-66(LC 24),2=-300(LC 8),5=-29(LC 5) Max Gray 4=100(LC 17),2=467(LC 28),5=201(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-432/70 BOT CHORD 2-6=-113/346 WEBS 3-6=-373/121 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical 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. ``�II111111III 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 ,,�� ULlJS 1..&-'1e,I will fit between the bottom chord and any other members. ,s S • . i II 4)Refer to girder(s)for truss to truss connections. •S • G E N II 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 66 lb uplift at joint 4,300 lb uplift at joint : V� SF•••• .• °I li 2 and 29 lb uplift at joint 5. NO 34869 I. 6)"NAILED"indicates 3-10d skew 45 to 135 degrees(0.148"x 3") toe-nails per NDS guidelines. � 7) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8). r. *:• * S LOAD CASE(S) Standard I • .. , ,, ... 1) Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 .. - • - o :Luz Uniform Loads(plf) e•ri ••rated Loads(lb) �(/: Vert:1-4=-54,5-7=-20 Q;•• •• 4' OR1O!.•` ♦ . ConcentVert: 0=51(F_25,B=25)12=72(F=36,8=36)13=6(F=3,B=3) IISS!ONA';,,�`` Julius Lee PE No.34869 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev.10003/1015 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 IIIII- 1 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,seeANSVIPI1 Qualify Cdbfa,DSI-19 and SCSI Building Component 6904 Parke East Blvd. Safety I formalionovailable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Speed Residence T18312905 J190661-R J05 Diagonal Hip Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:20:01 2019 Page 1 I D:Bny6I NzwBocVsSjvl U7s9vyVW Yy-urLd8w1 W ihFltBwskEBq 1 y2 EJwi P R7HOvW I778yWhS -2-9-15 5-9-10 9-10-1 2-9-15 I 5-9-10 4-0-7 4 Scale=1:23.6 • NAILED .41 NAILED 354 13 � ' 4.24 I12 NAILED 3 NAILED 00 0000000.12 NAILED NAILED 11 2 _��1 1 111 = I) a 14 15 Kt 16 6 1 „ NAILED NAILED ' NAILED 5 3x4= NAILED NAILED NAILED 1.5x4 I 3x4= 5-9-10 9-10-1 I 5-9-10 I 4-0-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.13 7-10 >546 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.12 7-10 >558 180 BCLL 0.0 * Rep Stress Incr NO WB 0.04 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:44 lb FT=20% t LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. All bearings Mechanical except Qt=length)2=0-4-9,7=0-4-15. (Ib)- Max Horz 2=205(LC 8) Max Uplift All uplift 100 lb or less at joint(s)4,5 except 2=-262(LC 8),7=-231(LC 8) Max Gray All reactions 250 lb or less at joint(s)4,5 except 2=406(LC 28),7=440(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-267/69 WEBS 3-7=-295/213 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt tween the d any other 4) Relfer oegirder(s)forotru s toom ord truss n onnectionsmembers. ,��`�US'�t.-'Irti • 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) ` S k- 4• 2=262,7=231. �` ••'�G E N S•' ••• 6)"NAILED"indicates 3-10d skew 45 to 135 degrees(0.148"x 3") toe-nails per NDS guidelines. �� •' \- F•'•• . d. 7) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 34869 LOAD CASE(S) Standard 1) Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) —'fl Vert:1-4=-54,5-8=-20 Z)°,::31.1...* •• fir, LII Concentrated Loads(Ib) 0 • ��C/� Vert:11=51(F=25,B=25)13=-54(F=-24,B=-31)14=72(F=36,B=36)15=6(F=3,B=3)16=43(F=67,B=-24) •i�T •• O R, Q;•'� ,�� .,'let ,ON .... „oto s. Alin Julius Lee PE No.34869 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10413/2015 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,notINN 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,seeANSV1P11 Qualify Cdlana,DS11-89 and SCSI Binding Component 6904 Parke East Blvd. Safely Ydonnallonovailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type . Qty Ply Speed Residence T18312906 J190661-R CO2 Common 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:19:56 2019 Page 1 I D:Bny61 NzwBocVsSjvI U7s9vyVW Yy-XuYk5DzNu9cTnQ2vxhcfKvLPMv?pmsbel E2MSwyVVhX -2-0-0 6-7-0 13-2-0 15-2-0 2-0-0 I 6-7-0 6-7-0 I 2-0-0 Scale=1:27.9 4x4= 3 r 6.00 12 15 14 7. r4 d: 13 16 4 2 I 6 E 5 1 3x4= 1.5x4 II 3x4= 6-7-0i 13-2-0 l 6-7-0 6-7-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.05 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 1 BC 0.55 Vert(CT) -0.09 6-9 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:53 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=599/0-3-8,4=599/0-3-8 Max Horz 2=-102(LC 10) Max Uplift 2=-285(LC 12),4=-285(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-653/276,3-4=-653/276 BOT CHORD 2-6=-91/520,4-6=-91/520 WEBS 3-6=0/298 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=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-13 to 0-11-3,Interior(1)0-11-3 to 6-7-0,Exterior(2)6-7-0 to 9-7-0,Interior(1)9-7-0 to 15-2-13 zone;cantilever left and right exposed;end vertical 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. `,1111111I11//g�' 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 ,,t .tOUS CF /./ will fit between the bottom chord and any other members. %% F •��j 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 285 lb uplift at joint 2 and 285 lb uplift at `�� .•'�G E ni s•• ,ice joint 4. �% •• V F.•• 0 No 34869 k„ • ' O' • °1111469* 1?".. • • • I`9/ONA�E ss. 00 Julius Lee PE No.34869 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1-7473 rev.1043/2015 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,notIth. 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,seeANSVTPII Quality Criteria,DS149 and SCSI Bolding Component 6904 Pante East Blvd. Safely Infofmaf anavailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Speed Residence T18312907 J190661-R CO1 Common 3 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:19:55 2019 Page 1 ID:Bny6lNzwBocVsSjvIU7s9vyV W Yy-3h_Mttyl7rUc9GTjOz4QohoDm Vf O1 PKV W alpwUyVVhY -2-0-0 6-7-0 13-2-0 2-0-0 I 6-7-0 6-7-0 Scale=1:25.3 4x4=- 3 3 6.00 rw 14 13 15 12 4 i 000000.1111111.11111111. 11111 'N li AL ►_ 5 1 A\ 3x4= 1.5x4 II 354= 6-7-0I 13-2-0 I6-7-0 6-7-0 Plate Offsets(X,Y)-- [2:0-2-O,Edge),[4:0-2-0,Edgel 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 0.48 Vert(LL) -0.07 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 1 BC 0.56 Vert(CT) -0.12 5-8 >999 180 BCLL 0.0 * Rep Stress!nor YES WB 0.07 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:50 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=478/0-3-8,2=607/0-3-8 Max Horz 2=99(LC 11) Max Uplift 4=-164(LC 12),2=-296(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-680/321,3-4=-676/339 BOT CHORD 2-5=-194/544,4-5=-194/544 WEBS 3-5=-24/302 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=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-13 to 0-11-3,Interior(1)0-11-3 to 6-7-0,Exterior(2)6-7-0 to 9-7-0,Interior(1)9-7-0 to 13-2-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 `,�1111111111i 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1: �U S 4I, 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 ,,' St L. 1•' will fit between the bottom chord and any other members. �� ••'�Ci E N S+'• ,0 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 164 lb uplift at joint 4 and 296 lb uplift at . V 6'..• . joint 2. • • e 34869 r. = : OP*• •* ..0 / - * �1113'. : T:• '4/ • 'ems 4 0...R. 1�p'c.v.. te,,/ONAL 111�•s Julius Lee PE No.34869 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.10/93/2015 BEFORE USE. 1111. 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 possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSVTPII Quality Cdtdda,DSII-119 and SCSI holding Component 6904 Parke East Blvd. Safety YNormaltonovailobie from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Speed Residence T18312908 J190661-R CO3 Hip Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 Mitek Industries,Inc. Tue Oct 8 10:19:57 2019 Page 1 ID:Bny6lNzwBocVsSjvIU7s9vyV W Yy-?4561Z_?fTkKOad5VO7ut6ucOJOnVJno_unw_MyVVhW -2-0-0 5-0-0 8-2-0 13-2-0 15.2-0 2-0-0 I 5-0-0 I 3-2-0 I 5-0-0 2-0-0 Scale=1:28.4 Special 4x7= Special NAILED 4x4= 3 15 4 1 I I 6.00 ,2 in b N 5 i 2 ,,. -F.6.00 Ia 8 18 7 L= 6 1 NAILED 3x4= 1.5x4 II 3x4= 3x4= Special Special 5-0-0 8-2-0 13-2-0 5-0-0 I 3-2-0 I 5-0-0 { Plate Offsets(X,Y)— [3:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.03 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.06 8-11 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.07 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:60 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=833/0-3-8,5=833/0-3-8 Max Horz 2=-83(LC 23) Max Uplift 2=-396(LC 8),5=-396(LC 8) Max Gray 2=847(LC 29),5=847(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1302/446,3-4=-1143/430,4-5=-1303/445 BOT CHORD 2-8=-303/1164,7-8=-304/1183,5-7=-312/1142 WEBS 3-8=-12/335,4-7=-6/348 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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 „ 111111111///�i' 3)Provide adequate drainage to prevent water ponding. `0 0L1US L&,,,,,, 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦•• S , 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 ♦♦ •••�G E N S••. ,ice will fit between the bottom chord and any other members. �� • V F ••• 0,• ii 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 396 lb uplift at joint 2 and 396 lb uplift at • •34869 joint 5. • • •7)"NAILED”indicates 3-10d Nails(0.148"x 3") toe-nails per NDS guidelines. : * •**44A :* 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)124 lb down and 186 lb up at 01 ...: 5-0-0,and 124 lb down and 186 lb up at 8-2-0 on top chord,and 267 lb down and 45 lb up at 5-0-0,and 267 lb down and 45 lb up --0 %C ' at 8-0-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. •• ,i r •LL/" 9) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). .•O LC/e • LOAD CASE(S) Standard �j I ' 0 R 1..........._• `�? • 1) Dead+Uniform Roof Lis(pl(balanced):Lumber Increase=1.25,Plate Increase=1.25 ,iti,,SON A; `�•% Vert:1-3=-54,3-4=-54,4-6=-54,9-12=-20 Concentrated Loads(Ib) Julius Lee PE No.34869 Vert:3=-77(B)4=-77(B)8=-115(B)7=-115(B)15=-53(B)16=-32(B) Mitek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI 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 possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see/WSJ/1PI1 Quality CANda.DI1149 and SCSI WW1°Component 6904 Parke East Blvd. Safely InformaMggvalloble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type , Qty Ply Speed Residence T18312909 J190661-R A01 Scissor Supported Gable 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:19:42 2019 Page 1 ID:Bny6INzwBocVsSjvIU7s9vyV W Yy-xBhR9QobBssS5GzD71LNmym_5GJaUXEbX3fdykyWhl -2-0-0 6-8.0 13-4-0 15-4-0 I 2-0-0 I 6-8-0 I 6-8-0 I 2-0-0 { Scale=1:29.6 4x4= 5 600 12 �' 1.5x4 I I 1.5x4 II � 6 4 14 15 NIIIIIIII,oeo:t H 3 � ki 11y 13Dil 12 510 ; 16ajimmimmimmoi 5x4 II n 2 00° . � ,.5x4 II � B 17 , ........:•:•::::::::::: Job Truss Truss Type Qty Ply Speed Residence T18312910 J190661-R A02 Scissor 6 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 810:19:43 2019 Page 1 ID:Bny6lNzwBocVsSjvlU7s9vyV W Yy-POFgMmpDy9_JjQYPhStcJ9IADgaLDyDkmjOAVAyVVhk -2-0-0 6-8-0 13-4-0 15-4-0 2-0-0 i 6-8-0 { 6-8-0 I 2-0-0 j Scale=1:28.7 4x4= 3 6.00 12 1.141111 13 14 6575 = a n 2 4 cjir I$ C 1 • 3.00 12 C. 5 3x4 3x4 I 6-8-0 13-4-0 I 6-8-0 6-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 1 BC 0.45 Vert(CT) -0.13 6-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.05 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:52 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=605/0-3-8,4=605/0-3-8 Max Horz 2=103(LC 11) Max Uplift 2=-288(LC 12),4=-288(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1134/370,3-4=-1134/341 BOT CHORD 2-6=-183/1001,4-6=-186/1001 WEBS 3-6=-76/627 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=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-13 to 0-9-15,Interior(1)0-9-15 to 6-8-0,Exterior(2)6-8-0 to 9-8-0,Interior(1)9-8-0 to 15-4-13 zone;cantilever left and right exposed;end vertical 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. `,111111111//,� 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 ,,�% vtjUS LF �I,� will fit between the bottom chord and any other members. ,0 Se, 5)Bearing at joint(s)2,4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 4' .••�,E N S••. •ice capacity of bearing surface. •• V F • 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) • No 34869 2=288,4=288. •• : • • • • • �`ss,• 0 �`,• , ti ,,,, /0NAI.os ///1111111111 Julius Lee PE No.34869 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 a.,- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTekiB 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,seeANS1/lPl1 Quality Cdteua,D5549 and SCSI Bolding Component 6904 Parke East Blvd. Safety kdolataMWlavailable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Speed Residence T18312911 J190661-R B01 GABLE 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 810:19:45 2019 Page 1 ID:Bny6INzwBocVsSjv1U7s9vyV W Yy-MmNanSgUUnE1 ykiootv4OaOTGTGnhjv1 D1 tHZ3yWhi -2-0-0 4-11-5 9-0-12 15-6-0 17-10-12 24-4-0 31-0-0 33-0-0 2-0-0 I 4-11-5 I 4-1-7 I 6-5-4 2-4-12 [ 6-5-4 6-8-0 12-0-0 Scale=1:61.0 4x4= 9 38 812 r� 10 11 6.00 7 12 39 6 13 14 i • 3x8 I I 5 15 3x4 • 4x10 II 4 �■■I ■ � 3x4 3 M/�l 28 : 1111 11 3x4 _s,/- 27 - - N 2 .r 30 29 3x4- 26 25 .19 18 ...,......7...._„4„ 16 s) N 0 1i000 ::::•: - -- :Is 20 5x5= ,`7II 3x5 3.00 12 24 23 22 4x16 3x4- 6x6= 9-0-12 9 -8 15-6-0 117-10 12 I 24-4-0 I 31-0-0 I 9-0-12 04112 6-3-8 2-4-12 6-5-4 6-8-0 Plate Offsets(X,Y)- [2:0-10-14,Edge],[2:0-8-13,Edge],[2:0-3-4,0-0-4],[15:Edge,0-1-12],[16:0-7-12,0-2-3] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.11 19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.22 18-36 >721 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(CT) 0.05 16 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:183 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 9-4-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-13 oc bracing. WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. All bearings 17-11-8 except(jt=length)16=0-3-8. (Ib)- Max Horz 2=-215(LC 10) Max Uplift All uplift 100 lb or less at joint(s)24,25,26,27,29 except 2=-168(LC 12),16=-187(LC 12), 28=-397(LC 18),22=-639(LC 12),30=-123(LC 12),23=-514(LC 22) Max Gray All reactions 250 lb or less at joint(s)2,16,28,25,26,27,29,23,2 except 22=1369(LC 18), 24=909(LC 1),30=348(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-344/985,4-5=-284/952,5-6=-242/968,6-7=-195/963,7-8=-151/971,8-9=-101/946, 9-10=-103/937,10-11=-105/848,11-12=-203/1009,12-13=-231/982,13-14=-262/944, 14-15=-267/896,15-16=-367/997 BOT CHORD 2-30=-890/448,29-30=-903/446,28-29=-891/446,27-28=-890/445,26-27=-896/447, 25-26=-895/447,24-25=-896/447,23-24=-892/446,22-23=-989/490,21-22=-919/459, 20-21=-904/451,19-20=-887/441,18-19=-882/445,16-18=-894/446 111111111//8 WEBS 11-22=-380/207,9-24=-855/146,15-18=-314/215 ,•S%•1��_US LF�c1'1• • NOTES- �� .•' GENS•• •• 1) Unbalanced roof live loads have been considered for this design. •• V •F•••. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=31ft;eave=oft;Cat. di • • - 34869 II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-13 to 1-0-7,Interior(1)1-0-7 to 15-6-0,Exterior(2)15-6-0 to 18-7-3,Interior(1)18-7-3 to 33-0-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;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 ▪ -▪ O I / CC Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. • / , i ' ;i-(/ 4)All plates are 1.5x4 MT20 unless otherwise indicated. i 0** * 4/Z 5)Gable studs spaced at 2-0-0 oc. .• ...<0 O R 1 Q;• `%�� 6)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. •. ..... `� s 7)*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 �I• •�` %% will fit between the bottom chord and any other members. �I�Igg N A ,,,,�� 8) Bearing at joint(s)16,22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Julius Lee PE No.34869 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)24,25,26,27,29 MITek USA,Inc.FL Cart 6634 except(jt=lb)2=168,16=187,28=397,22=639,30=123,23=514,2=168. 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 i IllVI mil A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekrN 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. Brocing 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.seeANSl/TPII Quality Cdteda.D51149 and SCSI Bolding Component 6904 Parke East Blvd. Safety Iifonnallonavoilable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Speed Residence T18312912 J190661-R B02 ROOF SPECIAL 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:19:46 2019 Page 1 ID:Bny6INzwBocVsSjvlU7s9vyVW Yy-gzxy4or6E4MuauH_MaQJwowfOtToQDDAShdg5VyVVhh -2-0-0l 8-1-15 0-0.1 15-6-0 17-10-12 I 24-4-0 ( 31-0-0 i 33-0-0 i 2-0-0 8-1-15 0-10-10 6-5-4 2-4-12 6-5-4 6-8-0 2-0-0 Scale=1:57.4 6x6= 4 1,11.5x4 II 5 18 19 6.00 12 1.1 1.5x4\\ 3 ` � 16 le 6X6= 9 a 7 N 1 71 2 Imo% -.°1111111111 \/ 6%6 `. 8 jd 1 10 3x8% 3.00 12 5x8= 3x8 9-0-12 15-6-0 17-10-12 24-4-0 31-0-0 9-0-12 i 6-5-4 I 2-4-12 I 6-5-4 I 6-8-0 Plate Offsets(X,Y)-- [2:0-4-0,Edge],[7:0-4-0,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 0.61 Vert(LL) -0.35 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.82 10-11 >453 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(CT) 0.43 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:155 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2250F 1.9E TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 6-10,4-11 REACTIONS. (lb/size) 2=1259/0-3-8,7=1259/0-3-8 Max Horz 2=223(LC 11) Max Uplift 2=-523(LC 12),7=-523(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3735/1296,3-4=-3555/1320,4-5=-1534/777,5-6=-1566/670,6-7=-3826/1359 BOT CHORD 2-11=-1024/3387,10-11=-279/1282,9-10=-1133/3464,7-9=-1133/3463 WEBS 6-9=-506/1762,5-10=-305/240,6-10=-2276/849,3-11=-392/319,4-11=-817/2476, 4-10=-266/505 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=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-13 to 0-9-15,Interior(1)0-9-15 to 15-6-0,Exterior(2) 15-6-0 to 18-7-3,Interior(1)18-7-3 to 33-0-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for `,,j11111111,,,,, members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 X54% JLjUS ( - /// 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �% i$ ej 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 .•• E N&'•. •i 4 will fit between the bottom chord and any other members. •• V F • �ce i 5) Bearing at joint(s)2,7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 34869 capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) r. *: O. 2=523,7=523. • %�'N� IOR�OP� ss t • /�,,�0NA�E�.s Julius Lee PE No.34869 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nut 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 possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANSVTPII Quality Cdteda,056-59 and SCSI Building Component 6904 Parke East Blvd. Safely IMonnallonavailable from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type , Oty Ply Speed Residence T18312913 J190661-R B03 ROOF SPECIAL 4 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:19:47 2019 Page 1 ID:Bny6INzwBocVsSjvIU7s9vyVW Yy-19VKC8sk?OUkC2sAwIxYT?TgnHp39ghKhLMOeyyVVhg -2.0.0I 8-1-15 I 15-6-0 17-10-12 I 24-1-12 ( 31-0-0 33-0-0 2-0-0 8-1-15 7-4-1 2-4-12 6-3-0 6-10-4 2-0-0 Scale=1:58.4 6x6= 4 J iti 1.5x4 II 18 5 19 6.00 FE 1.5x4 \\ 3 3x4 r.r. 11 20 4iiiiAlliiklii 6x6= 2 7 "iiIctu) �r 1 8 I 10 9 3x8 3.00 I 5x12= 1.5x4 I I 3x4= 9-0-12 17-10-12 24-1-12 31-0-0 I 9-0-12 I 8-10-0 I 6-3-0 6-10-4 Plate Offsets(X,Y)-- [2:0-4-0,Edge],[10:0-6-0,0-2-2] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.32 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.72 10-11 >514 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(CT) 0.26 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH I Weight:157 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2250F 1.9E TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-11 REACTIONS. (lb/size) 2=1259/0-3-8,7=1259/0-3-8 Max Horz 2=223(LC 11) Max Uplift 2=-523(LC 12),7=-523(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3736/1295,3-4=-3556/1319,4-5=-1506/760,5-6=-1565/672,6-7=-2092/784 BOT CHORD 2-11=-1024/3388,10-11=-279/1282,9-10=-585/1811,7-9=-585/1811 WEBS 3-11=-392/319,4-11=-816/2478,6-9=0/266,4-10=-241/461,6-10=-567/280 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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat. II;Exp C;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-13 to 0-9-15,Interior(1)0-9-15 to 15-6-0,Exterior(2) 15-6-0 to 18-7-3,Interior(1)18-7-3 to 33-0-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,,111111111/�� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �.,, 07111 1.. 111,� 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 ,S $* F, will fit between the bottom chord and any other members. .� .••\G E N:i. '. •• ,ice 5)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify : • \' F•••• • capacity of bearing surface. • 34869 • • * 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) * •� 2=523,7=523. '� • .. 'N. :44/:41:1: '-�O�F, O RA. 1 P G\�• ss �1i'1111111111 Julius Lee PE No.34869 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 hu A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10413/2015 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,seeANSI/IPI1 Quality C°Reda,1811a9 and SCSI Bolding Component 6904 Parke East Blvd. Safety BNotmallonovailable from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type , 'Oty 'Ply Speed Residence T18312914 J190661-R B05 Hip .1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:19:50 2019 Page 1 ID:Bny6lNzwBocVsSjvIU7s9vyV W Yy-ikATgAuclJsJ3ValbOVF5e5KaUwPMy4mNlb2EGyVVhd I -2-0-0 I 6-10-15 l 13-0-0 18-0-0 24-1-12 31-0-0 j 33-0-0 2-0-0 6-10-15 6-1-1 5-0-0 6-1-12 6-10-4 2-0-0 Scale=1:59.3 5x5= 4x7= 4 20 21 5 J 6.00 rii 1.5x4 .1 22 3x4 J 3 6 m - t� o - •• ro 12 N 23 N m 2 5x5= 11 7 m N I 1 3x4 tr 8 Id 1.5x4 I I 3x4= 3.00 12 10 9 3x5- 5x8= 9-0-12 13-0-0 17-10-0I _ 17-1p-12 24-1-12 31-0-0 9-0-12 I 3.11.4 + 410-0 0-4-'12 6-3-0 6-10-4 Plate Offsets(X,Y)-- ]2:0-2-8,0-1-7],[4:0-2-8,0-2-4],[10:0-2-12,0-3-0] --- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.18 12-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.39 12-15 >556 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 159 lb FT=20 --- — LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.2 10-0-0 oc bracing:2-12. REACTIONS. All bearings 13-2-0 except(jt=length)2=0-3-8. (Ib)- Max Horz 2=-192(LC 10) Max Uplift All uplift 100 lb or less at joint(s)except 2=-296(LC 12),10=-525(LC 12),7=-203(LC 12),9=-172(LC 21) Max Gray All reactions 250 lb or less at joint(s)except 2=553(LC 21),10=1629(LC 1),10=1629(LC 1),7=315(LC 22),9=283(LC 22),7=255(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-866/382,3-4=-482/194,5-6=-147/773,6-7=-25/287 BOT CHORD 2-12=-209/873,10-11=-649/458 WEBS 3-12=-450/362,4-12=-168/725,4-11=-627/293,5-11=-290/770,5-10=-1130/471, 6-10=-512/292,6-9=-118/324 NOTES- 1)Unbalanced roof live loads have been considered for this design. `,`..111111/iii,.' 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat. `,% ILIUS L . I• II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-13 to 0-9-15,Interior(1)0-9-15 to 13-0-0,Exterior(2) ,S 1 d 1,• 13-0-0 to 17-4-10,Interior(1)17-4-10 to 18-0-0,Exterior(2)18-0-0 to 22-4-10,Interior(1)22-4-10 to 33-0-13 zone;cantilever left and �� .•••�C E N S+ ••. right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 �� •• \ k''..•• • �• •plate grip DOL=1.60 No 34869 ' I. 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 : P , will fit between the bottom chord and any other members. a 6)Bearing at joint(s)2,10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. • • .**44/,� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 296 lb uplift at joint 2,525 lb uplift at '�••• Q;�\�� joint 10,203 lb uplift at joint 7,172 lb uplift at joint 9 and 203 lb uplift at joint 7. <,,.....1/4•........0 R `,� �.1,120NAl-E`.,`� i//////1111` Julius Lee PE No.34869 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 I mit A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 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 possible personal Injury and property damage. For general guidance regording the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSl/TP11 Qualify Climb,D3149 and ICS lidding Component 6904 Parke East Blvd. Salofy Ildonnatlowsvailable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type , Qty Ply Speed Residence T18312915 J190661-R B04 HIP 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:19:48 2019 Page 1 ID:Bny61 NzwBocVsSiv U7s9vyV W Yy-mL3j P Ut MmicbpBRMT?Sn0D017hDbu78Tv?6xAOyV Vhf -2-0-0 8-1-15 15-0-0 16-0.917-10-121 24-1-12 ) 31-0-0 l 33-0-0 2-0-0 8-1-15 6-10-1 1-0-0 1-10-12 6-3-0 6-10-4 2-0-0 Scale=1:59.3 6x6= 5x5= 4 5 1.5x4 II i L 8 6.00 12 21 22 1.5x4 \\ 3 3x4 23 m ,.,oiiiioiiiio .... 6x6= or 2 14 B N 1 13 12 pm ` g 1i 1.5x4 II 11 10 3x6% 3.00 12 1.5x4 II 5x12= 1.5x4 II 3x4= 9-0-12I 15-0-0 16-0.917-10.121 24-1-12 i 31-0-0 9-0-12 5-11-4 1-0-0 1-10-12 6-3-0 6-10-4 Plate Offsets(X,Y)-- [2:0-1-7,Edge],[4:0-3-0,0-2-0],[5:0-2-8,0-2-41[11:0-6-0,0-2-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.25 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.49 13-14 >760 180 BCLL 0.0 * I Rep Stress Incr YES WB 0.55 Horz(CT) 0.24 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:175 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2250F 1.9E'Except' TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins. 4-5:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-8 oc bracing. BOT CHORD 2x4 SP No.2'Except' WEBS 1 Row at midpt 4-14 2-14:2x4 SP 2250F 1.9E WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=1259/0-3-8,8=1259/0-3-8 Max Horz 2=217(LC 11) Max Uplift 2=-523(LC 12),8=-523(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3722/1389,3-4=-3542/1412,4-5=-1282/678,5-6=-1501/830,6-7=-1556/708, 7-8=-2097/826 BOT CHORD 2-14=-1117/3374,13-14=-314/1343,12-13=-286/1254,11-12=-313/1337, 10-11=-623/1815,8-10=-623/1815 WEBS 3-14=-392/326,4-14=-884/2417,4-13=-275/200,5-12=-209/446,5-11=-299/333, 6-11=-242/278,7-11=-580/284,7-10=0/290 NOTES- 1,,11111111///1 1)Unbalanced roof live loads have been considered for this design. ,q%% J__U S L ii,� 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat. ,N 4'j II;Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-13 to 0-9-15,Interior(1)0-9-15 to 15-0-0,Exterior(2) `�� •.•'�G E IV S'• �• 15-0-0 to 20-4-10,Interior(1)20-4-10 to 33-0-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for : • \ F•.•. members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 : 0034869 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. 'fl.• / :C'r. 6)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify , !if. ;4/ capacity of bearing surface. i 0 .�(/: 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 'i0�i ( O R 1 1%.*�,``. 2=523,8=523. �",,, 0 N A�,E?.`�. Julius Lee PE No.34869 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 sat A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 rev.10/13/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for on 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,seeANSI/TP11 Quality Cdted°.D5149 and SCSI Bolding Component 6904 Parke East Blvd. Safely YNannallonavaliable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type CO Ply Speed Residence 718312916 J190661-R BO8 Hip Girder I 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:19:54 2019 Page 1 ID:Bny6INzwBocVsSjNU7s9vyVWYy-bVQ gXx7MYMIX6uWgGZBFUGzI5IBIsJMIwZFO2yVVhZ I -2-0-0 7-0-0 l 13-0-4 { 17-11-12 i 24-0-0 I 31-0-0 I 33-0-0 { 2-0-0 7-0-0 6-0-4 4-11-8 6-0-4 7-0-0 2-0-0 Scale=1:57.4 Special NAILED NAILED 4x10 = NAILED NAILED 1.5x4 II NAILED 4x10= 5x5= 8.00 Fir 3 19 20 21 22 4 23 24 5 25 26 6 Mil II u I u B o e 0 qt iir'111111141441141111:11 .75,01,1 2 t�:r. 7 8 Ig c1 - 12 27 28 11 29 30 10 9 3x4= 1.5x4 NAILED NAILED 5.8 NAILED 3x6 3x4= 3x4= Special NAILED NAILED 7-0-0 13-0-4 17-11-12 24-0-0 31-0-0 7-0-0 l 6-0-4 i 4-11-8 i 6-0-4 7-0-0 I Plate Offsets(X,Y)-- [3:0-7-0,0-2-0],[6:0-2-8,0-2-4],[11:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.06 12-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.14 12-15 >999 180 BCLL0.0 • Rep Stress lncr NO WB 0.50 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:149 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=851/0-3-8,10=1708/0-3-8,7=456/0-3-8 Max Horz 2=-115(LC 6) Max Uplift 2=-502(LC 8),10=-848(LC 8),7=-344(LC 32) Max Gray 2=854(LC 17),10=1708(LC 1),7=534(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1175/662,3-4=-681/533,4-5=-684/535,5-6=-403/327,6-7=-502/311 BOT CHORD 2-12=-463/991,11-12=-463/999,10-11=-466/330,9-10=-466/330,7-9=-131/374 WEBS 3-12=-1/288,3-11=-382/133,4-11=-596/430,5-11=-808/1406,5-10=-1614/871, 5-9=-259/762 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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat. II;Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber %%.01111111•11., DOL=1.60 plate grip DOL=1.60 ,,� �_US �E I,, 3)Provide adequate drainage to prevent water ponding. •• F i 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� .••.C E his••. 0,� 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 • V k' .• •will fit between the bottom chord and any other members. • • No 34869 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 502 lb uplift at joint 2,848 lb uplift at • joint 10 and 344 lb uplift at joint 7. 7)"NAILED"indicates 3-10d Nails(0.148"x 3") toe-nails per NDS guidelines. 8) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)158 lb down and 226 lb up at = :or /, ,- • .. !� .., 7-0-0 on top chord,and 76 lb down and 28 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is the - - responsibility of others. ••• r4 •••.• 0 t/: 9) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). •. O R,p Q`.••• `� LOAD CASE(S) Standard /ss/ONAV-S%%S% 1) Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 �Ifa1j N A11110% Uniform Loads(plf) Vert:1-3=-54,3-6=-54,6-8=-54,13-16=-20 Julius Lee PE No.34869 MITek USA,Inc.R.Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 ipnntinuerl nn neon 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-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 la Ls 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/IPI1 Quality Crtt•da,DS1419 and BCSI Bolding Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Speed Residence T18312916 J190661-R B08 Hip Girder 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:19:54 2019 Page 2 I D:Bny6lNzwBocVsSjvIU7s9vyV W Yy-bVQ_gXx7MYMIX6uW gGZBFUGzi5IBIsJMIwZFO2yWhZ LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:3=-111(F)12=-0(F)11=12(F)4=-89(F)20=-89(F)22=-89(F)23=-89(F)24=-89(F)27=12(F)28=12(F)29=12(F)30=12(F) • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 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 M 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 Muss systems.seeANSVlPII Qualify Ci1t•na,DS8-89 and SCSI Bolding Component 6904 Parke East Blvd. Safety Iiifolmatiorgvailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Speed Residence T18312917 J190661-R B07 Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:19:52 2019 Page 1 ID:Bny6INzwBocVsSjvIU7s9vyVW Yy-e61DFrwtgw611pk8irXjA3AfWlcDgyN3gc49J9yVVhb -2.0-0 4-9-4 9-0-0 15-6-0 22-0-0 26-2-12 31-0-0 33-0-0 2-0-0 j 4-9-4 4-2-12 i 6-6-0 I 6-6-0 l 4-2-12 - ( 4-9-4 { 2-0-0 Scale=1:57.4 4x7= 3x4= 4x7= 4 21 22 5 23 24 6 6.0012 et\/10111111114444440410000414441245 1.5x4� 1.5x4 i3 7mo_ 4 2028 1 L _ 13 12 11 10 3x5 3x4= 5x5 3x4= 3x4= 3x5 9-0-0j 13-0-4 I 17-11-12 I 22-0-0 31-0-0 9-0-0 4-0-4 4-11-8 4-0-4 9-0-0 Plate Offsets(X,Y)— [2:0-2-10,0-1-8],[4:0-5-4,0-2-0],[6:0-5-4,0-2-0],[8:0-2-10,0-1-8],[12:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.14 13-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.29 13-16 >756 180 BCLL 0.0 * Rep Stress Incr YES WB 0.47 1 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:161 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=653/0-3-8,11=1442/0-3-8,8=422/0-3-8 Max Horz 2=-141(LC 10) Max Uplift 2=-315(LC 12),11=-495(LC 12),8=-236(LC 12) Max Gray 2=676(LC 21),11=1442(LC 1),8=458(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-841/427,3-4=-575/290,5-6=-130/527,7-8=-363/187 BOT CHORD 2-13=-257/740,12-13=-28/472,8-10=-75/305 WEBS 3-13=-315/260,4-13=-74/373,4-12=-448/204,5-12=-149/454,5-11=-918/474, 6-11=-751/348,6-10=-74/373,7-10=-320/263 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=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat. II; C i=0.18;MWFRS d C-C Exterior(2) xterior(2)9-0-0 ng Ot expos d1;end vert cal left and ri-4-10 to g -0,ht exp sed;C C)foior(2) rlme b0-0 to e s and forc-4-11, es&1MWFRS for n 33-0-13zone; shown;ccantilever Lumber DOLleft =11.60d ht plate ♦♦♦♦♦♦,�U`tus,i. .. '11 grip DOL=1.60 `� .•'�C E his•+' �� 3)Provide adequate drainage to prevent water ponding. :� V F�••. 0 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • NO 34869 I. 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. * 41/ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 315 lb uplift at joint 2,495 lb uplift at joint 11 and 236 Ib uplift at joint 8. =-1': •rC • • ��, OR1O..e:% 1 � WO NA�Eats♦ 11/1/11111 Julius Lee PE No.34869 Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 ter_ 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. iiii 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 possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSUTPII Quality Cdt.da,DS8-9 and BCSI Bolding Component 6904 Parke East Blvd. Safety b fomtafom vailable from Truss Rote Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type i City Ply Speed Residence T18312918 J190661-R B06 Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL-32256, 8.320 s Aug 28 2019 MiTek Industries,Inc. Tue Oct 8 10:19:51 2019 Page 1 I D:Bny6I NzwBocVsSjvIU7s9vyV W Yy-Awkr2VvF3d_Agf9x980UdreZU uK05UyvcyKbnjyV Vhc -2-0-0 5-9-4 11-0-0 15-6-0 20-0-0 25-2-12 31-0-0 33-0-0 2-0-0 I 5-9-4 I 5-2-12 I 4-6-0 I 4-6-0 I 5-2-12 i 5-9-4 I 2-0-0 Scale=1:57.4 4x7= 4x7= 4 5 6 A :Cr 11. 6.00 12 23 24 3 7 M • _o ih 25 ,4 2 8 1 $ $ �_, 9 to 15 14 c. 13 12 11 10 1.5x4 II 5x5= 1.5x4 II 5-9-4 11-0-0 13-0-4 17-11-12 20-0-0 25-2-12 31-0-0 5-9-4 I 5-2-12 I 2-0-4 I 4-11-8 I 2-0-4 i 5-2-12 I 5-9-4 Plate Offsets(X,V)-- 14:0-5-4,0-2-0],[6:0-5.4,0-2-0),[14:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.03 15-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.06 15-18 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(CT) 0.01 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:178 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=632/0-3-8,12=1492/0-3-8,8=393/0-3-8 Max Horz 2=-166(LC 10) Max Uplift 2=-317(LC 12),12=-490(LC 12),8=-238(LC 12) Max Gray 2=663(LC 21),12=1492(LC 1),8=442(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-837/378,3-4=-385/250,5-6=-48/490,6-7=-19/349,7-8=-354/137 BOT CHORD 2-15=-205/716,14-15=-205/716,13-14=-9/285,11-12=-255/278,10-11=-38/268, 8-10=-38/268 WEBS 3-14=-494/288,4-14=-119/306,4-13=-447/217,5-13=-198/533,5-12=-827/411, 6-12=-685/325,6-11=-110/296,7-11=-507/294 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat. .0011111,1p II; Cpi=0.18;MWFRS and C-C 2) to 15-6 0,nterioxp C;End.,r(r(1)15-6-0 to O-0-0,(Exterior(2))20-0-0 to 24-4-10,Interior(1)24-4-10 to 3310-11)1-0-7 to 11-0-0,3 zone;cantilever left and(right11-0-0 0 0 ,,,��,vL�Us L��:..,„0,,o...... exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate `�� •••, ENS••.grip DOL=1.60 Ve 3)Provide adequate drainage to prevent water ponding. • No 34869 4)All plates are 3x4 MT20 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 wider * / ..* - _.. will fit between the bottom chord and any other members. , x `' = 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 317 lb uplift at joint 2,490 lb uplift at • �• • joint 12 and 238 lb uplift at joint 8. - • • �4/4 S• � OP•C\/ • �` OR• �, i,��S,/0NAl-r"sN 1" 11111110`• ` Julius Lee PE No.34869 Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 8,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTektE 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,seeANSV1P11 Quality Cdfsrla,DSS-$9 and SCSI Bolding Companion, 6904 Parke East Blvd. Solely kdoenallonovailable from Truss Rate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1/4" Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown In ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) Damage or Personal Injury rail" Dimensions are In ft-in-sixteenths. irry 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 0-1/1 d' 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves I WEBS 4 may require bracing,or alternative Tor I Miglit bracing should be considered. C 3. Never exceed the design loading shown and never I = stack materials on inadequately braced Trusses. IIIIA 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c -8 C6-7 cs e designer,erection supervisor,property owner and plates 0-1/0 from outside BOTTOM CHORDS all other interested parties. edge of truss. S 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 MTek 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 SIZEPRODUCT 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 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR 1988 responsibility of truss fabricator.General practice is to 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 r 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 output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/IPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 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 MITei I All Rights Reserved approval of an engineer. 410h=0 reaction section Indicates joint IMMM number where bearings occur. 17.Install and load vertically unless indicated otherwise. .� Min size shown is for crushing only. ��a 18.Use of green or treated lumber may pose unacceptable r .I environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: 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. R is not sufficient. BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice fr Handling, It/I' a ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 ..51,vi, Owner Builder Affidavit idavit **ALL INFORMATION ,..1 I.1HIGHLIGHTED IN `� City ty of Atlantic Beach Building Department GRAY IS REQUIRED. i ,M V 800 Seminole Rd, Atlantic Beach, FL 32233 JS''r Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: 12 -S/9�G3V I. FLORIDA STATUTES;CHAPTER 489, FLORIDA STATUTES, PART 1 "CONSTRUCTION CONTRACTING" REQUIRES OWNER/BUILDER TO ACKNOWLEDGE THE LAW: DISCLOSURE STATEMENT FOR SECTION 489.103(7), FLORIDA STATUTES: STATE LAW REQUIRES CONSTRUCTION TO BE DONE BY LICENSED CONTRACTORS. YOU HAVE APPLIED FOR A PERMIT UNDER AN EXEMPTION TO THAT LAW. THE EXEMPTION ALLOWS YOU,AS THE OWNER OF YOUR PROPERTY,TO ACT AS YOUR OWN CONTRACTOR EVEN THOUGH YOU DO NOT HAVE A LICENSE. YOU MUST SUPERVISE THE CONSTRUCTION YOURSELF. YOU MAY BUILD OR IMPROVE A ONE OR TWO FAMILY RESIDENCE OR A FARM OUTBUILDING. YOU MAY ALSO BUILD OR IMPROVE A COMMERCIAL BUILDING AT A COST OF$25,000.00 OR LESS. THE BUILDING MUST BE FOR YOUR USE AND OCCUPANCY. IT MAY NOT BE BUILT FOR SALE OR LEASE. IF YOU SELL OR LEASE A BUILDING YOU HAVE BUILT YOURSELF WITHIN ONE YEAR AFTER THE CONSTRUCTION IS COMPLETE,THE LAW WILL PRESUME THAT YOU BUILT IT FOR SALE OR LEASE, WHICH IS IN VIOLATION OF THIS EXEMPTION. YOU MAY NOT HIRE AN UNLICENSED PERSON AS YOUR CONTRACTOR. YOUR CONSTRUCTION MUST BE DONE ACCORDING TO THE BUILDING CODES AND ZONING REGULATIONS. IT IS YOUR RESPONSIBILITY TO MAKE SURE THAT PEOPLE EMPLOYED BY YOU HAVE LICENSES i REQUIRED BY STATE LAW AND BY COUNTY OR MUNICIPAL LICENSING ORDINANCES. II. INJURY LIABILITY; SINCE OWNERS MAY BE LIABLE FOR INJURIES TO WORKERS THEY HIRE,THE BUILDING DEPARTMENT SUGGESTS WORKER'S COMPENSATION INSURANCE BE PURCHASED. . III. IRS WITHHOLDING; OWNERS HIRING WORKERS BECOME EMPLOYERS AND SHOULD ALSO OBSERVE IRS WITHHOLDING TAX AND/OR FORM 1099 REQUIREMENTS ON THE WORKERS THEY EMPLOY ON THEIR IMPROVEMENT TRADES. IV. PENALTY; UNLICENSED CONTRACTORS CANNOT BE EMPLOYED UNDER ANY CIRCUMSTANCES. OWNERS BEING SUBJECT TO$5,000 PENALTY UNDER FLORIDA STATUTE NO.455-228(1). AN "OCCUPATIONAL LICENSE" IS NOT ADEQUATE. THE OWNER SHOULD PHYSICALLY SEE THE COUNTY"CERTIFICATE OF COMPETENCY" OR THE FLORIDA"CONTRACTORS CERTIFICATE"TO ASCERTAIN IF A PERSON IS A LICENSED CONTRACTOR. CONTACT THE BUILDING DEPARTMENT(904- 247-5826 OR BUILDING-DEPT@COAB.US ) IF IN DOUBT. V. ACKNOWLEDGEMENT; I HEREBY ACKNOWLEDGE THAT I HAVE READ THE ABOVE DISCLOSURE STATEMENT AND THAT I COMPLY WITH ALL THE REQUIREMENTS FOR THE ISSUANCE OF AN OWNER-BUILDER PERMIT. Job Address: 351 SCMPA'Ok /`1c1c Owner Name: ��L.C' k:NC�\ )��Ct�fC.,& 1 Citi S NS Phone Number: 901 rC-5174"Wil� Mailing Address: /d0'7 SPMI^jak Rcc . City: 1-76C. L C/l. State: (-Y.- Zip: 302233 Notarized Signature of Owner 44) i �(sti -11\, , The r ing instrument was acknowledged before me this (, day of j!,,r , 20 R, i the State of Florida, County of l.JV�� Signature of Notary Public Ca- [ ] Personally Known OR [ ] Produced Identification Type of Identification: Updoted 10/24/18 :A.h"% TONI+� GINDLESPERGER #. ;+`. MY COMMISSION#GO 353178 •' EXPIRES:October 6,2023 "'Foi F•°!' Bonded Thu Nota y Public Undo/aka 5..m�,c Owner Builder Affidavit OFFICE COPY **ALL INFORMATION HIGHLIGHTED IN e J� City of Atlantic Beach Building Department GRAY IS REQUIRED. \ 800 Seminole Rd, Atlantic Beach, FL 32233 /� \ -Ent 91- Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: /2 S/9-c 33/ I. FLORIDA STATUTES;CHAPTER 489, FLORIDA STATUTES, PART 1"CONSTRUCTION CONTRACTING" REQUIRES OWNER/BUILDER TO ACKNOWLEDGE THE LAW: DISCLOSURE STATEMENT FOR SECTION 489.103(7), FLORIDA STATUTES: STATE LAW REQUIRES CONSTRUCTION TO BE DONE BY LICENSED CONTRACTORS. YOU HAVE APPLIED FOR A PERMIT UNDER AN EXEMPTION TO THAT LAW. THE EXEMPTION ALLOWS YOU,AS THE OWNER OF YOUR PROPERTY,TO ACT AS YOUR OWN CONTRACTOR EVEN THOUGH YOU DO NOT HAVE A LICENSE. YOU.MUST SUPERVISE THE CONSTRUCTION YOURSELF. YOU MAY BUILD OR IMPROVE A ONE OR TWO FAMILY RESIDENCE OR A FARM OUTBUILDING. YOU MAY ALSO BUILD OR IMPROVE A COMMERCIAL BUILDING AT A COST OF$25,000.00 OR LESS. THE BUILDING MUST BE FOR YOUR USE AND OCCUPANCY. IT MAY NOT BE BUILT FOR SALE OR LEASE. IF YOU SELL OR LEASE A BUILDING YOU HAVE BUILT YOURSELF WITHIN ONE YEAR AFTER THE CONSTRUCTION IS COMPLETE,THE LAW WILL PRESUME THAT YOU BUILT IT FOR SALE OR LEASE,WHICH IS IN VIOLATION OF THIS EXEMPTION. YOU MAY NOT HIRE AN UNLICENSED PERSON AS YOUR CONTRACTOR. YOUR CONSTRUCTION MUST BE DONE ACCORDING TO THE BUILDING CODES AND ZONING REGULATIONS. IT IS YOUR RESPONSIBILITY TO MAKE SURE THAT PEOPLE EMPLOYED BY YOU HAVE LICENSES REQUIRED BY STATE LAW AND BY COUNTY OR MUNICIPAL LICENSING ORDINANCES. II. INJURY LIABILITY;SINCE OWNERS MAY BE LIABLE FOR INJURIES TO WORKERS THEY HIRE,THE BUILDING DEPARTMENT SUGGESTS WORKER'S COMPENSATION INSURANCE BE PURCHASED. . III. IRS WITHHOLDING;OWNERS HIRING WORKERS BECOME EMPLOYERS AND SHOULD ALSO OBSERVE IRS WITHHOLDING TAX AND/OR FORM 1099 REQUIREMENTS ON THE WORKERS THEY EMPLOY ON THEIR IMPROVEMENT TRADES. IV. PENALTY; UNLICENSED CONTRACTORS CANNOT BE EMPLOYED UNDER ANY CIRCUMSTANCES. OWNERS BEING SUBJECT TO$5,000 PENALTY UNDER FLORIDA STATUTE NO.455-228(1). AN "OCCUPATIONAL LICENSE" IS NOT ADEQUATE. THE OWNER SHOULD PHYSICALLY SEE THE COUNTY"CERTIFICATE OF COMPETENCY" OR THE FLORIDA"CONTRACTORS CERTIFICATE"TO ASCERTAIN IF A PERSON IS A LICENSED CONTRACTOR. CONTACT THE BUILDING DEPARTMENT(904- 247-5826 OR BUILDING-DEPT@COAB.US) IF IN DOUBT. V. ACKNOWLEDGEMENT; I HEREBY ACKNOWLEDGE THAT I HAVE READ THE ABOVE DISCLOSURE STATEMENT AND THAT I COMPLY WITH ALL THE REQUIREMENTS FOR THE ISSUANCE OF AN OWNER-BUILDER PERMIT. Job Address: ,3 51/ SC/►M iAJ o/eA'O c \\ Owner Name: �-SL-.C'U�\CA` .�''\RK.fCn` ti C�U� S Nom, Phone Number: 9O —61517(-- 1//� Mailing Address: /do? SeMrAJalt kc . City: ,4711i�7'C- , C/1 , State: F7-- Zip: 3022 33 Notarized Signature of Owner )ft U-VAA V�) i Thefq rMf'egA,ing instru ent was acknowledged before me this day of j! n ,201Ct, ip the State of Florida, County of 10‘/CL,JL�� ,� - \ Signature of Notary Public Q20,-... �G t [ I Personally Known OR [ ] Produced Identification Type of Identification: Updated 10/24/18 47.;it TONI GINDLESPERGER ,,: <• ...,:i MY COMMISSION 6 G0 353178 ' EXPIRES:Octobers,2023 rFoF J Bonded Thu NODI Public Vedem lIet$ MAP SHOWING SURVEY OF LOT 264, SECTION No. 2 SALTAIR AS RECORDED / IN PLAT BOOK 10, PAGE 15 OF THE CURRENT ("V / PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. i, o o J 202 / � .... Jki / a _`` 0. • 263 o • / 4‘-' '6,2 � , s (9 9,, 3% a1 • 8, 4' (N/ /• `30 \� / K'OOp 100 % P) / 4 \\9 F�Cf • �0 / 0 N , \ / .zo-.07 _J \\ // , Q \ y// \y / A. >-----9-------- xx o c,T/ 2 4, � .47 ,� BENCMARK: 4 4 ,, STORM MANHOLE O u \/�� TOP EL=7.96 0 c7 o,� p/, 4.. V A-.1. A N T (N) 10" PIPE INV=5.96 89.5";-'. j x 7.91 7.80 p q O.89"343 Ox (5) 10" PIPE INV=5.96 �4,-- °b•' •\ 41 (E) 8" PVC INV=6.62 �` _ �6 o,`�Q s' ��YC re ♦ XV` (w) 8" PVC INV=6.77 I // =w�°Q° �/ 11 O � .�� Ate �•, 1 \ x 8.3 / �°29 o x V/N /\ry20 0 bry `w q•6 �\ O Q p(o / 6 A CO (E) 8" PVC INV=7.08 /0. ti 3 �' 24 °j 9• o m \� 8.0 . �� / /4? ai f 7.9. • / Sura a) ► \ \\ .. / 7..2/ 00 1 0 "Dti (1°0.77,.00. li / odcr/0 6 F/f I o" 4,`" b4Da '-Or 4�) ws.o �� g. `' ' Q. 42 x 268 9,5 O $ 1.7 o, :k," / '" a'r Q o / 4cyczv O� ki q,6 & Q. ^H2O// `b.. U� °,\a 4 rt ei cmv ^= O. Q UO2 4� 8.40 'O O T.Q 4' / �O 6') %ki / 6' O / '1C i. / '0' x �� 8. h / 6� Ove C,' 6' Q a; / o n SO' SE1sp � \\ ^'/ OF �qy 12'01 I/101 VeNUi, Up- 4/C` NOTES R04O 1. THIS IS A BOUNDARY AND TOPOGRAPHIC SURVEY. , 2. NO BUILDING RESTRICTION LINES PER PLAT. 3. INTERIOR ANGLES SHOWN AS PER FIELD SURVEY. 4. NORTH PROTRACTED FROM PLAT. 5. BENCHMARK USED: 24" STORM MANHOLE IN 10 20 40 CONCRETE SIDEWALK CENTER ADJACENT TO SURVEYED SCALE: 1" I\fEE PROPERTY. ELEVATION=7.96 (NAVD 1988). 6. BENCHMARK ESTABLISHED BY GPS OBSERVATION IN NAVD 1988 DATUM. 7. GPS RUN SPECTRA PRECISION EPOCH 50 L1/L2 EQUIPMENT AND TRIMBLE VRS SOFTWARE. --•- THE PROPERTY SHOWN HEREON LIES IN THIS SURVEY WAS �[ IF rc�kr N 1#1t FLOOD ZONE "X" (AREA OF MINIMAL OF INHE BLE HOE81, 41 taftiC Beach, FL FLOOD HAZARD) AS WELL AS CAN BE DETERMINED FROM THE FLOOD INSURANCE RATE MAP No. 12031C0409J, REVISED I NOVEMBER 2, 2018 FOR DUVAL COUNTY, ...L.FLORIDA. DONN W. BOATWRIGHT, P.S.M. "NOT VALID WITHOUT THE SIGNATURE AND FLA. LIC. SURVEYOR AND MAPPER No. LS 3295 THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER.' FLA. LIC. SURVEYING & MAPPING BUSINESS No. LB 3672 CHECKED BY: BOATWRIGHT LAND SURVEYORS, INC. DATE: APRIL 04, 2019 DRAWN BY: DAF 1500 ROBERTS DRIVE FILE k: 2019-0489 JACKSONVILLE BEACH, FLORIDA 241-8550 SHEET 1 OF 1 PFF, 7(71 A-1571 All claims for error or defective material must be made within 5 days of receipt of goods and prior to installation. Otherwise, said claim will be denied. 51-06-00 O Oi O r co r CD A02(6) jT- 25-02-00 51-06-00 M O C01(3) v U U M Oi N ». G Or A I I cr) t CN Lloji O CN Id U U ju'''' E C:) 0 CD O- M W W G LL H a0 �W ,y?j H C rn v o O p= O W O N U W c A � C ❑ ❑ ❑ L7 ~mo 2 z o a o o zi Y c y acW`� cc 00 _ 0 0 fn W W? J > m +.- c O J 2 °� O W D W L7 J_ h Q> O co m a Z— \Q 0- Q C) 2 mNv, v d Q � o v TCCyiJJ ❑ ❑ r a m - 12-06-00 jT- 25-02-00 51-06-00 M O C01(3) v U U M Oi N ». G Or A I I cr) t CN Lloji O CN O O ,o !'J06 �J03 t l �J02 O O O 13-10-00 O O O O r M FLORIDA PRODUCT APPROVAL CODES: MITEK PLATES 2197...... WEYERHAEUSER - EVEREDGE LVL 21359 ..... WEYERHAEUSER EEI-JOIST 21360...... WEYERHAEUSER RIMBOARD 6527.5 LOADING CRITERIA � Wall Height Legend OFFICE COPT Approved truss anchor by builder. 2x4 minimum top and bottom chords. Square cut overhangs. 12 6 4 3/16" 3-1/2" 12 BRG. 312 24" Unless noted otherwise. Typical Truss Ends Engineer of Record: Floyd S. Simpson - FL PE# 50791 11481 Old St Augustine Rd #202 Jacksonville, FL 32258 This is a Truss Placement Plan Only Trusses have been designed based on the drawings provided to MBS by the Builder. Please refer to the truss engineering for any information not listed on this page Please refer to the BCSI - Summary Sheets for proper bracing of trusses during erection Manning Building Supplies, Inc. 11155 Philips Parkway or E Jacksonville, FL 32256 Phone: (904)268-8225 Fax: (904)260-2981 V&M.MBS-CORP.COM n8s JAXTRUS S@MB S-CORP.COM Job# J190661 Customer: Broadwell's Builders Project: Speed Residence Lot/Sub: Address 354 Seminole Rd City,State: Atlantic Beach,FL Scale: 3/16 - 1' I Date: 10/8/2019 Designer: Rochelle Cousins �I.IrIVM I IVIYJ. GENERAL NOTES: s been designed in accordance with the 6th Edition (2017) Florida Building 1. The scope of these plans is limited to the structural requirements of this project sidential, and the Florida Building Code, Existing Building (as applicable). Architectural, civil (site), electrical, mechanical (plumbing and HVAC), waterproofing, 4. The contractor shall be responsible for the design and installation of all flashing. CLIENT: m BROADWELL BUILDERS and flashing requirements are not addressed in these plans. iIGN CRITERIA: m PROJECT: 1. Concrete masonry units (CMU) shall be ASTM C90-14, Hollow Load -Bearing Concrete a SPEED Masonry Units, normal weight, with a minimum compressive strength of 1900 psi (fm=1900 psi). 354 SEMINOLE ROAD 2. It is the intent of the Engineer of Record (Engineer) that this work be performed in d Design Method ASCE 7-10 3 SCALE: - E / - V-0" (U.O.N.) conformance with all requirements of the authorities having jurisdiction over this type is Wind Speed: 130 mph of construction and occupancy. ding Risk Category: II 3. Grout all cells containing vertical reinforcement in 54" maximum lifts. d Exposure: B (Enclosed Structure) 3. The contractor is responsible for the means and methods of construction. It is the ding Classification: Residential contractor's sole responsibility to determine the procedure, sequence, and temporary ding Type: Type V Construction bracing as to insure the safety of the building and its component parts during d -Borne Debris: NOT located in the wind-borne debris region construction. ass otherwise noted, project site considerations shall be the responsibility of the ier and/or contractor. Examples of such items include, but shall not be limited t< �rmination of grade elevations, drainage features, and special requirements Dciated with FEMA flood hazard and/or DEP zones. iIGN DEAD LOADS: Irs: design floor dead load of 12 psf assumes a floor system utilizing wood decking d subflooring over wood truss, wood 1 -joist, or solid sawn lumber framing. The Bring is assumed to be carpet, vinyl, wood or ceramic tile. The Engineer shall b `ied if the floor coverings differ from the noted assumptions fs: Metal or Shingle: 10 psf (Rafters) 7 psf (Wood Truss) Concrete or Clay Tile: 15 psf ar to Architectural Plans for Roof Covering System >IGN LIVE LOADS irs: Exterior Balconies: Exterior Decks: Stairs: Garages: All Other Areas: Without Storage: With Limited Storage: With Storage: V 40 psf 40 psf 40 psf (or 300 Ib point load) 50 psf (or 2000 Ib point load) 40 psf 4. The contractor shall verify all conditions and dimensions at the job site prior to commencing work. 5. The contractor shall supply, locate, and build into the work all inserts, anchors, ang plates, openings, sleeves, hangers, slab depressions, or other components as may required to attach and accommodate other work. 6. All details and sections shown on the structural drawings are intended to be typical and shall be construed to apply to any similar situation elsewhere in the work except where indicated otherwise. 7. Refer to the structural drawings for all structural details and sections. The contractor shall contact the Engineer for clarification in cases of conflict between the structural drawings and any drawings prepared by others prior to commencing work. 8. It is the owner's and/or contractor's responsibility to obtain a soils exploration report. The design of the project structure assumes an allowable soil bearing capacity of 2000 psf. The Engineer shall be notified if soil conditions encountered differ from the noted assumptions. All requirements for site preparation and soil compaction specified in the soils report shall be followed unless more stringent requirements are specified in these plans. CONCRETE: 8. All concrete slabs on grade shall be the thickness as indicated on the drawings over minimum 6 mil. polyethylene (visqueen) vapor barrier. Slabs shall be reinforced with 6x6 W1.4x1.4 WWF lapped 8" at edges and ends in conformance with ASTM -A 185, or fibermesh reinforcement shall be used with a minimum fiber length of ;" to 21" complying with ASTM C 1116. The dosage amount shall be 0.75 to 3.0 pounds per cubic yard in accordance with manufacturer's recommendations. 9. Slabs on grade shall bear on structural fill which shall be clean sand free of debris and other deleterious material. Structural fill shall be compacted to a density of at least 95% of the Modified Proctor Maximum Dry Density (ASTM D1557). Termite protection shall be provided in accordance with applicable code requirements. If soil treatment is used, the treatment shall be done after all excavation, backfilling, and compaction is completed. 10. Footings may bear upon undisturbed soil or upon structural fill. Structural fill shall be compacted to a density of at least 95% of the Modified Proctor Maximum Dry Density (ASTM D1557) for a depth of at least two feet (2'-0") below the bottom of the footing. 11. The following minimum concrete cover shall be provided for reinforcement: 3" Concrete cast against and permanently exposed to earth 2" Concrete exposed to earth or weather 1 '/" Concrete not exposed to earth or weather 12. All continuous reinforcing steel in concrete shall be lap -spliced with the following minimum lengths: #4 bars: 21" minimum #5 bars: 26" minimum #6 bars: 32" minimum 13. Reinforcement in footings shall be bent around corners or corner bars shall be used. 14. The contractor shall provide spacers, chairs, bolsters, etc., necessary to support reinforcing steel. Support items which bear on exposed concrete surfaces shall have ends which are plastic tipped or stainless steel. MASONRY: 1. All concrete work shall be in accordance with "Building Code Requirements for General: Structural Concrete," ACI 318-14, and "Specification for Structural Concrete," ACI 301 1 All mason k h Ilk 2. All concrete shall have the following minimum compressive strength at 28 days: 10 psf Slabs on grade, footings, and misc. concrete: fc=2500psi 20 psf Structural slabs, walls, beams and columns: fc=3000psi 30 psf (fixed stair access) Designated radon zones only - all concrete: fc=3000psi Less than 4:12 slope: 20 psf 4:12 slope or greater: 16 psf LECTION CRITERIA: Wind loads with plaster or stucco finish: L/360 Wind loads with other brittle finishes: U240 Wind loads with flexible finishes: 0120 or U180* 80 for exterior walls with interior gypsum board finish. Live Load: U480 * Total Load: L/240 * reased floor stiffness may be required by floor covering manufacturer Live Load: L/240 Total Load: L/180 3. Cement shall conform to "Specification for Portland Cement" (ASTM C150) 4. Aggregate shall conform to "Specification for Concrete Aggregates" (ASTM C33) 5. Water shall be clean and free of injurious amounts of oil, acids, alkalis, salts, organic material or other substances that are deleterious to concrete or steel reinforcement. 6. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwise noted on the structural drawings. All reinforcing details shall conform to "Details and Detailing of Concrete Reinforcement," ACI 315, unless detailed otherwise on the structural drawings. 7. Tolerances for foundation and slab alignment as well as placement of reinforcement shall be in accordance with "Standard Tolerances for Concrete Construction and Materials," ACI 117. Footing or slab edges may be up to 1/2" inside of the sill plate. ry wor s a e In accordance with Building Code Requirements for Masonry Structures," ACI 530-13, and Specifications for Masonry Structures," ACI 530.1-13 ULSBERG ENGINEERING, INC. 11481 OLD ST. AUGUSTINE RD., SUITE # 202 JACKSONVILLE, FL. 32258 P: 904.886.2401 F: 904.260.4367 FLORIDA C.A. NUMBER: 25846 , \v�GENS,6 F` N- 3 52 �c = STA A 'p �L \�P f-1 W 1No. 33152 PE 2. Grout shall conform to ASTM C476 with minimum 28 day compressive strength of 3000 psi per ASTM C1019. Grout shall be mixed to provide a slump between 8" to 11". 3. Mortar shall conform to ASTM C270 and be Type M or S. Type N mortar may be used in brick veneer. 4. The contractor shall be responsible for the design and installation of all flashing. CLIENT: m BROADWELL BUILDERS Concrete Masonry (CMU): r m PROJECT: 1. Concrete masonry units (CMU) shall be ASTM C90-14, Hollow Load -Bearing Concrete a SPEED Masonry Units, normal weight, with a minimum compressive strength of 1900 psi (fm=1900 psi). 354 SEMINOLE ROAD JOB NUMBER: • 2000 COUNTY: 2. All continuous reinforcing steel in masonry shall be lap -spliced with the following minimum lengths: 3 SCALE: - E / - V-0" (U.O.N.) #4 bars: 20" minimum #5 bars: 25" minimum #6 bars: 30" minimum DO NOT SCALE THIS DRAWING RELEASE DATE: - 11-05-19 REVISIONS: 3. Grout all cells containing vertical reinforcement in 54" maximum lifts. 4. Provide cleanouts per ACI 530.1-13 in the bottom course of masonry when the wall height exceeds 5'-0". DRAWN BY: BTC CHECKED BY: JKH 5. Beam reinforcement shall be continuous across control joints. 6. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwise noted on the structural drawings. _ TITLE: GENERAL NOTES - SHEET 1 of 2 SHEET: a o S-1 Clay Masonry (Brick): 1, Brick shall conform to ASTM C62, C216, or C652 for Building Brick, Facing Brick, and Hollow Brick, respectively. Grade MW shall be used. 2. Brick veneer shall be anchored with approved ties spaced no more than 16" o.c. vertical and 16" o.c. horizontal. Additional ties shall be provided around all wall openings greater than 16" in either direction, and shall be spaced no more than 36" o.c. and placed within 12" of the openings. 3. Strand wire veneer ties shall not be less in thickness than No. 9 gage wire and shall have a hook embedded in the mortar joint. Sheet metal ties shall not be less than No. 22 gage by 7/8" corrugated and fastened with 1 3/" galvanized roofing nails. Adjustable or strand wire veneer ties shall be used at CMU walls. 4. Unless otherwise noted on the plans, a steel angle L4x4x1/4 shall be used for supporting brick veneer over openings. This angle will not be required for arched windows where brick is self-supporting. If the length of the opening exceeds 6-0'I the the steel angle shall be attached to the wood framing with %8" x 3" lag screws @ 12" o.c. or Simpson Y4' x 3" SDS screws @ 12"o.c. WOOD FRAMING: 1. All wood framing has been designed in accordance with "National Design Specifil;atic (NDS) for Wood Construction," 2015 edition. 2. Southern Yellow Pine member design incorporates design values for all sizes and grades of visually graded Southern Yellow Pine dimension lumber per "Supplement No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber," published by the Southern Pine Inspection Bureau (SPIB). 3. All wood members exposed to weather or in contact with masonry, concrete or soil shall be treated with an appropriate preservative suitable for the exposure conditions 4. If ACQ treatment is used on any wood member, then all nailing shall require hot -dipped galvanized nails meeting ASTM A153, Class C, or ASTM B695, Class 50. If borate treatment is used then galvanizing is not required. 5. Prefabricated wood trusses shall comply with NDS and "National Design Standar) for Metal Plate Connected Wood Truss Construction (TPI 1-2014)." 6. All trusses shall be designed by the Truss Manufacturer's registered Engineer. 7. The Truss Manufacturer shall submit shop drawings and design notes with a registered Engineer's seal for approval. Design notes shall include the rated load capacity of the truss to truss connectors, and the manufacturer's license to fabricate trusses utilizing the connector system proposed. The contractor shall approve fabrication and installation drawings showing size, shape and layout. 8. Jobsite handling and erection, including temporary bracing, during installation of trusses shall comply with TPI / WTCA BCSI 1. 9. All prefabricated wood trusses subjected to uplift conditions shall be securely fastened to their supporting walls or beams with metal connectors as noted in the Truss Connection Schedule. 10. All gable ends shall be balloon framed or braced in accordance with the applicable detail as shown in the structural drawings. 11. Guardrails, handrails, and guard in -fill components (Balusters and Panel Fillers) shall be provided by others. 12. Engineered lumber (LVL, Parallam or LSL) shall meet the following minimum material specifications: LVL or Parallam LSL E=2,000,000 psi E=1,550,000 psi Fb=2,600 psi Fb=2,325 psi Fc =750 psi Fc =900 psi Fv=285 psi Fv=310 psi 13. Fasten plies of 1 %" wide engineered lumber as follows: 2 -ply beams with (3) rows of 0.131"x3'/4' nails @ 12"o.c. 3 -ply beams with (3) rows of 0.131"x3'/4' nails @ 8"o.c. (each side) 4 -ply beams with (2) rows of Simpson 6 3/" long SDW screws @ 12" o.c. STRUCTURAL STEEL: 1. Structural steel shall conform to AISC Specifications for Design and Fabrication and Erection of Structural Steel for Buildings (latest editions). a. Welded Connections: AWS D1.1 b. Structural Steel plates: ASTM A36 (Fy=36 ksi) or ASTM A572 (Fy=50 ksi) c. Structural Steel W -shapes: ASTM A992 (Fy=50 ksi) d. Structural Steel Angles and Channels: ASTM A572 tFy=50 ksi) e. Structural Steel Rectangular HSS or Tubes: ASTM A500 (Fy=50 ksi) f. Structural Steel Round HSS or Pipe: ASTM A500 (Fy=46 ksi) or ASTM A53 (Fy=35 ksi) 2. All structural steel connections and fabrications shall comply with AISC specifications. 3. Steel shop drawings shall be provided to the Engineer for approval prior to fabrication 4. Holes required for bolted connections may be drilled or punched. Flame -cut holes shall not be used. 5. Bolts shall be installed to the "snug -tight" condition - u.o.n. 6. All structural steel shall be shop -painted with SSPC Paint 15 (red oxide) primer. Prior to painting, steelwork shall be cleaned per SSPC SP -6 "Commercial Blast Cleaning". 7. SSPC Paint 36 (polyurethane) shall be applied as the final coat to all structural steel surfaces exposed and visible to the exterior of the structure. 8. Field touch-up after installation where required to restore final finish. HARDWARE AND ANCHORS: 1. All framing anchors and connectors shall be manufactured by Simpson Strong -Tie, United Steel Products (USP), or Engineer approved equal. 2. All anchor bolts and threaded rods shall be in accordance with ASTM A307 or ASTM F1554, Grade 36. 3. All metal connectors and hardware which are exposed to the exterior or in contact with ACQ pressure treated lumber shall be Type 316 stainless steel or galvanized per ASTM A153, Class C, or ASTM B695, Class 50. 4. Anchor adhesives shall be either SET -3G by Simpson Strong -Tie or HIT-HY 200 by Hilti with Florida Product Approval and installed according to the manufacturer's instructions. Holes shall be cleaned of all debris and brushed out prior to installation of anchor adhesive. ROOF COVERING: 1. The contractor shall be responsible for the design and installation of the roof covering system. 2. Asphalt shingles shall comply with ASTM D3161 and be installed according to the manufacturer's requirements. 3. Clay and tile roofs shall be installed per the "Concrete and Clay Roof Tile Installation Manual," and the manufacturer's requirements. 4. Standing seam metal roofs shall comply with ASTM E1514 and be installed according to the manufacturer's requirements. 5. The contractor shall be responsible for the design and installation of all metal flashing and valley material. WINDOW, DOOR AND SOFFIT PRESSURES: 1. All window, door and soffit assemblies shall be designed to withstand the design pressures indicated below and shall be installed in accordance with the manufacturer's requirements. WIND PRESSURES ON WINDOWS, DOORS & SOFFITS (psf) AREA OF OPENING EDGE STRIP (5) INTERIOR ZONE (4) Pos Neg Pos Neg 0 to 20 sf 18.3 -24.5 18.3 -19.8 20.1 to 50 sf 17.5 -22.8 17.5 -19.1 50.1 to 100 sf 1 16.4 -20.61 16.4 -18.0 100.1 to 200 sf 15.5 -19.1 15.5 -17.1 200.1 to 500 sf 14.7 -17.4 14.7 -16.3 Soffit Design Pressure 18.3 -24.51 18.3 -19.8 tsase ueslgn rressure 1b.bu UUPI = ±U. 18 TYPICAL EDGE STRIP (5) a = 5.8' TYPICAL INTERIOR ZONE (4) L T4ULSBERG ENGINEERING, INC. 11481 OLD ST. AUGUSTINE RD.. SUITE # 202 JACKSONVILLE, FL. 32258 P: 904.886.2401 F: 904.260.4367 www. I era Engineering.com N %�R:25846 c_ 3 F O��' z ;x,09''•••......• ��.`,,' _ �FEsSIONP��`'� ............11i05�j�J JEFFREY K. HULSBERG, PE FL PE No. 33152 JCOMMENTS CLIENT. BROADWELL BUILDERS PROJECT: SPEED 354 SEMINOLE ROAD JOB NUMBER: COUNTY: %" = 1'-0" (U.O.N.) DO NOT SCALE THIS DRAWING y RELEASE DATE: 11-05-19 DRAWN BY: BTC CHECKED BY: TITLE: GENERAL NOTES - SHEET 2 of 2 SHEET: S-2 18" x 18" x 10" FOOTING WITH (2) # 4's EACH WAY (TYPICAL) 6'-7" 6' 44 PT POST (TYPICAL) - ON ABU44-Z POST BASE LUS28-Z OR SUR/L26-Z HANGER (TYPICAL) 2x8 TREATED LEDGER WITH y" x 8" GALV TITEN HD @ 24" O.C. 4'-10" 13'4" X 4" CONCRETE SLAB WITH m o 6x6 W1.4x1.4 WWF OR FIBERMESH OVER 6 MIL VAPOR BARRIER COVERING - — — — — — — — CLEAN AND COMPACTED FILL 1 8"•11" - FOUNDATION PLAN 7 ULSBERG ENGINEERING, INC. 11481 OLD ST. AUGUSTINE RD., SUITE # 202 JACKSONVILLE, FL. 32258 P: 90 4.8 $1 �4R �: 904.260.4367 lwv W. er ndlf qp xom J`� F 0 238}6 E iA I �<� •\GENSF <0 3 `� • • �o- 33152 '= cc p _- rrrrrrnun�„`` 11-05-19 JEFFREY K. HULSBERG, PE FL PE No. 33152 BROADWELL BUILDERS L_ -i m PROJECT: s — — 354 SEMINOLE ROAD JOB NUMBER: COUNTY: I I 19-2000 DUVAL E SCALE: 1'-0” (U.O.N.) DO NOT SCALE THIS DRAWING v RELEASE DATE: z 11-05-19 o� E II DOUBLE o YAB BTC CJ = SUGGESTED CONTROL JOINT CHECKED BY: JKH 7 JOIST r 7 r TITLE: N' I SD -1 FOUNDATION PLAN L CONTRACTOR SHALL VERIFY ALL DIMENSIONS - USING FINAL APPROVED FLOOR PLAN PRIOR o x6 R-ATED J ISIS �I SHEET: S-3 —� - I J X1,16" O.C. I I GROUTFULL STEMWALLL o I B m I B I I I 1 1 c�, N SD -1 I I I I Ni 1 1 m o 18'4„ SD_2 12'-8" -- I I ?j\ I �,I I L ca C? SD2 I --------I --- ---- —� I CL— I I D -- o D N D J 5D-1 EMBEDDE STRAP AT GARAGE DO R OPENING I SEE DETAIL "F" ON Sd-1 I I 8"•11" - FOUNDATION PLAN 7 ULSBERG ENGINEERING, INC. 11481 OLD ST. AUGUSTINE RD., SUITE # 202 JACKSONVILLE, FL. 32258 P: 90 4.8 $1 �4R �: 904.260.4367 lwv W. er ndlf qp xom J`� F 0 238}6 E iA I �<� •\GENSF <0 3 `� • • �o- 33152 '= cc p _- rrrrrrnun�„`` 11-05-19 JEFFREY K. HULSBERG, PE FL PE No. 33152 BROADWELL BUILDERS m PROJECT: s SPEED 354 SEMINOLE ROAD JOB NUMBER: COUNTY: a 19-2000 DUVAL E SCALE: 1'-0” (U.O.N.) DO NOT SCALE THIS DRAWING v RELEASE DATE: z 11-05-19 E REVISIONS: DRAWN BY: BTC CJ = SUGGESTED CONTROL JOINT CHECKED BY: JKH LOCATIONS (SEE DETAIL "T" ON SD -2) TITLE: FOUNDATION PLAN CONTRACTOR SHALL VERIFY ALL DIMENSIONS - USING FINAL APPROVED FLOOR PLAN PRIOR TO CONSTRUCTION a a SHEET: S-3 —� - J v NOTE: EACH EXTERIOR POST SHALL BE TREATED 44 POST ON ABU44-Z POST BASE. STRAP POST TO EACH BEAM ABOVE WITH (1) H6 -Z CLIP OR (1) MSTA24-Z. TYPICAL ALL POSTS - (U.O.N.) SEE DETAIL "F" ON SHEET SD -7 NOTE: THIS OPEN PORCH CEILING REQUIRES A MINIMUM %" SHEATHING. FASTEN WITH 6d COM OR BOX NAILS AT 6"O.C. ON EDGES AND 12"O.C. IN THE FIELD. 0 (2) 2x6 HEADER 2J 2K BALLOON FRAME WALL TO BOTTOM OF TRUSSES WITH 2x6 STUDS @ 16" O.C. . I I I I I B08 y I 2x4 No.2 SPF@ 16 2x12 BEAM (TYPICAL) fig 0 z X N BALLOON FRAME WALL TO BOTTOM OF TRUSSES WITH 2x6 STUDS @ 16" O.0 2x4 FRAMED WALL (2) 2x12 HEADER 2J 2K WALL LAYOUT a 0 z co N WALL FRAMING NOTES: 1) ALL FIRST FLOOR EXTERIOR WALLS SHALL BE CONSTRUCTED WITH 2X6 SPF No.2 STUDS @ 16-O.C. FOR PLATE HEIGHTS UP TO 8'-1 Ye" - U.O.N. 2) ALL FIRST FLOOR INTERIOR BEARING WALLS SHALL BE CONSTRUCTED WITH 2X4 SPF No.2 STUDS @ 16"O.C. FOR PLATE HEIGHTS UP TO 8'-1 Ye" - U.O.N. 3) THE FIRST FLOOR EXTERIOR WALL FINISH IS "BRITTLE" (STUCCO) - U.O.N. NOTIFY ENGINEER OF ANY VARIATIONS. 1. INSTALL (1-) MSTA30 STRAP AT EACH END OF GARAGE DOOR HEADER. NAIL STRAP INTO HEADER AND JACKS BELOW, 2. EMBEDDED STRAP AT EACH END OF GARAGE DOOR OPENING SEE DETAIL "F" ON SD -1 3. EACH GARAGE DOOR SHALL BE RATED FOR A MINIMUM DESIGN PRESSURE OF 18.4 psf ± SHEARWALL LEGEND: ULSBERG ENGINEERING, INC. 11481 OLD ST. AUGUSTINE RD., SUITE # 202 JACKSONVILLE, FL. 32258 P: 904.886.2401 F: 904.260.4367 Ell www.HulsbergEngineering.com s FLORIDA C.A. NUMBER: 25846 E YMLS 3 AT of nQ FE'RYIKI FIUL�6� PE 2 2x_ HEAJE�R s REVISIONS: = NON-BEARING WALL - o = BEARING WALL SW -6 _ =DRAWN BY: BTC o = SHEARWALLS FASTENED WITH a TITLE: = WALL LAYOUT 8d COM (0.131"x M") NAILS@ d 6"O.C. ON EDGES AND 12"0.C. ON INTERMEDIATE SUPPORTS. 6, SW -3 - o = SHEARWALLS FASTENED WITH 8d COM (0.131"x 2%") NAILS @ CLIENT: 3"O.C. ON EDGES AND 12"O.C. ON INTERMEDIATE SUPPORTS. BROADWELL BUILDERS SBS SHEATH BOTH SIDES OF WALL PROJECT: AT INDICATED SHEARWALL s SPEED 354 SEMINOLE ROAD NOTE: ALL EXTERIOR WALLS SHALL BE "SW -6" U.O.N. g JOB NUMBER: COUNTY: - 19-2000 s DUVAL m SCALE: • =1'-0" (U.O.N.) E WOOD FRAMED HEADER LEGEND: SIZ 4 DO NOT SCALE THIS DRAWING DATE: z OF HEADERRELEASE 11-05-19 2 2x_ HEAJE�R s REVISIONS: J QUANTITY QUANTITY OF JACKS OF KING STUDS =DRAWN BY: BTC NOTE: ALL WOOD FRAMED LOAD BEARING HEADERS a CHECKED BY: JKH TITLE: = WALL LAYOUT SHALL BE MINIMUM (2) 2X6 No.2 OR BETTER - SYP. INSTALL MINIMUM (1) JACK AND (1) KING STUD AT EACH HEADER (U.O.N.) a SHEET: S®4 GABLE BRACE LOCATIONS SEE DETAIL "F" ON SD-6� GABLE BRACE LOCAT SEE DETAIL 7" ON B02 B02 c mm B04 B05 B06 BGrT 2 H2.5A AT GIRDER BO8 J07 � .I M H N 0 ROOF TRUSS LAYOUT TRUSS CONNECTOR SCHEDULE TRUSS ID LEFT INTERMEDIATE RIGHT B08 H2.5AOR SDWC 15600 (2) H2.5A H2.5AOR SDWC 15600 UPLIFTS COMPUTED BY ENGINEER OF RECORD. - UPLIFT VALUES IN TRUSS ENGINEERING DOCUMENTS ALL OTHER TRUSSES H2.5A OR SDWC 15600 H2.5A OR SDWC 15600 H2.5A OR SDWC 15600 ULSBERG 11 ENGINEERING, INC. 11481 OLD ST. AUGUSTINE RD., SUITE # 202 JACKSONVILLE, FL. 32258 P: 904.886.2401 F: 904.260.4367 www.HulsbergEngineering.com EA0R!9tlA'e!AlAyyyBER:25846 _ NU L SBFR CLIENT: BROADWELL BUILDERS 5 PROJECT: s SPEED 354 SEMINOLE ROAD M JOB NUMBER: COUNTY: - 19-2000 DUVAL SCALE: E Ys" = V-0" (U.O.N.) DO NOT SCALE THIS DRAWING y RELEASE DATE: 11-05-19 REVISIONS: DRAWN BY: BTC tR CHECKED BY: JKH TITLE: ROOF TRUSS LAYOUT SHEET: S-5 J \\CiENSLC F NOTE: �= 1) ALL TRUSS CONNECTORS ARE BASED ON 2 * UPLIFTS COMPUTED BY ENGINEER OF RECORD. - UPLIFT VALUES IN TRUSS ENGINEERING DOCUMENTS _ = F SHALL BE DISREGARDED. s j 2) THE TRUSS LAYOUT AND NUMBERING SYSTEM • FL OR. . SHOWN SHALL BE USED BY THE TRUSS MANUFACTURER. DO NOT VARY FROM THIS LAYOUT WITHOUT PRIOR '`��,;�5� 0 N1R- APPROVAL BY THE ENGINEER OF RECORD AND THE Ji�FPR',R' LSBERG, PE CONTRACTOR. - FL PE No. 33152 a COMMENTS: 3) TRUSS CONNECTORS NOTED SHALL BE INSTALLED 5 AS LISTED. DO NOT SUBSTITUTE WITHOUT PRIOR APPROVAL OF THE ENGINEER OF RECORD. 4) REFER TO MANUFACTURER'S INSTALLATION DETAILS E WHEN USING SDWC SCREWS. CLIENT: BROADWELL BUILDERS 5 PROJECT: s SPEED 354 SEMINOLE ROAD M JOB NUMBER: COUNTY: - 19-2000 DUVAL SCALE: E Ys" = V-0" (U.O.N.) DO NOT SCALE THIS DRAWING y RELEASE DATE: 11-05-19 REVISIONS: DRAWN BY: BTC tR CHECKED BY: JKH TITLE: ROOF TRUSS LAYOUT SHEET: S-5 J EACH EXTERIOR POST SHALL BE TR 44 POST ON ABU44-Z POST BASE. POST TO EACH BEAM ABOVE WITH (1) H6 - OR (1) MS' TYPICAL ALL POSTS - (i SEE DETAIL "F" ON SHEE TIE -DOWN LAYOUT ULSBERG ENGINEERING, INC. 11481 OLD ST. AUGUSTINE RD.. SUITE # 202 JACKSONVILLE, FL, 32258 P: 904.886.2401 F: 904.260.4367 www. HulsberaEnaineerina.com E -N 3 - 33152 = A cc,� OR 0.. JEFFREY K. HULSBERG, PE FL PE No. 33152 COMMENTS: CLIENT: BROADWELL BUILDERS PROJECT. SPEED 354 SEMINOLE ROAD JOB NUMBER: COUNTY: 19-2000 DUVAL SCALE / = 1'-0" (U.O.N.) DO NOT SCALE THIS DRAWING RELEASE DATE: 11-05-19 THREADED ROD LEGEND: - • _ )/8" THREADED ROD FROM — FOUNDATION TO DOUBLE PLATE (4" MINIMUM EMBEDMENT REQUIRED) DRAWN BY: BTC Om • %" THREADED ROD FROM CHECKED BY: JKH FOUNDATION TO UPPER FLOOR DOUBLE PLATE TITLE: = TIE -DOWN LAYOUT (4" MINIMUM EMBEDMENT REQUIRED) ❑ = HOLDOWN (AS NOTED) INSTALLED AT SILL PLATE t SHEET: - S-6 BRICK VENEER WITH 1" AIR SPACE UL SBERG AND WALL TIES BRICK VENEER WITH 1" AIR (1) #5 CONT. AND FILL TOP 16" FLASHING; PROVIDE WEEP HOLES SPACE AND WALL TIES FILL JOINT WITH ELASTOMERIC SILL PLATE ENGINEERING, INC. _ 11481 OLD ST. AUGUSTINE RD., SUITE # 202 @ 33"O.C. CONT. FLASHING; PROVIDE SILL PLATE JOINT FILLER Na JACKSONVILLE, FL. 32258 SILL PLATEGROUT [KCONT. AIR SPACE BELOW FLASHING a WEEP HOLES @ 33"O.C.CONCRETE SLAB Z HEIGHT OF CURB VARIES (8" 6" MIN. MAX.)www.Hulsber - P: 904.886.2401 F: 904.260.4367 CONCRETE SLAB GROUT AIR SPACE BELOW En irieerin com z FLASHING �--�-/\�- GRAD CONCRETE SLAB E did M R 846 \ \\\\%\\i #5 CONT. AND FILL TOP 16" — oo PLAITE CONCRETE SLAB \ \ \ \ \\/\\�\,�\� GRADENS ' °a _ . �• (�� • • R(�' �'��. GRAD \\ CMU STEMWALL WITH #4 48"O.C. a (1) @ \ \ \\ L ' �/ •/%/! 8" CMU STEMWALL WITH (1) #4 @ 48"O.C. \�/i\�/% AND IN EACH CORNER. \ \ FILL CELL SOLID AT EACH #4 REBAR. 12" INTO SLAB AND 6" INTO o z /_ \ 45�' < i y\/ / / ao/\\/ \//\//\// AND IN EACH CORNER. q - \ \/\///\//\ o \ \/\\/ �/ • .. b \// / FILL CELL SOLID AT EACH #4 REBAR. \ \/ \ \, \ \ \/ HOOK REBAR 12" INTO UPPER COURSE \ \ \l OF BLOCKS AND 6" INTO FOOTING. • ° • < ;\�/\ \r �� / / / j /�/' a ; 3 52 NO F ' /\ \\/\\j j\\j\\, /\/\/ / 6� f V-0' ONE STORY - 2 #5 CONT. S : FHOOK OOTING. \/ \//\// 1'-4" TWO STORY - (2) #5 CONT. �Q` t F P.. GU` \00. 1' 8" ONE STORY - 2 #5 CONT. T-5" ONE STORY 3 #5 CONT. 1'-8" ONE STORY - (2) #5 CONT. 1'-8" TWO STORY - (3) #5 CONT. z ,,0,�. 9 �'""'08/0F" 1' 8" TWO STORY - (3) #5 CONT. 11-91, TWO STORY - (3) #5 CONT. A SECTION - STEMWALL WITH BRICK SE ;TION - MONOLITHIC WITH BRICK D SECTION - STEMWALL AT GARAGE SECTION - MONOLITHIC AT GARAGE ' - JEFFREY K. HHULSBERG, PE - FL PE No. 33152 SD -1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48" CONTACT SD -1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48" CONTACT a coMMENTs: ENGINEER FOR ADDITIONAL REQUIREMENTS. ENGINEER FOR ADDITIONAL REQUIREMENTS. CONCRETE SLAB - SILL PLATErL-1 F �, E CONCRETE SLAB 04 SILL % Z PLATE CONCRETE SLAB GRADCONCRETE SLAB GRAD \\ \\ // ' \// \\ 1 #5 CONT. AND FILL TOP 16" `<- �� / GRADE \\//\\ \\ \//\//\//\!i \//\//\ \\ \\//\\/ GRADE I' i X,\/\\\ 8" CMU STEMWALL WITH (1) #4 @ 48"O.C. AND IN EACH CORNER. ��\\/�\\/ \//\\//\\! �j�/j� // \ //\\//\\//\\ ADD 8" x 16" CMU TO INSIDE OF o // / //i// STEMWALL FILL CELL SOLID AT EACH #4 REBAR. BAR 12" INTO SLAB AND 6" INTO \%�i\� -\\j\\ . , \\\\\\ AT POST LOCATION WITH (1) #4 VERTICAL IN EACH ',/\/\\/i FHUUK OOTING. 1'-0" ONE STORY - (2) #5 CONT. (AS NOTED) REINFORCEMENT (AS NOTED) 1'-8" ONE STORY 2 #5 CONT. 1'4" TWO STORY - (2) #5 CONT. AS NOTED REINFORCEMENT (AS NOTED) - 1'-8" TWO STORY - (3) #5 CONT. B SECTION - STEMWALL SECTION -MONOLITHIC E SECTION -PAD FOOTING AT PORCH STEMWALL SECTION - PAD FOOTING AT THICKENED EDGE _ SD -1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48" CONTACT SD -1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48" CONTACT ENGINEER FOR ADDITIONAL REQUIREMENTS. ENGINEER FOR ADDITIONAL REQUIREMENTS. BRICK VENEER WITH 1" AIRSPACE * * ALTERNATE: MSTAM36 STRAPS IN LIEU OF EMBEDDED STRAPS (SEE DETAIL R ON SHEET SD -2) = CLIENT: AND WALL TIES BROADWELL BUILDERS CONT. FLASHING; PROVIDE WEEP HOLES STHD14 STRAP NAILED TO @ 33"O.C, BRICK VENEER WITH 1" AIRSPACE a GARAGE DOOR POST. n PROJECT: SPEED ❑ GROUT AIR SPACE BELOW FLASHING AND WALL TIES N � PA51 STRAP NAILED TO GARAGE —' r EMBED STRAP INTO FOOTING ¢ DOOR POST, BEND STRAP INTO ( 1) #5 CONT. AND FILL TOP 16" 2 CONT. FLASHING; PROVIDE WEEP oF FOOTING AS SHOWN. AS SHOWN. s o SILL PLATE HOLES @ 33-O.C. 0 ¢ / a _ 354 SEMINOLE ROAD JOB r19.20onCOUNTY: FILL JOINT WITH ELASTOMERIC "- 6 MIN ❑ GROUT AIR SPACE BELOW FLASHING NUMBER: -, w z ¢ JOINT FILLER z_- SILL HEIGHT OF CURB VARIES (8"MAX.) _ � Y A SCALE: - j -\ `? PLS 'I _, CONCRETE SLAB �'— #4 WITH 6" HOOK INTO FOOTING — 0 Z 0 — o %" = 1'-0" (U.O.N.) \\ \/i\'\ - CONCRETE SLAB GRADE `� \ \\/\\ \ GRAD �\ — — 11 AND BENT 12" MINIMUM INTO Z a DO NOT SCALE THIS DRAWING - m RELEASE DATE: d 11-05-19 ,\ \ 8" CMU STEMWALL WITH 1 #4 48"O.C. An/ y-,- O @ o z_ ,�-- VA//• //�/ %//A/% THICKENED EDGE. / �� o N GRADE `REVISIONS: cl \% A% AND IN _EACH CORNER FILL CELL SOLID AT EACH #4 REBAR.Az \ \ /<A GRDE N - HOOK REBAR 12' INTO UPPER COURSE /i\ BLOCKS AND 6" INTO \/\/ //\// / = DRAWN BY: 6"'\\ OF FOOTING. 1'-5" \ _ \\ \/\\/\/\ _ ';��/;� BTC ONE STORY - (3) #5 CONT. TWO STORY - (3) #5 CONT. / \, AiAAivAiA�i A vv/vv/Av/Vvv��ivv / /' //�ij� NOTE: ��/�` CHECKED BY: 1' 8„ ONE STORY 2 #5 CONT. O \//\/\\T\/\\/\�/\\//� �� \ � \/❑��!��!��! REINFORCEMENT IS NOT REQUIRED/"" JKH = TITLE. _ 1' 8" TWO STORY - (3) #5 CONT. TO PASS THROUGH SLOTS IN STRAP. - FOUNDATION DETAILS c SECTION - STEMWALL AT GARAGE WITH BRICK SECTION - MONOLITHIC AT GARAGE WITH BRICK F DETAIL - PA51 INSTALLATION (STEMWALL) DETAIL - STHD14 INSTALLATION MONOLITHIC - SHEET of 2 SD -1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48" CONTACT ENGINEER FOR ADDITIONAL REQUIREMENTS. SD -1 NOTE: IF STEMWALL HEIGHT EXCEEDS 48" CONTACT ENGINEER FOR ADDITIONAL REQUIREMENTS. a SHEET: ^ J o D "e — —; -SHOWER AREA I "--' TI SHOWER AREA MONOLITHIC FOOTING (2) MSTAM36 Z STRAPS ULSBERV H _ I NAIL EACH STRAP TO CRIPPLE STUD ENGINEERING, INC. 8" CMU STEMWALL WITH (13) 10d COM NAILS m 11481 OLD ST. AUGUSTINE RD., SUITE # 202 r— 3" MAXIMUM OVERHANGJ JACKSONVILLE, FL. 32258 FORM EDGE (OPTIONAL) FASTEN STRAP TO FOUNDATION - P: 904.886.2401 F: 904.260.4367 PLAN VIEW CONCRETE SLAB o o WALL WITH ((8) /a" x 2Ya" CONCRETE www.HulsbergEngineering.com 25846 PLAN VIEW SCREWS IN 7b MASONRY OR BCREWS S ' .. • • • • • • INTO CONCRETE. ��Cy E CONCRETE SCREWS SHALL BE "TAPPER" (1) #4 CONT. AND FILL TOP 16" \\ \ \\ (1) #5 CONT. GRAD �\/\\\ \\�\� POWERS WITH PERMA-SEAL FINISH OR EQUAL.O. s 3 52 8" CMU STEMWALL WITH (1) #4 @ STRAP SHALL BE HEIGHT OF CURB VARIES SILL SILL 1) #4 CONT. /'//'//'//�48"O.C. AND IN EACH CORNER. �j/\�/\� — -- - — COVERED WITH _ PLATE CONCRETE SLAB PLATE': HEIGHT OF CURB VARIES (8" MAX.) o. \\' \\/\\:' FILL CELLS OLID AT EACH #4 // //\// • REBAR. HOOK REBAR 16" INTO \//\ SIDING OR STUCCO ST E F \\ \\ \` PORCH SLAB AND 6" INTO \ ``,�` \ GRAD \/\%\/ oo ;MIN. CONCRETE SLAB /\\ \\�\/\\�/'/ !� �\;�` / FOOTING. ��i��\//\\//\ \�\\ THHIS DETAIL MAY BE SUBSTITUTED FOR EITHER THE PA51 STRAP z � QR��P• '% `\ .: \�\\\\ GRAD \\\ 6" (STEMWALL)�� OR '�\/'/ #5 CONT. THE STHD14 STRAP (MONOLITHIC). JEF�k1E4' k 4� �LSBERG, PE \/\ 8' CMU STEMWALL WITH (1) #4 @ 48"O.C. o z K /\\�/� FL PE No. 33152 COMMENTS: AND IN EACH CORNER. \<� \/�/\ \ FILL CELL SOLID AT EACH #4 REBAR. \ `�`'�`�\ `/ L SECTION - PORCH STEMWALL R DETAIL - EMBEDDED STRAP ALTERNATE SD-2 NOTE: IF STEMWALL HEIGHT EXCEEDS 48" CONTACT SD-2 HOOK REBAR 12" INTO SLAB AND 6" INTO fi FOOTING. \\�\\. �`� ENGINEER FOR ADDITIONAL REQUIREMENTS. 1'-0" ONE STORY_- (2) #5 CONT. NOTE: ONE STORY (2) #5 CONT. V-4" TWO STORY (2) #5 CONT. E V-8" TWO STORY - (3) #5 CONT. SAW-CUT CONTRACTION JOINTS (i.e. CONTROL JOINTS) AS SOON AS THE CONCRETE HAS HARDENED ENOUGH SECTION - STEMWALL AT EXTERIOR WALL SHOWER SECTION - MONOLITHIC AT EXTERIOR WALL SHOWER NOT DAMAGED DURING THE T PROCESS. E G CONCRETE SLAB (TYPICCALLLL Y 1 - 4 HOURS IN WARM WEE ATHHERER ) - SD-2 NOTE: IF STEMWALL HEIGHT EXCEEDS 48" CONTACT ENGINEER FOR ADDITIONAL REQUIREMENTS. X\ \\ \ \\ #5 CONT. GRAD �\ FILL CUT WITH 1" DEEP x)/8'WIDE SAW ELASTOMERIC CUT AT DENOTED FILLER LOCATIONS. _ W q CONCRETE SLAB CONCRETE SLAB j\\�\\�\j�1) 8" CMU STEMWALL WITH (1) #4 @ PLA %\'/%\�/�\�/�\ 48C. AND IN EACH CORNER. ' 0TTE 11 " a -�-'�- ° ' q o \\' \�\FILL CELL SOLID AT EACH #4 / •< •° �;/%\/iii v� 4' _�- o—_ .- \�' ' \`'' REBAR. HOOK REBAR 16" INTO `' 9 �v i�\\/ - \y, , p • //i\/\ 1 , vv� vvvvvvvvv `�' PORCH SLAB AND 6" INTO '�'� \� `\�/ FOOTING. 6„ CONCRETE SLAB-/ 1'4" ONE STORY - (2) #5 CONT. 1' 0" (1) #5 CONT. 1-8" (2) #5 CONT. - V-8" TWO STORY - (3) #5 CONT. CLIENT: M SECTION - PORCH STEMWALL WITH BRICK T SECTION - TYPICAL SAW-CUT CONTROL JOINT BROADWELL BUILDERS H SECTION -INTERIOR BEARING K SECTION -THICKENED EDGE SD -2 NOTE: IF STEMWALL HEIGHT EXCEEDS 48" CONTACT ENGINEER FOR ADDITIONAL REQUIREMENTS. SD-2 SD-2 SD-2 PROJECT: s SPEED 354 SEMINOLE ROAD JOB NUMBER: COUNTY: POST SCALE: POST (AS NOTED) 3 Y8" Y8" = 1'-0" (U.O.N.) CURB HEIGHT VARIES",,,—BEARINGo SILL CONCRETE SLAB CONCRETE SLAB ABU_ POST BASE WITH PAVERS BY OTHERS o Do NOT SCALE THIS DRAWING —CONCRETE SLAB PLATE w_^uj \\i jam\ ° • i / % 'V� - �A v o a o \'\j/\\ ° ° v;\\'' %\ iV/VAVV/VAVA/VAjVAV/\�i��. CURB HEIGHT VARIES -`--^� a • - VAi%jAAj y/A�`�i;.i� 8" GALV. ANCHOR EMBEDDED 12" (SET-XP ADHESIVE) 8" TALL, 12" SQUARE GROUTED :.. CMU OR CAST-IN-PLACE CONCRETE m RELEASE DATE: y 11-05-19 - \. DRAWN BY: PEDESTAL ON 24"X 24"X 12" PAD w BTC (AS NOTED) REINFORCEMENT (AS NOTED) 1 8" (1) #4 CONT. FOOTING WITH(2) #5 EACH WAY 2-0 j 8 CHECKED BY: JKH - TITLE: FOUNDATION DETAILS 1'4- ONE STORY - (2) #5 CONT. T-8" TWO STORY - (3) #5 CONT. J SECTION - BEARING STEPDOWN P SECTION - INTERIOR BEARING PAD FOOTING SECTION - NON-BEARING STEPDOWN u DETAIL - PAD FOOTING AT PAVERS - SHEET 2 of 2 a SHEET: — S D 2 SD-2 SD-2 SD-2 SD-2 • ULSBERG L. ROOF COVERING (BY OTHERS) ENGINEERING, INC. ROOF TRUSSES _ 11481 OLD ST. AUGUSTINE RD., SUITE # 202 CORNICE DETAIL JACKSONVILLE, FL. 32258 DOUBLE PLATE (BY OTHERS) \ I P: 904.886.2401 F: 904.260.4367 www.HulsbergEngineering.com NUT WITH 2"x 2"x 16" WASHER / FLORI A,&14,NyBER: 25846 ALTERNATE: SIMPSON LBPSY2 SLOTTED ..., WASHER WITH 1" WASHER. H `.�`HU LSgFRc',, \ Y8"0 THREADED ROD SIMPSON %"OJ x 6" TITEN HD OR SIMPSON %"!!)Y32" x 6 %" TITEN HD ROD COUPLER 2x_ No.2 SPF OR No. 2 SYP _ / %s" OR '%2" RATED SHEATHING, EXPOSURE I - SHINGLE ROOF RATED PLYWOOD SHEATHING, EXPOSURE I -TILE ROOF /2" RATED SHEATHING, EXPOSURE I - METAL ROOF O 3 Z 8" THREADED ROD SET IN ADHESIVE OR !'THREADED ROD SET IN ADHESIVE WITH SUBFASCIA WITH (2) 0.131"x 34- FASTEN WITH 0.113" x 2 %" RING SHANK WITH MINIMUM 4" EMBEDMENT MINIMUM 4" EMBEDMENT WITH NUT & 1" ENDNAILS AT TRUSS NAILS @ 6"O.C. ON EDGES AND INTERMEDIATE SUPPORTS. k WITH NUT & 1" WASHER WASHER (U.O.N.) S E OF c GYPSUM BOARD A '. 'G� (SEE TRUSOS CONNECTION SCHEDULE) ' ......... A\v�� ' 0 (2) 2x_ SYP #2 DOUBLE PLATE (U.O.N.) - jiq �DETAIL - ANCHOR BOLT DETAIL - THREADED ROD ASSEMBLY GYPSUM BOARD E`Fi PE - FL PE No. 33152 SD -3 o COMMENTS: RATED SHEATHING, EXPOSURE I. FASTEN WITH 0.131" x 2Y2" NAILS@ 6"O.C. ON s EDGES AND 12"O.C. ON INTERMEDIATE SUPPORTS. (U.O.N.) (BLOCK ALL EDGES) 2x_ SPF #2 STUDS @ 16"O.C. - U.O.N. (SEE WALL LAYOUT) NUT WITH 1" CUT WASHER ROOF COVERING (BY OTHERS) 2x_ SPF #2 SOLE PLATE (U.O.N.) NAIL TO RIM E BOARD WITH 0.131"x 34" NAILS @ 6"O.C. ROOF TRUSSES _ CORNICE DETAIL 9/2" RATED STURD-I-FLOOR (T&G) SHEATHING (BY OTHERS) GLUED AND NAILED. FASTEN WITH 0.131" x 2Y2" RING / SHANK @ 6"O.C. ON EDGES AND 12"O.C. IN THE _ FIELD. FLOOR JOIST (I -JOIST SHOWN, SAWN JOIST SIMILAR- SEE SECTION "C" ON SD -4 FOR OPEN WEB TRUSS) 15 2" TED SHEATHING, EXPOSURE I - SHINGLE ROOF q 12' RATED PLYWOOD SHEATHING, EXPOSURE I - TILE ROOF 2x_ No.2 SPF OR No. 2 SYP / 32" RATED SHEATHING, EXPOSURE I - METAL ROOF GYPSUM BOARD - SUBFASCIA WITH (2) 0.131"x 34" =ASTEN WITH 0.113" x 2 %" RING SHANK RIM BOARD ENDNAILS AT TRUSS (U.O.N.) VAILS @ 6"O.C. ON EDGES AND INTERMEDIATE SUPPORTS. - GYPSUM BOARD NAIL JOIST TO PLATE WITH (2) 0.131"x 3Ya" TOENAILS (2) 2x_ SYP #2 DOUBLE PLATE (U.O.N.) ' CONNECTOR AT EACH TRUSS ISEE TRUSS CONNECTION SCHEDULE I 2) 2x_ SYP #2 DOUBLE PLATE (U.O.N.) -`- - _ TOENAIL RIM BOARD TO PLATE WITH 0.131"x 34'NAILS @ 8"O.C. 9 3 CLIENT: I APPLY SHEATHING HORIZONTALLY FOR STUCCOAPPLICATIONS, BROADWELL BUILDERS APPLY SHEATHING HORIZONTALLY FOR STUCCO --- ;YPSUM BOARD APPLICATIONS,EXCEPT THAT 7/16" STRUCTURAL 1 THREADED COUPLING AS REQUIRED APPLICATIONS, EXCEPT THAT 7/16" STRUCTURAL 1 I RATED OR 15/ 32" RATED SHEATHING MAY BE 2x_ SPF #2 STUDS @ 16"O.C. - U.O.N. (SEE WALL LAYOUT) RATED OR 15/ 32" RATED SHEATHING MAY BE VERTICALLY. GYPSUM BOARD m PROJECT: s SPEED INSTALLED VERTICALLY. - --� - 2x_ SPF #2 STUDS @ 16 O.C. U.O.N. (SEE WALL LAYOUT) o m Z 354 SEMINOLE ROAD RATED SHEATHING, EXPOSURE L ASTEN WITH 0.131" x 2Y2" NAILS @ 6"O,C. ON /'RATED SHEATHING. EXPOSURE L m JOB NUMBER: `s -2000 COUNTY: DUVAL -- 1 � - -DGES NOTE: SILL PLATES ON EXTERIOR WALLS 1 AND 12'O.C. ON INTERMEDIATE SUPPORTS. U.O.N.) (BLOCK ALL EDGES) f ---- — � I NOTE SILL PLATES ON EXTERIOR WALLS FASTEN WITH 0.131"x 2Y2" NAILS @ 6"O.C. ON EDGES AND 12"O.C. ON INTERMEDIATE SUPPORTS. (U.O.N.) (BLOCK ALL EDGES) 3 SCALE: E Y" = 1'-0° (U.O.N.) SHALL BE ANCHORED BY THREADED — THREADED ROD ASSEMBLY AT SHALL BE ANCHORED BY THREADED � i DO NOT SCALE THIS DRAWING RODS SUPPLEMENTED BY ADDITIONAL NOTED SPACING (SEE DETAIL "C" RODS SUPPLEMENTED BY ADDITIONAL !, THREADED ROD ASSEMBLY AT - v RELEASE DATE: ANCHOR BOLTS AS REQUIRED TO THIS SHEET) ANCHOR BOLTS AS REQUIRED TO NOTED SPACING SEE DETAIL "C" ( 11-05-19 MAINTAIN MAXIMUM 48"O.C. SPACING (U.O.N.) MAINTAIN MAXIMUM 48"O.C. SPACING 11 (U.O.N.) THIS SHEET) REVISIONS: 2x_ TREATED SYP #2 SILL PLATE WITH ANCHORS "C" INSET WALLY2" FOR STUCCO (SEE DETAIL THIS SHEET) INSET WALLY" FOR STUCCO —\ 2x_ TREATED SYP #2 SILL PLATE WITH ANCHORS APPLICATIONS APPLICATIONS j (SEE DETAIL "C"THIS SHEET) DRAWN BY: "ILL- BTC Ile ° ii n CHECKED BY: ---SEE FOUNDATION DETAILS u " SEE FOUNDATION DETAILS JKH TITLE: FRAMING DETAILS B SECTION - TYPICAL EXTERIOR TWO STORY WALL - SHEET 1 of 3 A SECTION - TYPICAL EXTERICR ONE STORY WALL SD_3 a SHEET: SD -3 SD -3 �,,,—SILL PLATE (BELOW) 2x_ CORNER FRAMING FULL T T��T U K HENGfNEERING, HEIGHT STUDS (TYPICAL) INC. 2x_ SPF #2 SOLE PLATE (U.O.N.) NAIL TO BAND(2) ROWS OF 0.131"x 3ia" - 11481 OLD ST. AUGUSTINE RD., SUITE #202 JACKSONVILLE, FL. 32258 BOARD WITH 0.131"x 3Yn" NAILS @ 6"O.C. NAILS @ 12"O.C. STAGGERED (TYPICAL) P: 904.886.2401 F: 904.260.4367 www.HulsbergEngineenng.com BAND BOARD _ C.A. MS : 25846 � — E o � �• FRC'`', 2x6 OR 2x8 FRAMED WALL ,,,��° ......... E ' `r� ' VE NS '= F •' \'\ ;; SILL PLATE (BELOW) ; 5 L OPEN WEB TRUSS 2x4 CORNER FRAMING FULL HEIGHT STUDS N - m *_ MINIMUM OF (3) 2x4 BLOCKS 12" LONG NAILED SHEATHING CONTINUOUS FROM BAND BOARD PLY OF DOUBLE PLATE. WITH (4) 0.131"x 3Y4" NAILS TO EACH ADJACENT o �S. T O TO UPPER FASTEN WITH STUDALTERNATE: A EDGE NAILING REQUIREMENTS OF UPPER WALL INSTALL SOLID STUD IN THISo Q •' '•. �� R�O-• �� TOENAIL TRUSS TO PLATE WITH _ SPACE - sC �, • • .... • .� ` (2) 0.131"x 34' NAILS - -_ 2x4 CORNER FRAMING FULL HEIGHT STUD s ''r, �0 N�j DOUBLE PLATE (U.O.N.) - (21 ROWS OF 0.131"x 3Y" JEFFi2`�i2k,HULSBERG,PE FL PE No. 33152 2x4 FRAMED WALL NAILS @ 12°o.c. d COMMENTS: SECTION - TYPICAL OPEN WEB FLOOR TRUSS F J SECTION - TYPICAL FRAMING AT 90° CORNERS SD -4 SD -4 SD -4 NAIL SCAB TO TOP CHORD WITH 3 (4)0.131"x 3Ya" NAILS METAL CONNECTOR REQUIRED METAL CONNECTOR o (SEE CONNECTION SCHEDULE) --_, NOT REQUIRED d ADD 2x4 VERTICAL SCAB IN EACH «< E TRUSS IF NO WEB IS PRESENT UPLIFT CONNECTOR (AS NOTED)(3)CH 0.131"x 3Ya" NAILS TYPICAL AT - EA TRUSS DOUBLE PLATE 2x4 SPF BLOCKING NAIL WITH (2) 2x4 X BRACE ACROSS LENGTH OF DOUBLE PLATE 0.131"x 3Ya" NAILS AT EACH END SHEARWALL 2x SPF #2 STUDS @ 16"O.C. s (END NAIL OR TOENAIL) 2x SPF #2 STUDS @ 16"O.C. ` NAIL SCAB TO PLATE WITH (3) 0.131"x 3Ya" TOENAILS THREADED ROD ASSEMBLY OR CONCRETE 10d CUT NAIL QUICK TIE AT NOTED SPACING @ 24"O.C. OR a"x 3 4" TAPCON m \\\-TRUSS TRUSS (AS NOTED) SCREW @ 32' O.C. BOTTOM CHORD 2x4 BLOCKING BETWEEN TRUSSES2x TOENAILED TO DOUBLE PLATE WITH TREATED SYP #22x TREATED SY P #2 NAIL PORCH SHEATHING AS NOTED 0.131"x MY' NAILS @ 4"O.C, SILL PLATE SILL PLATE EXTERIOR FRAMED WALL DOUBLE PLATE _u- -MINIMUM %s" RATED SHEATHING, UPLIFT (ROOF) - RODS OR QUICK -TIE FLOOR LOAD ONLY OR - EXPOSURE I FASTEN AS NOTED ROOF WITH UPLIFT RELEASED ON WALL LAYOUT (BLOCK ALL EDGES) m CLIENT: D SECTION - EXTERIOR WALL PERPENDICULAR TO TRUSS SECTION INTERIOR SHEARWALL PERPENDICULAR TO TRUSS BROADWELL BUILDERS G - METAL CONNECTOR METAL CONNECTOR OR NOTED) - sD-4 sD-a SECTION ONLY APPLIES WHEN REFERENCED/ BLOCKING REQUIRED (AS m PROJECT: SPEED (AS NOTED) SIMPSON SDWC 15600 SCREW T HE -- ' @ 32"O.C. - U.O.N. o NAIL EACH END OF BLOCKING TO L DOUBLE PLATE DOUBLE PLATE 354 SEMINOLE ROAD _" JOB NUMBER: COUNTY: TRUSS (AS NOTED) BOTTOM CHORDS WITH (3) 0.131"x 34' 19-2000 DUVAL SCALE: INSTALL 2x4 BLOCKING BETWEEN -2x SPF #2 STUDS @ 16.0.C. _ 1' 0" (U.O.N.) 2x4 SPF NAILER- NAIL TO TOP PLATE WITH 0.131"x 34" NAILS @ 6"O.C. TRUSS BOTTOM CHORDS @ 12"O.C. SHEATHING (AS NOTED) SIMPSON SDWC 15450 SCREW E DO NOT SCALE THIS DRAWING ;RELEASE DATE: m 11-05-19 BOTTOM CHORD OF TRUSS —NAIL EACH BLOCK TO DOUBLE PLATE WITH (3) 2x SPF #2 STUDS 16"O.C. @ @ 32"O.C. - U.O.N. �-ANCHOR BOLTS AT NOTED 2x TREATED SYP #2 a REVISIONS: \ 0.131"x 3Ya" NAILS SPACING (48" O.C. MAXIMUM) SILL PLATE NAIL PORCH SHEATHING AS NOTED �- 2x TREATED SYP #2 t ANCHOR BOLTS AT NOTED DOUBLE PLATE SILL PLATE PACING (32" O.C. MAXIMUM) 77— ° e/ DRAWN BY: BTC EXTERIOR FRAMED WALL _— MINIMUM %s" RATED SHEATHING, It % / - m CHECKED BY: EXPOSURE I FASTEN AS NOTED _.- _ _ei JKH ON WALL LAYOUT (BLOCK ALL EDGES) SHEARWALL UPLIFT (ROOF) - SCREWS TITLE: FRAMING DETAILS E SECTION- EXTERIOR WALL PARALLEL T4 TRUSSH SECTION - INTERIOR SHEARWALL PARALLEL TO TRUSS K SECTION - INTERIOR WALL CONDITIONS BEARING AND/OR SHEARWALL - sHEET 2 of 3 sD-a so -a THIS SECTION ONLY APPLIES' WHEN REFERENCED sDa m SHEET: SD -4 JOINT IN LOWER PLATE 8" MAX. 6" MA�X! r I (TYPICAL DOUBLE PLATE SPLICE) 48" MINIMUM SPLICE LENGTH MINIMUM NAILING OF (16) 0.131"x 3" NAILS IN THIS ZONE. NOTE: MAY SUBSTITUTE (1) Y4" x 3" SDS SCREW PER (2.5) NAILS. (TOP OR BOTTOM INSTALLAT0 THREADED ROD ASSEMBLY WITHIN 6 OF SPLICE IN LOWER PLATE ALTERNATE: IF ROD IS GREATER THAN 6" FROM SPLICE - ADD SSP AT SPLICE. JOINT IN SILL PLATE u�a ii /u u u THREADED ROD ASSEMBLY 4" MIN.; (BEYOND) ��_ 12" MAX. BUILT-UP CORNER POST � DETAIL - TYPICAL WALL FRAMING CONDITIONS SD -5 SD -5 TYPICAL HEADER TO KING STUD CONNECTION (SEE TABLE) END NAILING ACCEPTABLE JOINT IN UPPER PLATE NAIL EACH PLY OF KING AND JACK STUDS TOGETHER THREADED ROD ASSEMBLY CENTERED WITH 0.131"x 3Ya" NAILS @ 6"O.C, STAGGERED TYPICAL STUD TO ON SPLICE IN PLATE OR THREADED ROD (TYPICAL) DOUBLE PLATE ASSEMBLY'NITHIN 12" ON EACH SIDE OF JACK STUD AND KING CONNECTION JOINT. ��6" MAX, STUD REQUIREMENTS (SEE WALL LAYOUT \ - DOUBLE PLATE JACKS AND KING STUDS irl (AS NOTED) HEADER (AS NOTED) 2x_ BLOCKING (TYPICAL) 3) 0.131"x 3,4" TOENAILS AT EACH END TYPICAL) AIL EACH SILL PLY TO KING STUD WITH (3) 0.131"x 3Ya" NAILS - TOENAIL OR ENDNAIL (TYPICAL) BEVEL BLOCKING AS REQUIRED FOR N 1 \ Y2" NAIL PENETRATION INTO MAIN FRAM \ MEMBERS. (TYPICAL) (2) 2x_ SILL SHEATHING MAY CANTILEVER UP TO MAXIMUM PAST SUPPORTS. ALL WINDIIU ATTACHMENTS MUST BE ANCHORED IN MEMBERS. DETAIL - TYPICAL ARCH TOP OPENING 0. N I I III L— NAILS@ 12"O.CETOPITH AND NAIL EACH PLATE TO JACK STUD (U.O.N.) WITH (3) 0.131"x 3Y4" NAILS -TOENAIL ALT: SINGLE PLY HEADER OR ENDNAIL (TYPICAL) DOUBLE SILL REQUIRED WHERE OPENING WIDTH EXCEEDS 61" (U.O.N.) ANCHOR AS REQUIRED (SEE DETAIL "C" ON SHEET SD -3) ANCHOR COUPLED TO THREADED ROD (SEE DETAIL "C" ON SHEET SD -3) INSTALL DSP CLIP OR SDWC 15600 SCREW( MAXIMUM SPACING (1, THRE ROD ASSE 1 THREADED ROD ASSE NOT REQUIRED AT GA DOOR OPENINGS (L 12" MAX. (2) 2x_ SYP #2 DOUBLE PLATE (U.O.N.) NAIL —i PLATES WITH 0.131"x 3" NAILS @ 8"O.C. STAGGERED --- TYPICAL FRAMING I AT CHANGE IN PLATE HEIGHT TMSTA36 STRAP CENTERED ON CHANGE IN PLATE HEIGHT 2x4 BLOCKING BETWEEN STUDS TOENAIL OR ENDNAIL EACH END TO ADJACENT STUD WITH (3) 0.131'x 3Ya' NAILS 2x_ SPF #2 STUDS @ 16-O.C. (U.O.N.) (SEE WALL LAYOUT) u u u TYPICAL STUD TO SILL PLATE CONNECTION BUILT-UP POST (WHEN NOTED ON WALL LAYOUT) NAIL EACH PLY WITH 0.131"x 34" NAILS @ 6"O.C. STAGGERED --ANCHOR AS REQUIRED 2x_ FLUSH HEADER CONDITION DETAIL- DOUBLE PLATE STRAPPING OVER WIDE OPENINGS SD -5) THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED 12" MAX. THREADED ROD ASSEMBLY AT NOTED SPACING STUD TO PLATE NAILING* 2x4 (2) (3) 2x6 (3) (4) e 2x8 (4) (5) E 2x10 (5) (6) 3 * ALL NAILS NOTED ARE 0.131"x 3Ya" I2 HEADER TO KING NAILING 2x6 (3) NAILS PER PLY 2x8 (4) NAILS PER PLY 2x10 (5) NAILS PER PLY 2x12 (6) NAILS PER PLY 2x_ TREATED SYP SILL PLATE 9Y"OR94° LVL (5) NAILS PER PLY 11 V/" OR 114" LVL (6) NAILS PER PLY 14" LVL (7) NAILS PER PLY 16" LVL (8) NAILS PER PLY *ALTERNATE: SDWC 15600 SCREWS TOP AND BOTTOM OF CRIPPLE STUDS @ 32-O.C. IN LIEU OF STRAPPING. II 'I I i li II it II I II If II I it II i II it it li �—ANCHOR AS REQUIRED DROPPED HEADER CONDITION *INSTALL MSTA24 STRAP LOOPED OVER DOUBLE PLATE. NAIL TO CRIPPLE ON EACH SIDE WITH (6) 0.131" x 1 22" NAILS @ 32"O.C. *STRAP CRIPPLE TO HEADER WITH LSTA18 STRAP @ 32"O.C. THREADED ROD ASSEMBLY El NOTE: THREADED ROD ASSEMBLY NOT REQUIRED AT GARAGE t DOOR OPENINGS (U.O.N.) ULSBERG ENGINEERING, fNC. 11481 OLD ST. AUGUSTINE RD., SUITE # 202 JACKSONVILLE, FL. 32258 P: 904.886.2401 F: 904.260.4367 www.HulsbergEngineering.com FLORIDA C.A. NUMBER: 25846 `�' 'GEN F N OF STA CLIENT: BROADWELL BUILDERS PROJECT: SPEED 354 SEMINOLE ROAD JOB NUMBER: I COUNTY: %" = 1'-0" (U.O.N.) DO NOT SCALE THIS DRAWING RELEASE DATE: 11-05-19 DRAWN BY: BTC CHECKED BY: JKH TITLE: FRAMING DETAILS SHEET 3 of 3 SHEET: SD -5 END VERTICAL BRACING REQUIREMENTS NOTE: BRACING BRITTLE FINISH FLE):IBLE FINISH 16"O.C. 24"O.C. 16"O.C. 24"O.C. NONE REQUIRED 0" TO 53" 0" TO 47" 0" TO 67" 0" TO 59" 2x4 L -BRACE 54" TO 114" 48" TO 99" 68" TO 145" 60" TO 126" 2x6 L -BRACE 115" TO 182" 100" TO 158" 146" TO 232' 127" TO 201" DETAIL - TYPICAL VERTICAL BRACING AT GABLE END NOTE: REQUIRING 2x4 SYP BLOCKING BETWEEN BRITTLE FINISHES ARE STUCCO OR ADHERED VENEER NAIL DIAGONAL BRACE FLEXIBLE FINISHES ARE WOOD SIDING, HARDI-PANEL, 2x4 LOOKOUTS @ :3 BRICK VENEER, ETC. RATED ROOF SHEATHING a 0.131"x 2 1/2" NAILS @ 6"O.C. ENGINEERING, INC. CL 2x_ L- (RACE NAILED TO WITH RATED ROOF SHEATHING VERTICAL WEB WITH _ 0.131"x 3" NAILS @ 6"O.C. w VERTICAL WEB IN GABLE Q, I END TRUSS P: 904.886.2401 F: 904.260.4367 2x_ LOOKOUTS AT 48"O.C. Lu wwvj44wiqIJAFjEhViAWjn.com 16" R 24" O.C. 2x4 SPF No.2 DIAGONAL BRACE z SPACING SEE TABLE), DETAIL - TYPICAL VERTICAL BRACING AT GABLE END SD -6 REQUIRING 2x4 SYP BLOCKING BETWEEN H2.5A AT EACH LO LOOKOUTS NAIL DIAGONAL BRACE EXTERIOR SHEATHING SHALL 2x4 LOOKOUTS @ BE NAILED TO BOTTOM CHORD OVERHANG OF TRUSS WITH / ROOF SHEATHING 0.131"x 2 1/2" NAILS @ 6"O.C. ENGINEERING, INC. (U.O.N. ON WALL LAYOUT) EACH END TO ADJACENT ROOF SHEATHING ROOF TRUSS (BY OTHERS) WITH BRACE (IF REQUIRED) I TO REPLACE (1) ROW OF LATERAL BRACING I I INSTALL 2x4 No.2 SYP T -BRACE NAILED TO EACH PLY OF TRUSS WEB AT 6"O.C. WITH I 10.131" x 3" NAILS TO REPLACE (2) ROWS OF LATERALBRACING INSTALL 2x6 No.2 SYP I'I T- BRACE NAILED TO EACH PLY OF TRUSS - I -- --- WEB WITH 0.131" x 3" NAILS @ 6"O.C. - ,---- ---- --- I I I I NOTE: T -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. B SECTION - TYPICAL T -BRACE SD -6 IUT NAIL BRACE TO BLOCKING WITH (5) 0.131"x 3Y4" NAILS LC. FOR 2x6 BLOCKING BETWEEN TRUSSES WITH NOTED) (3) 0.131"x 34' NAILS EACH END / PROOF SHEATHING (AS NOTED) BALLOON FRAMED STUDS (AS NOTED) SINGLE PLATE NAIL TO TRUSS BOTTOM CHORDWITH 0.131" x 3'Y4 NAILS @ 6"O.C. D DETAIL - BALLOON FRAMED GABLE END LOW CEILING VAULT) SD -6 INTERIOR CEILING PITCH IS EQUAL TO OR LESS THAN Y2 OF EXTERIOR ROOF PITCH H2.5AAT EACH LOOkOUT 2x4 LOOKOUTS @ 48"0.C. FOR OVERHANG / ROOF SHEATHING (AS NOTED) 2x4 SYP BLOCKING BETWEEN LOOKOUTS BALLOON FRAMED STUDS y) (AS NOTED) y' DOUBLE PLATE INTERIOR VAULT EXTERIOR SHEATHING SHALL BE NAILED TO UPPER PLY OF DOUBLE PLATEWII�T�H - - _(U101"x2 2"N ILSN ON LLL UT) DETAIL - BALLOON FRAMED GABLE END (HIGH CEILING VAULI� \—D-6) INTERIOR CEILING PITCH EXCEEDS% OF EXTERIOR ROOF PITCH GBC CLIP- (2) REQUIRED AT EACH BRACE TOENAIL BOTTOM CHORD OF TRUSS TO DOUBLE PLATE WITH 0.131"x 3)/4" NAILS @ 8"O.C. —2x4 DRYWALL BACKING INSTALLED CONTINUOUSLY BETWEEN BRACES F SECTION - GABLE END DIAGONAL BRACING sD-6 THREADED ROD NOT SHOWN FOR CLARITY GABLE END TRUSS (DROP GABLE) 2x6 BRACE SPACED @ 48"O.C. UNLESS OTHERWISE NOTED ON ROOF LAYOUT. ADD 2x4 T -BRACE NAILED@ 6"O.C. WITH 0.131"x MY NAILS IF BRACE LENGTH EXCEEDS 9'-0". -LSTA12, LTP4, OR SDWC 15600 - @ 48"O.C. SEE DETAIL "G" ON SD -6 WHERE THREADED RODS ARE SPECIFIED. GYPSUM BOARD CEILING NOTE: ALL MEMBERS SHALL BE #2 SYP. A ROOF SHEATHING (AS NOTED) a CLIENT: TOP CHORD OF GABLE END a BROADWELL BUILDERS TRUSS VERTICAL WEB OF GABLE END11- PROJECT: TRUSS SPEED 354 SEMINOLE ROAD NUT & 3"x 3"x Y4" WASHER JOB NUMBER: COUNTY: 12" LONG SCAB ( MATCH BOTTOM CHORD) WITH Y2" SPACERS BOTTOM CHORD OF GABLE END TRUSS (2) 2x_ DOUBLE PLATE THREADED ROD ASSEMBLY 2x—STUDS -jI—AV-_IL_-AI_-L1L"- G SECTION - PLATFORM FRAMED GABLE END " = 1'-0" (U.O.N.) DO NOT SCALE THIS DRAWING RELEASE DATE: 11-05-19 BY: BTC D BY: TITLE: TRUSS BRACING AND GABLE DETAILS SHEET: SD -6 LAST TRUSS IN ROW REQUIRING BRACINGT �� " NAIL DIAGONAL BRACE TO BLOCKING WITH (3) NAILS L U 2x4 BLOCKING - TOENAIL OR ENDNAIL ENGINEERING, INC. EACH END TO ADJACENT TRUSS WITH RATED ROOF SHEATHING - 11481 OLD ST. AUGUSTINE RD., SUITE # 202 (3) NAILS NAIL DIAGONAL BRACE TO INTERMEDIATE JACKSONVILLE, FL. 32258 WEBS WITH (2) NAILS P: 904.886.2401 F: 904.260.4367 wwvj44wiqIJAFjEhViAWjn.com 2x4 SPF No.2 DIAGONAL BRACE 1. ,,W6R DA .W h 2 * (TYPICAL AT EACH END OF �. • • •.. .� CONTINUOUS LATERAL BRACING) E �� GENSF ' I I NAIL DIAGONAL GO L BRACE TO TRUSS m � w > WEB WITH (3) NAILS 3 = NO. 33152 CONTINUOUS LATERAL BRACE (QUANTITY > AND LOCATION DEFINED BY TRUSS SHOP `> DRAWING.) NAIL CONTINUOUS LATERAL BRACE TO EACH TRUSS WEB WITH (2) NAILS —ROOF TRUSSES (BY OTHERS) _ 'ss/r. NA`,0�� NOTES:c. iti b�'1� (3) TRUSSES I IMUM FOR CONTINU S LATERAL B CE 1) CONTINUOUS LATERAL BRACES SHALL BE 2x4 m JEFFREY K. HULSBERG, PE » FL PE No. 33152 o COMMENTS: No.3 SYP OR 2x4 No.2 SPF OR BETTER (U.O.N.) 2) ALL NAILS SHOWN SHALL BE 0.131"x 3" NAILS A (U.O.N.) DETAIL - TYPICAL LATERAL TRUSS BRACING SD -6 E /(3) 0.131"x 34" TOENAILS Al EACH LOOKOUT TO NUT & 3"x 3"x Y4" WASHER TOP CHORD OF TRUSS. (SEE THREADED ROD ASSEMBLY DETAILS.) 2x4 BLOCKING REQUIRED BETWEEN 12" LONG 2x_ SCAB MATCH BOTTOM CHORD) WITH %" SPACERS - NAIL w/ (3) 0.131 "x 3" NAILS z LOOKOUTS 2x_ BARGE RAFTER BOTTOM CHORD OF GABLE END TRUSS \— THREADED ROD ASSEMBLY FASCIA (BY OTHERS) 2x4 LOOKOUTS @ 48"O.C. SECTION A -A 2x4 LOOKOUTS @ 48-O.C. FOR OVERHANG H3 CLIP OR SDWC 15450 OR EQUAL H3 OR EQUAL AT AT EACH LOOKOUT J EACH LOOKOUT GABLE END TRUSS (DROP GABLE) 2x6 BRACE SPACED @ 48"O.C. UNLESS OTHERWISE NOTED ON ROOF LAYOUT. ADD 2x4 T -BRACE NAILED@ 6"O.C. WITH 0.131"x MY NAILS IF BRACE LENGTH EXCEEDS 9'-0". -LSTA12, LTP4, OR SDWC 15600 - @ 48"O.C. SEE DETAIL "G" ON SD -6 WHERE THREADED RODS ARE SPECIFIED. GYPSUM BOARD CEILING NOTE: ALL MEMBERS SHALL BE #2 SYP. A ROOF SHEATHING (AS NOTED) a CLIENT: TOP CHORD OF GABLE END a BROADWELL BUILDERS TRUSS VERTICAL WEB OF GABLE END11- PROJECT: TRUSS SPEED 354 SEMINOLE ROAD NUT & 3"x 3"x Y4" WASHER JOB NUMBER: COUNTY: 12" LONG SCAB ( MATCH BOTTOM CHORD) WITH Y2" SPACERS BOTTOM CHORD OF GABLE END TRUSS (2) 2x_ DOUBLE PLATE THREADED ROD ASSEMBLY 2x—STUDS -jI—AV-_IL_-AI_-L1L"- G SECTION - PLATFORM FRAMED GABLE END " = 1'-0" (U.O.N.) DO NOT SCALE THIS DRAWING RELEASE DATE: 11-05-19 BY: BTC D BY: TITLE: TRUSS BRACING AND GABLE DETAILS SHEET: SD -6 c INSTALL SSP or SPH_ CLIPS AT 32"O.C. AT UL SB ERG NOTE: DOUBLE PLATE ATTACH DOUBLE PLATE TO STUD PER HENGWEEWNG, INC. DETAIL "G" ON SD -7 ALTERNATE: MSTA24 STRAP LOOPED OVER - 11481 OLD ST. AUGUSTINE RD.; SUITE # 202 DOUBLE PLATE NAILED WITH 6 10d x 1 Y2" NAILS c JACKSONVILLE, FL. 32258 UPPER LEVEL STUD EXTERIOR BEAM (AS NOTED) INTO EACH SIDE OF STUD O w P: 904.886.2401 F: 904.260.4367 www.HulsbergEngineering.com CS16 STRAP (CUT TO LENGTH) FROM UPPER DOUBLE PLATE UPPER LEVEL STUD - FLORIDA C.A. NUMBER: 25846 _ STUD TO BEAM BELOW @ 32"O.C. (U.O.N.). CS16 STRAP (CUT TO LENGTH) FROM UPPER / NAIL INTO UPPER STUD WITH (11)10d AND NAIL NOTCH BEAM AS REQUIRED TO STUD TO HEADER BELOW @ 32"O.C. (U.O.N.). ��``'�", / 1 INTO BEAM WITH (11) 10d NAILS. FIT BENEATH DOUBLE PLATE - - NAIL INTO UPPER STUD WITH (11) 10d AND NAIL '�� y `� H LSBFR BEGIN NAILING 1" MINIMUM ABOVE SOLE PLATE INTO HEADER WITH (11)10d NAILS. L �� • ' ENS BEAM BEARS ON (2) 2x_ JACKS / 1 „ � �� ,• ��G �c ••6'..,o BEGIN NAILING 1" MINIMUM BELOW TOP OF (TYPICAL -U.O.N.) / BEGIN NAILING 1" MINIMUM ABOVE SOLE PLATE d BEAMCONDITION: -NAILING NOT. REQUIRED BETWEEN UPPER SILL = 5 PLATE AND LOWER DOUBLE PLATE. _ BEAM (AS NOTED) (NOTCHED BEAM) - : FLOOR SYSTEM (AS NOTED) ST E OF A DETAIL - UPPER LEVEL STUD OVER BEAM = - BEGIN NAILING 1" MINIMUM BELOW DOUBLE 5D-7 THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED ` PLATEE, L NAIL SHEATHING TO DOUBLE PLATE WITH DOUBLE PLATE - lin 3a15� a COMMENTS:: MONOLITHIC FOUNDATION - EXTERIOR (2) ROWS OF 0.131"x MY NAILS @ 6"O.C. LOWER LEVEL HEADER (AS NOTED) NAIL SHEATHING ALONG BOTTOM OF HEADER @ T O.C. Y8" x 6" TITEN HD SCREW ANCHOR or Y8" x 6" SCREW ANCHOR BY HURRI-BOLT, INC. INSTALL DSP CLIPS @ 24" O.C. OR or Y8" THREADED ROD SET 4Yz" INTO ADHESIVE SPH_ @ 3BE EXTERIOR BEAM AM (AS NOTED) G DETAIL - CONNECTION OF UPPER LEVEL STUD TO HEADER BELOW 3 o STEMWALL FOUNDATION - EXTERIOR DOUBLE PLATE SD -7 THIS DETAIL ONLY APPLIES WHEN SPECIFICALLY REFERENCED Y" THREADED ROD SET 7" INTO ADHESIVE BEAM INSTALLED BENEATH DOUBLE PLATE E INTERIOR APPLICATIONS- BEAM BEARS ON (2) 2x_ JACKS IF EDGE DISTANCE EXCEEDS 5" (TYPICAL - U.O.N.) USE MONOLITHIC CONDITION CONDITION: 2 (DROPPED BEAM) B DETAIL - TYPICAL DTT2-Z INSTALLATION GE) DETAIL - EXTERIOR BEAM TO WALL CONNECTION SD -7 (USP DTB-TZ SIMILAR) MONOLITHIC FOUNDATION - EXTERIOR Y2" x 12" TITEN HD SCREW ANCHOR -- - ALTERNATE ANCHOR: or 5/8" THREADED ROD SET 7" INTO ADHESIVE /z" x 6" TITEN HD STEMWALL FOUNDATION - EXTERIOR EXTERIOR BEAM (MECHANICALLY GALVANIZED) / Y8" THREADED ROD SET 12" INTO ADHESIVE j (AS NOTED) WITH 2" x%" WASHER H6 CLIP FROM INTERIOR APPLICATIONS- POST TO BEAM IF EDGE DISTANCE EXCEEDS 5" USE LAP BEAM PLIES AND Y" x 12" TITEN HD SCREW ANCHOR \ NAIL AS SHOWN - (5) or%" x 8" TITEN HD SCREW ANCHOR 0.131"x 3X4" NAILS PER PLY or %" THREADED ROD SET 6" INTO ADHESIVE \ PT POST (AS NOTED) DETAIL - TYPICAL HTT5 INSTALLATION H6 CLIP FROM POST SD -7 (USP PHD5 SIMILAR) TO BEAM !I PT POST (AS NOTED) EXTERIOR BEAM ! 'I f ABU POST BASE MONOLITHIC FOUNDATION - EXTERIOR (AS NOTED) ry l III' (AS NOTED) Y8- THREADED ROD SET 12" INTO ADHESIVE PLAN VIEW AT TOP OF POST - Y8" - WITH NUT SET IN -Y8" THREADED ROD -. STEMWALL FOUNDATION -EXTERIOR .0 1 ADHESIVE THREADED ROD SET 12" INTO ADHESIVE 1- - - (7" EMBEDMENT) _7171 INTERIOR APPLICATIONS \ ;1 a / IF EDGE DISTANCE EXCEEDS 5" USE \ ° a 11 i a THREADED ROD SET 8" INTO ADHESIVE SIDE VIEW AT BASE OF POST DETAIL - TYPICAL HDU8 INSTALLATION 1 DETAIL - TYPICAL CONNECTIONS AT EXTERIOR POST SD -7 (USP PHD6 SIMILAR) SD -7 CLIENT: BROADWELL BUILDERS PROJECT: s SPEED 354 SEMINOLE ROAD JOB NUMBER: CDUVAL OUNTY: 3 SCALE: DO NOT SCALE THIS DRAWING z RELEASE DATE: 11-05-19 REVISIONS: DRAWN BY: BTC CHECKED BY: JKH TITLE: METAL CONNECTOR - DETAILS SHEET: Metal Connector Fastening Schedule Simpson ID IFIL # MITEK/USP IDI FL # Fasteners Anchorage (U.O.N. A35 10446.1 MPA1 17244.23 (12) 0.131"x 1'/z' We ABU44 - Z 10860.4 PAU44 - TZ 17239.13. (12) 0.162" x 215" or (12) 0.162'x 31W 518" w/ 7" embed ABU66 - Z 10860.4 PAU66 - TZ 17239.13 (12) 6167x 21h" or (12) 0.162"x 3%" 5/8" w/ 7" embed GS16 10852.2 RS 150 17244.27 (11) 0.148" x 3" in each end - (22) total Na DSP 10456.1 RSPT6-2 17244.29 (8)0.148"x 1winto studs (6) 0.148"x into double plate Na"h" DTT2Z 10441.1 OTB -TZ 17219.1 (8)1/." x 1A* SDS 1/z" w/ 41A" embed (mono) & 7" embed (stem) GBC 10861.3 HC520 N/A (5) 0.131" x 11/2" into gable brace (7) 0.131"x 21%" into double plate n1a H2.5A 10456.3 Na: use RT7 17236.11 (5) 0.131" x 21/" in each end - (10) total Ma H2.5T 10446.8 nda: use R17 17236.11 (5) 0.131"x 1'/2" in each end - (10) total n/a - H3 10456.3 RT3A 17236.11 (4) 0.131"x 2%" in each end - (8) total n/a H6 10456.3 LFTA6 17244.17 (8) 0.131"x 21/." in each end - (16) total n/a H8 10446.8 RT8A 17236.11 (5) 0.148"x 1'/z" in each end - (10) total rda HD48 10441.3 n/a: use UPHDB 17219.6 (20)1/." x 3" SDS 718"w/ 12" embed HDU5 10441.4 PHDS 17219.4 (14) Y." x 211A" SDS 5/8" col T embed (mono) & 12" embed (stem) HDU8 10441.4 PHD6 17219.4 (20)1/." x 3" SDS 7/8'w/ 12" embed HETA12 14473.3 HTA12 17680.4 (7) 0.148"x 11/2" V embed HTS20/24/30 10456.6 H'IW20/24/30 17244.8 (10) 0.148'x 3" in each end - (20) total Na HTSM16/20 11473.12 HTVVM16120 6223.2 (8) 0.148" x 3 into wood (4)1/." x 21/4" Titen into CMU (4) M." x 13:" Titen Into concrete n/a HTT4 11496.6 HTT4 17324.2 (18) 0.162"x 2%' 5!8" w/ 7" embed (mono) & 12" embed (stem) HTT5 11496.6 HTT5 17324.2 (26) 0.162" x 21W 5/8'w/ 7" embed (mono) & 12" embed (stem) LTP4 10446.13 MP4F 17244.24 (12) 0.131" x 1%" n/a LSTA18 10852.6 LSTA18 17244.18 (7) 0.148" x 3" in each end - (14) total n/a LT512 10456.7 LTW12 17244.8 (6) 0.148" x 3" in each end - (12) total n/a MSTA24 10852.9 MSTA24 17244.18 (9) 0.148" x 3" in each end - (18) total n/a MSTAM24 11473.11 MSTAM24 17325.1 (9) 0.148'x 3" into wood (5)1/4° x 2'/." Titen into CMU (5)1/." x 13:" Titen into concrete n/a MSTA30 10852.9 MSTA30 17244.18 (11) 0.148" x 3" in each end - (22) total n/a MSTA36 10852.9 MSTA36 17244.18 (13) 0.148" x 3" in each end - (26) total n/a MSTAM36 11473.11 MSTA.M36 17325.1 (13) 0.148° x 3" into wood (8)1/." x 21/." Titen into CMU (8) Y4" x 13:" Titen into concrete n!a MTS 12/20 10456.8 MTW 12/20 17244.8 (7) 0.148" x 3" in each end - (14) total n/a MTSM16120 11473.12 HTWM16/20 6223.2 (7) 0-148" x 3" into wood (4)1/4" x 2Y4° Titen into CMU (4)1/." x IN." Titen into concrete Na PA51 13326.4 TA51 - NIA (14) 0.162' x 21A" or (14) 0.162" x 31/P 4" embed SPH4/6 10456.12 SPTH4/6 17244.32 (12)0.148-x 1Yz" n/a SSP 10446.1 RSPT6 17244.29 (4) 0.148"x 11/V into studs (3) 0.148" x 114" into double plate nla STHD14 13326.7 STA D14 17230.3 {) 0.148" x 31/." 14" -embed Notes: 1). All connectors manufactured by Simpson Strong -Tie or MTEK/USP (U.O.N.) 2.) Mono = monolithic concrete; stem = masonry stemwal I or bond beam 3 J Anchorage refers to threaded anchors with noted diameters and embedment depths - CLIENT: BROADWELL BUILDERS PROJECT: s SPEED 354 SEMINOLE ROAD JOB NUMBER: CDUVAL OUNTY: 3 SCALE: DO NOT SCALE THIS DRAWING z RELEASE DATE: 11-05-19 REVISIONS: DRAWN BY: BTC CHECKED BY: JKH TITLE: METAL CONNECTOR - DETAILS SHEET: E- LSIDI�CF- E�oRZDA _32233 2.017 FL-oR]CDq RvTEL-DI r1GCoM_ Vr-AoD=TJ:QN SZ11_F�.�o_RTOA BuILDZNGCoDE- AF-5=OENTIAL CTMADD._ _ c Q17_ Fs-oRr A BUILD3�NGCODE - PLUMST-NG G TA A-00. Z<-) 1_Fi-oRuOA_ BoIL,4I>JG GooE - M ECHA NIC.AL (Y8 ADD. Lof ! _.NATIONAL EL-ECTRICAL CODE Akc. .3)8- I jtjAsoNRY,— ASTM 4 ACT op- AITC 5PG. NDSWC-2015 GENE L. Noy I O- .ALL DESIUH, MATE) xIALS _C.00s-rRUCTIO HA�� BE TN B AccoRDANC.E:_W=TN AL - _App X AOL E Co DE � `fNE. AtiTttdR=F—S _._ HAur4,)G ajt scac-TzoN (2) '1 Go mviAcroA S H eau.- Q E RES Pa4j5A6LE Fop, VERiF YxN SITE. CaN0.LTT-oNS, 01MerjSSoNS 1�Nl�Cpn�STR�CTIoN�ECH{�rQt}ES,_._. (D AL -L SvaCOOT(3ACTORS SKALL 6E RE,soasABLE FOR De5IGn15 An10 CoOT-Em-rs E C T A- I _ _ i -oo PLAN _ REAR A - tj &---75- c SEcrmow _ FOUNDATMOIJL MIECHAOTIC 4 5Ea--c):muc-ruaflL =S UC R L 'D ETA-ZL S m s It ROOF PLN 18 X 24 PRINTED ON NO. IOOOH =PRINT * r, - -1 t- - - -- - - - - - - - - - - - roUNC)ATsdN VLAN 18 x 24 PRDITED ON NO. 11000H CIEMPRINT. A -4 • ►. ws� TH F,20 �i nrrQN�Gc�.- -T.mrMRWfTf.ltS SMoKi 3) A►�.w.. ilk oostu AREA,s_..Sr�Au. . 00 VA ,5PEF-D RF— 51 D E NCE SCALE: 1 ,¢ t I UON APPROVED BY: PaTasCKs i�a*MaEt%-. DRAWN BY DATE: [4 '../ 3LL333 P'H4904•Sls•56137 REVISED /AEc-4APTCAAL 4 ELELTRUAL PLA MS _I 5+ S E WOLE AD DRAWING NUMBER ATL A0TIC, c �z � 19-119 FORM BOARD/STEM WALL ELEVATION CERTIFICATE DATE PERMIT NUMBER 02/12/2020 RES19-0331 PROPERTY INFORMATION ADDRESS 354 SEMINOLE ROAD, ATLANTIC BEACH, FL 32233 LEGAL DESCRIPTION LOT 264, SALTAIR SECTION 2; PB 10, PG 15 - RE#170428-0020 ELEVATIONS REQUIRED FINISHED FLOOR ELEVATION ON CITY APPROVED SITE PLAN & DATUM 10.5 NAVD 1988 ACTUAL ELEVATION OF FORM BOARD, STEMWALL OR GRADE STAKE & DATUM 10.46 NAVD 1988 SURVEY COMPANY CONTACT & SIGNATURE BOATWRIGHT LAND SURVEYORS, INC - LB 3672 1500 ROBERTS DRIVE, JACKSONVILLE BE , FL 32250 PHONE: 904-241-8550 SIGNATURE OF SURVEYOR: DONN W BOATWRIGHT, PSM - LS 3295 EAVER% Q 00 BLAST P.O. Box 50367 • Jacksonville Beach, FL 32240 (904) 242-BUGS �ITE TREATM1.5F1' IC /Nip CRTIF ATIO N Street Address: City: County: General Contractor/Builder: Area Treated: Date: Time: Name of Applicator: Active Ingredient: Z1 Iryc//: - Product Used:Active Ingredient%Concentration: Number of gallons used: Method of termite treatment: The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services. This form is proof of complete treatment for Certificate of Occupancy or Closing. THIS IS PROOF OF WARRANTY Warranty and Treatment Certifications Have Been Issued. Authorized Signature: Date: