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1894 ATLANTIC BEACH DR - RES18-0037 NEW SFR PERMIT .51VJ-jjJ CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD f _______) ATLANTIC BEACH, FL 32233 ' c.): : - INSPECTION PHONE LINE 247-5814 RESIDENTIAL - NEW SINGLE FAMILY RESIDENCE MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 PERMIT INFORMATION: PERMIT NO: RES18-0037 Description: New Single Family Home - LINK TO GEORECORD Estimated Value: 392844.55 Issue Date: 2/14/2018 Expiration Date: 8/13/2018 PROPERTY ADDRESS: Address: 1894 Atlantic Beach Dr RE Number: PROPERTY OWNER: Name: TOLL FL VI LIMITED PARTNERSHIP Address: 250 GIBRALTAR RD HORSHAM, PA 19044 GENERAL CONTRACTOR INFORMATION: Name: Address: Phone: Name: TOLL BROS.,INC Address: 250 GIBRALTAR RD STEVEN R MERTEN HORSHAM, PA 19044 Phone: PERMIT INFORMATION: Please see attached conditions of approval. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU 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. 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. * A notice of Commencement is only required for work exceeding an estimated value of $2,500. For HVAC work, a Notice of Commencement is only required when HVAC work exceeds and estimated value of$7,500. , s1 Permit Conditions City of Atlantic Beach Permit Number: RES18-0037 Description: New Single Family Home-LINK TO GEORECORD Applied: 1/24/2018 Approved: 2/12/2018 Site Address: 1894 Atlantic Beach Dr Issued:2/14/2018 Finaled: City,State Zip Code:, Status: ISSUED Applicant: <NONE> Parent Permit: Owner:TOLL FL VI LIMITED PARTNERSHIP Parent Project: Contractor: <NONE> Details: LIST OF CONDITIONS SEQ NO ADDED DATE REQUIRED DATE SATISFY DATE TYPE STATUS DEPARTMENT CONTACT REMARKS 1 1/26/2018 DRIVEWAY APRON INFORMATIONAL PUBLIC WORKS Scott Williams Notes: All concrete driveway aprons must be 5"thick,4000 psi,with fibermesh from edge of pavement to the property line. Reinforcing rods or mesh are not allowed in the right-of-way. (Commercial driveways-6"thick). 2 1/26/2018 EROSION CONTROL INSTALLATION INFORMATIONAL PUBLIC WORKS Scott Williams Notes: Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line(247- 5814)to request an Erosion and Sediment Control Inspection prior to start of construction. 3 1/26/2018 ON SITE RUNOFF INFORMATIONAL PUBLIC WORKS Scott Williams Notes: All runoff must remain on-site during construction. 4 1/26/2018 ROLL OFF CONTAINER INFORMATIONAL PUBLIC WORKS Scott-Williams Notes: Roll off container company must be on City approved list(Advanced Disposal,Realco Recycling,Shapell's,Inc.,Republic Services,Donovan Dumpsters). Container cannot be placed on City right-of-way. 5 1/26/2018 RIGHT OF WAY RESTORATION INFORMATIONAL PUBLIC WORKS Scott Williams Notes: Full right-of-way restoration,including sod,is required. Printed: Wednesday, 14 February, 2018 1 of 2 •. rxr Permit Conditions ' City of Atlantic Beach 6 1/26/2018 RUNOFF INFORMATIONAL PUBLIC WORKS Scott Williams Notes: All runoff must remain on-site. Cannot raise lot elevation. 7 1/31/2018 UNDERGROUND WATER SEWER INFORMATIONAL UTILITIES PUBLIC WORKS Kayle Moore 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 247-5834. 8 1/31/2018 METER BOX SEWER CLEAN OUT INFORMATIONAL PUBLIC WORKS Kayle Moore Notes: Ensure all meter boxes,sewer cleanouts and valve covers are set to grade and visible. 9 1/31/2018 RT1 SEWER CLEANOUT INFORMATIONAL PUBLIC WORKS Kayle Moore 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. Printed: Wednesday, 14 February, 2018 2 of 2 r 0)...wp;. City of Atlantic Beach APPLICATION NUMBER �• . f Building Department (To be assigned by the Building Department.) '.• E Si c -- 0031 r � y - �' •� 800 Seminole Road �� Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 I �( " 01119'f- E-mail: building-dept@coab.us Date routed: I k) I`U City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM PropertyAddress: I v' ``1 AMa_e-t k(_ 1i Q(tCk'i : ( Department review required Ye/No --t i uildin (/ Applicant: l ` V3iD5- —Ark . Planning &Zonin Tree Administrator tvt , - s Project: � �t✓J �k � �`- �CQ-�L�\- u rks Public Utilities _) Public Safety Fire Services Review fee $ Dept Signature Review or Receipt Other Agency Review or Permit Required of Permit Verified By Date 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: ILDIN PLANNING &ZONING Reviewed by: Date:c2 'L/'aevie TREE ADMIN. Second Review: i—approved as revised. ❑Denied. Not applicable PUBLIC WORKS Comments: /1/OC S e4 1v VT S4 ee°" 7 PUBLIC UTILITIES r/ PUBLIC SAFETY Reviewed by: m Date: c2-•/ 2 'off°rd FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 , res CITY OF ATLANTIC BEACH A 800 Seminole Road FEB - 6 2018 Atlantic Beach, Florida 32233 REVISION REQUEST / CORRECTIONS TO PLAN REVIEW COMMENTS Date 2/6/2018Revision to Issued Permit Corrections to Comments X Permit#RES18-0037 Project Address 1894 Atlantic Beach Drive Contractor/Contact Name Audrey Regnier Phone 904.595.5243 Email aregnier@tollbrothers.com Description of Proposed Revision/Corrections: Permit Fee Due $ Submitting metal roof installation instructions and revised Manual S per comments from Mike Jones. Additional Increase in Building Value $ Additional S.F. By signing below, 1 Audrey Regnier affirm the Revision is inclusive of the proposed changes. (printed name) 2/6/2018 Signature of Con actor/Agent(Cont .ctor must sign if increase in valuation) Date (Office Use Only) Approved (\( Denied Not Applicable to Department Revision/Plan Review Comments De•artment Review Required: Building /21 v P anning & Zoning Reviewed By Tree Administrator Public Works Public Utilities /Z '20/ Public Safety Date Fire Services (ffp* � ` ' CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD � ATLANTIC BEACH, FL 32233 (904) 247-5800 usW)'" BUILDING REVIEW COMMENTS Date: 2/4/2018 Permit#: RES18-0037 Site Address: 1894 Atlantic Beach Dr Review Status: RE#: Applicant: TOLL BROS.,INC Property Owner:TOLL FL VI LIMITED PARTNERSHIP Email: ARegnier@TOLLBROTHERSINC.COM Email: Phone: 9043866472 Phone: 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. The Manual S Compliance report is not acceptable. On page 1 of the Project Summary, Entire House, under the Sensible Cooling Equipment Load Sizing, across from the Use Manufacturer's Data,the letter n is type in. This tells me that the design load information was not put into the manual S software to determine the equipment size. On the Manual S Compliance Report,page 1, the Manufacturer's Performance Data at Actual Design Conditions, give a false reading for the Sensible, Latent and Total capacities. All 100% of load. Re submit the Manual S with corrected information. 2 copies. 2. Submit 2 copies of the manufacturer's installation instruction for the metal roof system. FL#5211.3 R-6 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: rSi. LyyJe., City of Atlantic Beach APPLICATION NUMBER /jBuilding Department (To be assigned by the Building Department.) 16 lry .- ,,: ,, 800 Seminole Road p E < I _ oo 31 w, -` - �r Atlantic Beach, Florida 32233-5445 F— J \ _� Phone(904)247-5826 • Fax(904)247-5845 0;t» E-mail: building-dept@coab.us Date routed: 1134 I I iK City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 1 gq L1 A tGl jl �( IJe��1 Department review required Yes No i uildin �—t Applicant: ` `` fS{DS. ( . Planning &Zonings., JTree Administrator Project: IA e t.,..) s t i1 14__ tr(-t-( A i Vy tilov 2 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: APPLICATIONA/ STATUS Reviewing Department First Review: Approved. ❑Denied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONINGI —,ZS---(? Reviewed by: i,I**- --- Date: TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 oL:LN, City of Atlantic Beach APPLICATION NUMBER , Building Department (To be assigned by the Building Department.) 800 Seminole Road p E SI OO PhonAtlantec(904)247-5826 orida•Beach, FFax(904)24fir1452233-5445 AN 25 2018 1- E-mail: building-dept@coab.us Bye Date routed: I lc)y (�E City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: I D v' `( A--V(tt.(l &- IJ a*i : Department review required Yes No i uildin Applicant: -TO `` fS1DS- Planning &Zonings Tree Administrator Project: S.k R 1_(_— (1L \AtlftU„ ut�tir\Nn�ks Public Utilities _ Public Safety Fire Services Review fee $ Dept Signature Review or Receipt Other Agency Review or Permit Required of Permit Verified By Date 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: 71Approved. ❑Denied. ['Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed b //�% , ,__ Date:/'214-1, TREE ADMIN. Second Review: ❑Approved as revised. ['Denied. ['Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ['Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 ot.Apprj�, City of Atlantic Beach APPLICATION NUMBER Js 3 Building Department r �,, . (To be assigned by the Building Department.) �' 800 Seminole Road ''' I ,j ! �I "' 00 3 �:.,,, �� Atlantic Beach, Florida 32233-5445 k 1—G Phone(904)247-5826 • Fax(904)247-5845 j,'=,i.' i' 701 �J,3 �? E-mail: building-dept@coab.us Date routed: I '3 y l l 0 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: I o u AA lin 41(. Q (4,v) . De artment review required Yes No uildin Applicant: --CO (..k f3(DS. ,Ink . Planning &Zoning _) J Tree Administrator Project: n -e L3 S c R .—L (-- (h t vwvv .Q ur;dic- k Public Utilities Public Safety Fire Services Review fee $ Dept Signaturer,4 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: APP CATION STATUS Reviewing Department First Review: Approved. ❑Denied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed b : 47174--V, Date: // ( Y TREE ADMIN. Second Review: ❑Approved as revised. [1]Denied. ['Not applicable U, WORKS Comments: 'UREIC UTI IES /— z , —/ S/ PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 E 4 , . City of Atlantic Beach PUBLIC UTILITIES DEPARTMENT 1200 Sandpiper Lane C` J Atlantic Beach, FL 32233 i (904) 247-5834 NEW WATER / SEWER TAP REQUEST Date /- 2?, -/ Y Project Address / 8 9 V 47-11,41-071 C EC 1-9 J Number of Units 1 Commercial Residential L Multi-Family New Water Tap(s) & Meter(s) Meter Size(s) `f" New Irrigation Meter V Upgrade Existing Meter from to (size) 3 New Reclaim Water Meter r- Size �0 New Connection to City Sewer Applicant Name Applicant Address City State Zip Phone Cell Email Applicant Signature CITY STAFF USE ONLY Application# 2E5 I S - 00 37 Water System Development Charge $ I t / 9 (3 i 00 Ag C Sewer System Development Charge $ LI, 0 SO , C)(.) Water Meter Only $ 1 8 % (JO Reclaim Meter Only $ 18 S , O(. Water Meter Tap $ Sewer Tap $ Cross Connection $ .c0 _ 0 0 Other $ TOTAL $ 5, Ce 10 , Do (Notes) APPROVED Kayle Moore, P.E. )cC,vt Date //2.--? Jr Public Utilities Director or Authorized Signature ALL TAP REQUESTS MUST BE APPROVED BY THE PUBLIC UTILITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED 0 REVOCABLE ENCROACHMENT PERMIT THIS REVOCABLE ENCROACHMENT PERMIT,issued on this day of ,20 by the City of Atlantic Beach,Florida,a municipal corporation organized and existing under the laws of the State of Florida,hereinafter referred to as"CITY"and TOLL FL VI.LP of Atlantic Beach,Florida,hereinafter referred to as"USER". WITNESSETH: That the CITY does hereby grant the USER permission on a revocable basis as described herein the right to enter upon the property for the purpose as described in the City of Atlantic Beach Right-of-Way Permit# . This work is generally described as Pavers in the Right-of-Way for the driveway. • Any facility maintained, repaired, erected, and/or installed in the exercise of the privilege granted remains subject to relocation or removal on thirty(30) days' notice by CITY to USER, said notice to USER shall be given by certified mail, return receipt requested,to the following address 1894 Atlantic Beach Dr, Parcel#67-132 08-2S-29E . • In the event it is necessary for the CITY or the City's approved representative or other franchised utility to enter upon the above described property of the CITY, the USER shall replace at the USER's sole expense, any and all material necessarily displaced during the action of maintaining, repairing, operating,replacing or adding to of the utilities and facilities of the CITY or franchise utility provider. • The facilities allowed by the permit shall meet the current requirements of the City Code, Building Codes,Land Development Code and all other land use and code requirements of the CITY,including City Code Section 19-7(h) which states"Driveways that cross sidewalks: City sidewalks may not be replaced with other materials,but must be replaced with smooth concrete left natural in color so that it matches the existing and adjoining sidewalks." • The USER,prior to making any changes from the approved plans and/or method,must obtain written approval from the City of Atlantic Beach Public Works Department,for said change within 30 days after the day of completion. • This permit shall inure to the benefit of,and be binding upon,the USER and their respective successors and assigns. • USER shall meet the terms and conditions of this permit and to all of the applicable State and CITY laws and/or specifications,to include utilities locate requirements and use limitations/requirements of public right-of-ways and other public land. USER further agrees that the CITY and its officers and employees shall be saved harmless by the USER from . y of the work herein under the terms of this permit and that all of said liabilities are hereby assumed by th—. ER. / g/Ar / Date i Property Own= : ' : en R.Merten,Division President,TOLL FL VI,LP (signed in pr ence of Notary Public) STATE OF FLORIDA,COUNTY OF SAINT JOHNS The foregoing instrument was acknowledged this II day of .iaflt4Orj ,20 IS? , by s+,/t/i,14Cvf t&__ ,.who personally appeared before me and (printed name of Signer) acknowledged that he/she signed the instrument voluntarily for the purpose expressed in it. Sign; . e o,Notary Public,State of Florida Approved/Public Works Department: Personally Known / ._ Produced Identification(Type) J - . / ,� , �'r N14, Notary Public State of Florida Scott W llllams, `if i PublicWorks Director' Melissa Sue Lieberman 1 M FQ My Commission GG 128068 �so�F,d� Expires b9/16/2021 >; RIGHT-OF-WAY/ EASEMENT PERMIT :, Permit#Issued by the City of Atlantic Beach PERMITTEE RESPONSIBLE FOR NOTIFYING 811 AND OBTAINING UTILITY LOCATES Job Address 1894 Atlantic Beach Drive Phone 904-595-5243 Permittee Steven Merten Email aregnier@tolibrothers.com Requesting Permission to Construct Pavers in the Right of Way for the driveway Location(Reference to Cross-Street) Coastal Oak Lane&Atlantic Beach Dr -06884 ATLANTIC BEACH COUNTRY CLUB UNIT 02 • Permittee declares that prior to filing this application they have ascertained the location of all existing utilities, both aerial and underground and the accurate locations are shown on the sketches. • Whenever necessary for the construction,repair,improvement,maintenance,safe and efficient operation, alteration or relocation of all,or any portion of said street or easement as determined by the Director of Public Works,any or all said poles,wires,pipes,cables or other facilities and appurtenances authorized hereunder,shall be immediately removed from said street or easement or reset or relocated hereon as required by the Director of Public Works and at the expense of the Permittee unless reimbursement is authorized. • All work shall meet City of Atlantic Beach or Florida Department of Transportation Standards and be performed under the supervision of Stacia Moore (Project Superintendent) located at 237 9th Avenue North,Suite 4,Jacksonville Beach,FL 32250 • All materials and equipment shall be subject to inspection by the Director of Public Works. • All city property shall be restored to its original condition as far as practical, in keeping with City specifications and the manner satisfactory to the City. • A sketch of plans covering details of this installation,as well as a copy of a recent survey shall be made a part of this permit. Calculations showing any increase in impervious area on owner's lot or in the City right-of-way are to be included with this application. • The permittee shall commence actual construction in good faith within days. If the beginning date is more than 60 days from date of permit approval then permittee must review the permit with the Director of Public Works to make sure no changes have occurred in the area that would affect the permitted construction. • It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City's right,title and interest in the land to be entered upon and used by the holder,and the holder will,at all times, assume all risk of and indemnify,defend and save harmless the City of Atlantic Beach from and against any and all loss, damage and cost of expenses arising in any manner of the exercise or attempted exercises by the holder of the aforesaid rights and pri ' ges. • The Director of Public W.i shall be notified twenty-four(24)hours prior to starting work and again immediately upon corn Son. i Date 'tilt Permittee: Steven R.Merte ,I i rn President,TOLLFL VI,LP(signed in presence of Notary Public) STATE OF FLORIDA,COUNTY OF SAINT JOHNS The foregoing instrument was acknowledged this it day of jarut, ,20 g MOS by J 1 eW 1Ur ,who personally appeared before me and (printed name of Permittee) ackno ,;2-d that he/she signed the instrument voluntarily for the purpose expressed in it. ‘4 Personally Known Signat otary Produced Identification(Type) �O5 U4 Notary Public State of Florida Melissa Sue Lie4 berman �p� My Commission GG 126068 �iocco� Expires 09/18/2021 yt;�,''�- Building Permit Application 414. rr, City of Atlantic Beach �.r •r 800 Seminole Road,Atlantic Beach, FL 32233 `or Pr Phone: (904) 247-5826 Fax: (904) 247-5845 Job Address: 1894 Atlantic Beach Drive Permit Number: Kes7 ��d 063 Legal Description Lot 58 Atlantic Beach Country Club Unit 2, Parcel# 67-52 16-25-29E RE# 169505-1585 Valuation of Work(Replacement Cost)$ 353096 Heated/Cooled SF 3047 Non-Heated/Cooled 992 • Class of Work(Circle one): New Addition Alteration Repair Move Demo Pool Window/Door • Use of existing/proposed structure(s)(Circle one): Commercial Residential • If an existing structure,is a fire sprinkler system installed?(Circle one): Yes No N/A • Submit a Tree Removal Permit Application if any trees are to be removed or Affidavit of No Tree Removal Describe in detail the type of work to be performed: New home construction. Florida Product Approval# See attached. for multiple products use product approval form Property Owner Information Name: TOLL FL VI LIMITED PARTNERSHIP Address: 160 Cape May Avenue City Ponte Vedra State FL Zip 32081 Phone 904-217-0739 E-Mail aregnierc tollbrothers.com Owner or Agent(If Agent, Power of Attorney or Agency Letter Required) TOLL FL VI, LP Contractor Information Name of Company: Toll Bros., Inc. Qualifying Agent: Steven R. Merten Address 160 Cape May Avenue City Fonte-Vedra State FL Zip 32081 Office Phone 904-595-5243 Job Site/Contact Number 904-595-5243 State Certification/Registration# CGC1510225 E-Mail aregnier@tollbrothers.com Architect Name&Phone# Toll Architecture (407) 248-5800 Engineer's Name&Phone# Lou Pontigo & Associates (904) 242-0908 Workers Compensation Policy#MWC30267702 / Expires: 9/1/2018 Exempt/Insurer/Lease Employees/Expiration Date Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all the laws regulationg construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING,SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,and AIR CONDITIONERS,etc. 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 FINANCIN�r. CONSULT WITH YOUR LENDER OR AN ATTO:NEY BEFORE RECORDING YOU f�TICE OF COMMENCEMENT. • (Signat e of ner or Agent including Contractor) (Signature of Contractor) Signed and sworn to(or affirmed)before me this I$ day of Signed and s .rn to(or affirmed)before me this I$ day of JUnuani , 2UI6' ,by s rner�,w �Gt►\UG1n t ,201`6 ,by 3 ie.AJ . IV\et't •/ (.ign. ure of Notary) ture of Notary) ��Y Notary Public State of Florida qyr NotaryPublic State of Florida / e Melissa Sue Lieberman /lersonally :° elissaSueLiebermanommissionGG 126068 a M Commission GG 126068 [y Personally Known OR Known OR xp09/16/2021 x res09118/2021 + [ ]Produced Identificatio °'^ [ ]Produced Identificati. °fF Type of Identification: Type of Identification: DO NOT Ap Replica. e Co.es:2OIOF.LO' DA BUILDIG�CODE�+ �G®w� OFFICE �JSE ONLY view Result circle one : • Approved Disapproved , . Approvedw/ Conditions Review Initials/Date: _ry 8' DeyeZouxnent Size 3abitable Space..4/7 s.F: Non-Habitable npervious area hiscella.ueous Information :;cupancy Group a- 3 pe of Construction U 6 mber of Stories a 'ling District // 5 V - . Occupancy Load Sprinklers Required d Zone X Ilitions/ `oruments: F g r ( ! I . sv) ru < , g O )-a -ike 5 ladi 6 ir PiorToa OFFICE COP FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION - Florida Department of Business and Professional Regulation -.Residential Performance Method Project Name: Franklin 3047 Right S Builder Name: Toll Brothers Inc. Street: Lot 58 Atlantic Beach CC Permit Office: Duval ' City,State,Zip: Atlantic beach,FL, Permit Number: Owner: Toll Brothers Inc. Jurisdiction: 261300 • Design Location: FL,Jacksonville County:: Duval(Florida Climate Zone 2) • 1. New construction or existing New(From Plans) 9. Wall Types(3488.0 sqft.) Insulation Area , a.Frame-Wood, Exterior R=19.0 3278.00 ft2 • 2. Single family or multiple family Single-family . b.Frame-Wood,Adjacent R=13.0 210.00 ft2 i 3. Number of units,if multiple family 1 • c.N/A R= .ft2 4. Number of Bedrooms .4 d.N/A R= ft2 • 10.Ceiling Types (1587.0 sqft.) Insulation Area 5. Is this a worst case? No a.Under Attic(Vented) R=38.0 1403.00 ft2 • 6. Conditioned floor area above grade(ft2) 3047 : b.Under Attic(Vented) . R=19.0 184.00 ft2 c.N/A R= ft2 _ Conditioned floor area below grade(ft2) 0 11.Ducts R ft2 7. Windows(421.7 sqft.) Description Area a.Sup:Attic,Ret:Attic,AH:.2nd Floor 6 413 a. U-Factor: Dbl,U=0.34 421.67 ft2 SHGC: SHGC=0:27 • S ft2 12.Cooling systems kBtu/hr Efficiency b. Factor. N/A a.Central Unit 48.0 SEER:14.00 SHGC: c. U-Factor: N/A ft2 SHGC: 13.Heating systems kBtu/hr Efficiency • d. U-Factor: N/A 'ft2 a.Electric Heat Pump -48.0 HSPF:8.20 ' SHGC: Area Weighted Average Overhang Depth: 1.333-ft. 14.Hot water systems Area Weighted Average SHGC: 0.270 a.Natural Gas Tankiess Cap:"1 gallons 8. FloorTypes (3042.0 sqft.) Insulation Area EF:0.800 a.Slab-On-Grade Edge Insulation R=0.0 1464.00 ft2 b. Conservation features ' b.Floor Over Other Space R=0.0 1340.00 ft2 None c.other(see details) . R= .238.00 ft2 15.Credits Pstat Total Proposed Modified Loads: 71.86 .• ,PASS Glass/Floor Area: 0.138 Total Baseline Loads: 83.80 PASS . vS�,,r°rE"5'r '{hip I hereby certify that the plans and specifications covered by Review of the plans and �; Q - ATS,' ,f. this calculation are in compliance with the Florida Energy • specifications covered by this •,+`'� ""-'.�i" 4 z, •.0 '4,,,,� Code. calculation indicates compliance 4Y.;.. �� ',.L.:1$%� �``•"�' n� / - with the Florida Energy Code. rnrrl `'"'' _-� n` ��' PREPARED BY: r r�' PP C 1 7rt ',A� Before construction is completed � this buildingwill be inspected for FC , j,10 z DATE: /Z/S ZA'y s ,� • compliance with Section 553.908 •' • I hereby certify that this building,as designed,is in compliance Florida Statutes. ►, , ��` -..e.,.4,1 , with the Florida Ener Code. �'] tqt"OD..MI�+"'' OWNER/AGENT: !. '�l ' AL7______; BUILDING OFFICIAL: DATE: I ' 3-i-1//h DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.2.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 12/15/2017 12:41 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software ' Page 1 of 5 (XW Y PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH,FLORIDA Project Name: Toll Brothers,Inc. Permit# /l S l8 d 0 3 7 Project Address: 1894 Atlantic Beach Drive,Atlantic Beach,FL 32233 Lot 58 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.floridabuildina.org, Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# A. EXTERIOR DOORS 1. Swinging Masonite Wood Edge,Steel N/A Double-FL8228.6 Single-FL6506.4 Simpson Door Company Wood Door FL 14487.1 Therma-Tru Fiberglass/Wood Door N/A FL 5262.3 2. Sliding PGT 2500 Aluminum Slide Glass +25/-25 FL 251 3. Sectional Clopay Building Products Section Ext.Door +20/-20 PSF FL15279.1/FL15279.3 4. Roll up 5.Automatic 6.Other B. WINDOWS 1. Single Hung PGT 5400 Vinyl Single Window +50/-50 FL 1435 2. Horizontal slider PGT 5400 Vinyl Hor.Window +50/-50 FL 1844 3. Casement 4. Double hung 5. Fixed PGT 5400 Vinyl Fixed Window +50/-50 FL 5012 6.Awning 7.Pass-through 8.Projected 9.Mullion PGT Alum/Vinyl Mullions N/A FL 261 10.Wind Breaker 11.Store Front/Mitred Glass Kawneer Glass Windows Mitred Glass Windows +30/-30 FL 10008.1 12. Glass Block US Block/Hy-Lite Glass Block Window 70 PSF FL 185.12 Category/Subcategory Manufacturer COP. Description Limitation of Use State# Local# C.PANEL WALL 1.Siding James Hardie Building Products, Inc. Lap Siding and Shingle Panels N/A FL 13192.2; 13192.4 FL 12098.3; 12098.1; Nichiha Corp. Lap Siding and Shingles N/A 12875.1 2.Soffits/Ceilings James Hardie Building Products,Inc. Soffit Panels N/A FL 13265.1 Nichiha Corp. Soffit Panels N/A FL 12098.4 3.EIFS 4.Storefronts Kawneer Glass Windows Mitred Glass +30/-30 FL 10008.1 5.Curtain walls 6.Wall louvers 7.Glass block 8.Membrane 9.Greenhouse 10. Synthetic Stucco _ 11.Other D.ROOFING PRODUCTS 1.Asphalt shingles GAF Corp. Timberline 30 year Arch Shingles N/A FL 10124.1 2.Underlayments Woodland Industries,Inc. Felt N/A FL 1814.12 Boral Roofing Roof Underlayment N/A FL 14317.1 3.Roofing fastners 4.Nonstructural metal roof Millennium Metals,Inc. Metal Roofing-M seam N/A FL 5211.3 R6 5.Built-up roofing 6.Modified bitumen 7. Single ply roofing 8.Roofing tiles 9.Roofing insulation - 10.Waterproofing 11.Wood shingles/stakes Watkins Sawmill LTD. Wood Shingles and Shake N/A FL 13714.1 12.Roofing slate 13.Liquid applied roofing 14.Cement-adhesive coats 15.Roof tile adhesive 16.Spray applied polyurethane roof 17.Other Pli-Deck Walking deck membrane N/A FL 12407.1 Category/Subcategory Manufacture()FF ICE CO Prdduct Description Limitation of Use State# Local# E. SHUTTERS 1.Accordion 2.Bahama 3.Storm panels Town and Country Industries Storm shutters \ A FL 11963 4.Colonial 5.Roll-up 6.Equipment 7.Other F.STRUCTURAL COMPONENTS 1.Wood connector/anchor Simpson Strong Tie Per engineering 2.Truss plates Alpine Engineered Truss plate conn. Per engineering 3.Engineered lumber Georgia Pacific Eng.Lumber FL 2023.1 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 Sun Tek FGC Skylite FL 2442 2.Other H.NEW EXTERIOR ENVELOPE PRODUCTS 1 7/16"Zip Wall-Structural 1 OSB(roof and wall);manufacturered by Huber Engineered Woods 2 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. "" F I F COPY Audrey Regnier (Contractor Name) (Print Name) (Signature) Company Name: Toll Brothers,Inc. Mailing Address: 160 Cape May Avenue City: Ponte Vedra State: FL Zip Code: 32081 Telephone Number: 904 217-0739 Fax Number: Cell Phone Number: 904-405-8969 Email Address: aregnier@tollbrothers.com MILLENNIUM • METALS, INC. OFFICE COSY 10200 EASTPORT ROAD JACKSONVILLE, FL 32218 904-358-8366 WATTS 1-877-357-7663 (ROOF) FAX 904-358-8285 Net Coverage 1 6" Nominal 11 ,__, „__, a__.. i PANEL PROFILE DIMPLE APROX. EVERY 4' O.C. /i 1 , , , STARTER/END SLOT APROX. Y .:..,-:m 1 .""..,,.._--„ FROM PANEL ENDS ./ Sidelap Detail Nailstrip Detail NOTES: 1. M-Seam Panels are only available with minor ribs to reduce oil canning. 2.Oil canning is inherent to all metal panels and therefore is not considered a manufacturers defect nor a warranty condition. 3.Consult your contractor immediately if you need information concering this condition. Gauge Finishes Nominal Thickness ASTM & Grade Specifications 26 Acrylic Galvalume .0179 ASTM A-792 AZ55 26 PTD Galvalume * .0179 ASTM A-792 AZ55 24 Acrylic Galvalume .0240 ASTM A-792 AZ55 'PTD Galvalume is 70%Kynar 500 or Hylar 5000 PVDF Resin unless otherwise indicated. Millennium Metals Offers a Limited 25 year warranty on Painted Panels,20 year limited warranty on Mill Finished Acrylume Panels. Please request warranty information from your distributor. MILLENNIUM METALS INC. TOLL FREE: 1-877-358-7663 FAX:904-358-8285 SUBJECT TO CHANGE WITHOUT NOTICE 10/6/04 PAGE 1 MILLENNIUM • METALS, INC. 10200 EASTPORT ROAD JACKSONVILLE, FL 32218 904-358-8366 WATTS 1-877-357-7663 (ROOF) FAX 904-358-8285 M-Seam Installation Instructions: Panel Attachment: M-Seam recommended attachment is 8" on center along the edge of the nailer strip. This attachment may not be suitable for all applications. Projects may require an engineer to evaluate conditions such as mean height, exposure type, and roof configuration as indicated in ASCE 7-98 and ASCE 7-02. Additional fasteners may be required along the end zones on the panel (eave, ridge, and perimeter). Pitch Alert: This product should not be used on applications less than a 2/12 pitch. Roof Application: Step 1: Make sure deck is even and square. Step 2: Panel should begin on the gable end opposite of the prevailing wind. Begin with the receiving edge of panel (female side) along the Gable (see Gable Rake Detail). The edge away from the Gable should be the nailstrip. After checking that the panel is square to the eave, make sure the panel is attached as indicated in panel attachment(see above) and also 2" from the leading and trailing end of the panel on the nailstrip. The screw should be placed in the center of the nailstrip slot provided. Sealant is recommended on applications less than a 3/12 pitch. Step 3: After attaching the first panel completely, panel 2 should be snapped in place using a rubber mallet. A minimum of 1" overhang is recommended at the eave. Typical eave detail requires the use of a hemming tool to hem the panel over the ED2 (detail has 1-1/2" overhang). Install the remaining accessories. Millennium Metals offers a variety of products such as pipe boots, butyl tape, and ventilation materials. Do not use copper or lead products in conjunction with M-Seam as it will void the warranty. ATTENTION INSTALLER: PLEASE REFER TO THE IMPORTANT NOTE SECTION OF THIS MANUAL FOR SAFETY, STORAGE, OIL CANNING DISCLAIMER, AND SHAVING DISCLAIMER PRIOR TO BEGINNING PROJECT. Code requirements vary from area to area and job type as well as roof configuration. Job specific engineering is not a service provided by Millennium Metals. Estimates/Takeoffs are provided at a nominal fee for materials only. It is the sole responsibility of the customer to review the takeoff and make any changes to the quantity, length or accessories he/she feels necessary. Millennium Metals takes no responsibility as to the accuracy of the information provided. M-Seam is a special order product and therefore is not returnable. Please verify all items prior to ordering. MILLENNIUM METALS INC. TOLL FREE: 1-877-358-7663 FAX:904-358-8285 SUBJECT TO CHANGE WITHOUT NOTICE 10/6/04 PAGE 2 MILLENNIUM METALS, INC. 10200 EASTPORT ROAD JACKSONVILLE, FL 32218 904-358-8366 WATTS 1-877-357-7663 (ROOF) FAX 904-358-8285 Important Notes: Millennium Metals recommends licensed roofing professionals to install our materials. Please use gloves, glasses, and other protection when handling material to prevent injury. It is necessary to inspect deck integrity to insure it is safe to walk on before beginning any work. Millennium Metals recommends all installers follow the OSHA requirement for fall protection. Never walk on materials when wet or when unsuitable weather conditions are present. Storage: Materials should be installed immediately. Any unused materials should be stored in a dry place where moisture will not reach and penetrate bundles. Material should always be placed on wood block to separate from the ground or concrete. Do not cover with plastic!!! Instead, use loose canvas tarps so that air can circulate. Cut the bands so that the material can expand. Millennium Metals warrants the material only. We do not offer weather tightness warranties. Any such warranty is up to the contractor to include in their contract. Decking: Millennium Metals recommends the use of minimum '/2" plywood or OSB Board attached in accordance with code. The deck must be supported by an engineered truss system not to exceed 24" on center. A moisture barrier such as 30# felt or other ASTM approved underlayment should be used over decking to control moisture. Metal should never come in direct contact with green or pressure treated lumber as it will cause corrosion. If tin tabs are required to attach felt it will be necessary to apply a 15# felt in the direction of the panel as an additional separation barrier. M-seam is recommended on application with 2-1/2 / 12 or greater. Oil Canning Disclaimer: Oil canning is industry wide and inherit to all metal panels. It is more visible in designs with flat spans as with this panel. Oil canning is a wavy appearance in the surface of the metal panel. This slight distortion in no way effects the warranty nor is a reason for rejection or refusal. Shavings Disclaimer: When using fasteners to penetrate steel sheets the iron particles tend to go airborne and settle on the sheet. It is necessary to remove these particles to prevent embedment and rust marks. MILLENNIUM METALS INC. TOLL FREE: 1-877-358-7663 FAX 904-358-8285 SUBJECT TO CHANGE WITHOUT NOTICE 10/6/04 PAGE 3 MILLENNIUM Alva METALS, INC. M-SEAM DETAIL LOCATIONS 10200 EASTPORT ROAD JACKSONVILLE, FL 32218 904-358-8366 WATTS 1-877-357-7663 (ROOF) FAX 904-358-8285 SR-1 RC-10 GR-9 RC-15 RAKE EDGE RIDGE �'� PAGE 8 SW-3 PAGE 6 sp,�Pr cn SW-4 i� SIDEWALL �� 1.► iii TF-2 PAGE 10 TRANSITION o PAGE 9 c-, EW-3 �i,, ` ENDWALL �i ` �� m PAGE 11 ��;, irv. _�E / � 4.,--- . 114,010r Si -- H 1 0 HIGH-SIDE EAVE �' %S, ,� m � o PAGE 7 iii �� A _...... i."A'am"..." id _ .."- op --44., \/ PANEL PROFILE .II ' ,j �� PAGE 1 4 ED-2 EAVE DRIP PAGE 7 SW-4 or SW-3 PV-3 RC-10 HIP c SIDEWALL VALLEY PAGE 6 "' PAGE 10 PAGE 9 A MILLENNIUM 0 METALS, INC. 10200 EASTPORT ROAD JACKSONVILLE, FL 32218 904-358-8366 WATTS 1-877-357-7663 (ROOF) FAX 904-358-8285 1. EAVE DRIP (EF-5) 2. ENDWALL FLASHING (EW-3) 3. EXTENDED EAVE (ED-2) 3. EXTENDED EAVE (ED-2R) _, 3 Sin" PAINT 5 3/8" PAINT 47 3 PAINT J\`_ _ PAINT �4" " X5/8• a 7/2., 2 1/2" 1 1/2" 1" 1 1/2" N 1( — > /8` 1/2 5/8" 1/L OVERHANG: 1-i" OVERHANG: 1-i" 4. GABLE RAKE (GR-9) 4. GABLE RAKE (GR-9R) 5. GAMBREL FLASHING (GF-2) 6. HIGHSIDE EAVE (HS-1) 3-1/8" 3-1/4" 7 I I I 7-1/4" A�11 ' N 6,7/4 -1 N 5/8 " TF M ,/2" 5/8" \. $,. X 1/2" 5/8'X 5/8" 1/2.. _ 1/2" "J� '< 5/8" 7. HIP CAP (RC-10) 8. J-CHANNEL (JC-7) 9. PREFORMED VALLEY (PV-3) 10. STEP SIDEWALL (SW-4) 5,eLa 4-1/2" I 9.-7j?. i /Xix-3/8" 1" 1_3/8" 111 2-7/8"2-7/8" \\----S/8 11. TRANSITION FLASHING (TF-2) 12. SIDEWALL FLASHING (SW-3) 13. STEP RAKE (SR-1) 14. COUNTER FLASHING (CF-1) 1/2">C 3" 9 A.. 6 n 3-3/8" it 1-1/16" A)/4" 1-1 1/2 5/8.. 1/2" 1/2.. J 1/21X 3/4" 15. RIDGE CAP (RC-20) CLEAT OFFSET CLEAT (CL-2) Z-CLOSURE (ZC-1) REGLET FLASHING (RF-1) 1" 1/2"x 6,NP: N 1-1/2" 1" X '' L\ I i ,- 1 1/2" I O N Ill 1" c. M I 3,..\- � -\ N 1` 3/8" 117 FLASHING PROFILES w MILLENNIUM METALS INC. TOLL FREE: 1-877-358-7663 FAX:904-358-8285 SUBJECT TO CHANGE WITHOUT NOTICE 10/6/04 PAGE 5 MILLENNIUM • METALS, INC. 10200 EASTPORT ROAD JACKSONVILLE, FL 32218 904-358-8368 WATTS 1-877-357-7663 (ROOF) FAX 904-358-8285 STITCH SCREWS RIDGE CAP 0 12" O.C., DO NOT OVERDRNE ` M-SEAM PANEL -� VENTING ' I MATERIAL ',0"-- - ,. l-_, s / // 3O# FELT 1�\ ATTACHED PER CODE \_ APPROVED SOLID SUBSTRATE VENTED RIDGE DETAIL RC-15 --- i ,,„„ii‘Nal... „.„,,,,„ .// /7 69 4 0 4 . '":,{ :';''';--.---;777- -7Z7-77 - M-SEAM PANEL S.S. POP RIVETS "Z" CLOSURE CUT TO FIT BETWEEN PANEL, (3) #10-12 X 1" PANCAKE i i HEAD SCREWS PER PANEL CONT. BUTYL TAPE SEALANT /,i APPROVED SOLID SUBSTRATE #30 FELT /. ATTACHED PER CODE HIP/RIDGE FLASHING RIDGE CAP RC-10/RC-20 MILLENNIUM METALS INC. TOLL FREE: 1-877-358-7663 FAX:904-358-8285 SUBJECT TO CHANGE WITHOUT NOTICE 10/6/04 PAGE 6 MILLENNIUM 0 METALS, INC. 10200 EASTPORT ROAD JACKSONVILLE, FL 32218 904-358-8366 WATTS 1-877-357-7663 (ROOF) FAX 904-358-8285 *'11 I.1 . \ Or , \ \. \ \ M-SEAM HEMMED 4 \.,, SEE DETAIL FOR HEMMING #10-12 X 1" PANCAKE PANEL PAGE 3 HEAD SCREWS 0 12" O.C. \. i M-SEAM PANEL #30 FELE 11111111111 ATTACHED PER CODE APPROVED SOLID SUBSTRATE 0 CLEAT W/ #10-12 X 1" PANCAKE HEAD SCREW 0 12" O.C. FASCIA BOARD -// EAVE DRIP DETAIL ED-2 EAVE FLASHING PANEL ICT DETAIL SMAKE IT FLUSH A HOWN SHORT TO DEPMAKE HOLE. _ - - ...... S.S. POP RIVETS M-SEAM PANEL Il ® 12" O.C. �' It"'j �' HIGH-SIDESHING EAVE FLA "Z" CLOSURE CUT TO FIT BETWEEN O® PANEL, (3) #10-12 X 1" _ 1 PANCAKE HEAD SCREW PER PANEL /' "r,-Tef 6 ` APPROVED SOLID 1 SUBSTRATE #30 FELT ATTACHED PER CODE CLEAT W/ #10-12 X 1" PANCAKE HEAD SCREWS 0 12" O.C. CONT. BUTYL TAPE SEALANT HIGHSIDE EAVE DETAIL HS-1 MILLENNIUM METALS INC. TOLL FREE: 1-877-358-7663 FAX:904-358-8285 SUBJECT TO CHANGE WITHOUT NOTICE 10/6/04 PAGE 7 MILLENNIUM AIN METALS, INC. 10200 EASTPORT ROAD JACKSONVILLE, FL 32218 904-358-8366 WATTS 1-877-357-7663 (ROOF) FAX 904-358-8285 tE END• \ :r.T .,� r.Y-,.�-- f 1 f y t'" 1 �lrr ` yrt '44 n>fr:4 FIELD BEND ,' ~ ` PANEL 1" MIN. ,� ' M CONT. BU e11 TAPE SEALANT �. v'' r/f/ STITCH SCREWS liec 0 12" O.C. 30# FELT ATTACHED PER CODE �\ 'fit STITCH SCREWS 0 12" O.C. 4 ,.-� M—SEAM PANEL .``� „,,.-//,;'; CONT. BUTYL TAPE SEALANT Y,,:- STEP GABLE FLASHING r•, Y` \'' APPROVED SOUD SUBSTRATE START FASCIA CLEAT W/#10-12 X 1” STEP GABLE RAKE DETAIL SR-1 PANCAKE HEAD SCREWS 11 EN D ,r r_ `i L tiN i,, 7' :r , FIELD BEND 1 !� �', <:,{;% PANEL 1" MIN. \ CONT. BUM \ TAPE SEALANT "Z" CLOSURE GABLE FLASHING STITCH SCREWS AT >:'! O 12' O.C. FELT ,r'-,�` ATTACHED PER CODE APPROVED SOUD SUBSTRATE M—SEAM PANEL e '-�`,,.+:•,.': "Z" CLOSURE CUT TO FIT BETWEEN PANEL, 4. ; (3) #12 X 1 WHS PER PANEL START , CONT. BUM TAPE SEALANT FASCIA CLEAT W/ #10-12 X 1" PANCAKE HEAD SCREWS GABLE RAKE DETAIL GR-9 MILLENNIUM METALS INC. TOLL FREE: 1-877-358-7663 FAX:904-358-8285 SUBJECT TO CHANGE WITHOUT NOTICE 10/6/04 PAGE 8 MILLENNIUM AIN METALS, INC. 10200 EASTPORT ROAD JACKSONVILLE, FL 32218 904-358-8366 WATTS 1-877-357-7663 (ROOF) FAX 904-358-8285 \\ IIII / s` / :ZtL, i -,,.,, [--; ----17:11 y L^ 7.,;;;;::: ''.---- —.- M—SEAM PANEL Z.�.,:tt.-e4...,,---;,2i.,---- #30 FELT ATTACHED PER CODE VALLEY FLASHING APPROVED SOUD SUBSTRATE CLEAT SET IN BUTYL TAPE CONT. BUTYL SEALANT W/ #10-12 X 1" TAPE SEALANT PANCAKE HEAD SCREWS 6" O.C. PREFORMED VALLEY DETAIL PV-3 \`s , .....\ „ ..... OFFSET CLEAT SET IN 4 .---"HBUTYL TAPE SEALANTWX10-12 X 1" PANCAKE HEAD SCREWS O 12" O.C. • TRANSITION FLASHING ((Y\ S.S. POP RIVETS .n .r\= MILLENNIUM 6 METALS, INC. 10200 EASTPORT ROAD JACKSONVILLE, FL 32218 904-358-8366 WATTS 1-877-357-7663 (ROOF) FAX 904-358-8285 SEALANT ° CONT. BUTYL SEALANT 3,,,, TAPE SEALANT ,_° SURFACE-MOUNT \l',4•tii • • CONT. BUTYL TAPE /I, COUNTER FLASHING SEALANT 1:.. SIDEWALL FLASHING S.S. POP RIVET , 6 COUNTER FLASHING 0 I ® 12" O.C. ` , "Z" CLOSURE CUT TO FIT ' STEP SIDEWALL BETWEEN PANEL, (3) #12 X 1 FLASHING PANCAKE SCREWS PER PANEL #30 FELT / j£► /j ATTACHEDR < ///� PER CODE / CONT. BUTYL TAPE APPROVED SOLID- // j/ • // SEALANT SUBSTRATE -4/ #30 FELT -�`-...,- �1 STITCH SCREWS r� «~ ATTACHED PER CODE • 12" O.C. APPROVED SOLID CONT. BUTYL TAPE SUBSTRATE SEALANT M-SEAM PANEL M-SEAM PANEL . SIDEWALL FLASHING DETAIL SW-3 & SW-4 SIDING/STUCCO _, SEALANT /,��p' '♦ SEALANT �,�� CONT. BUTYL ArAtIV ppl REGLET • TAPE SEALANT ::H: 4 1 CONT. BUTYL ppTAPE SEALANT �i SIDEWALL FLASHING I CONT. BUTYL TAPE SEALANT MASONARY WALL STEP SIDEWALL \ FLASHING SIDEWALL COUNTER FLASHING OPTIONS MILLENNIUM METALS INC. TOLL FREE: 1-877-358-7663 FAX:904-358-8285 SUBJECT TO CHANGE WITHOUT NOTICE 10/6/04 PAGE 10 MILLENNIUM Alkis METALS, INC. 10200 EASTPORT ROAD JACKSONVILLE, FL 32218 904-358-8366 WATTS 1-877-357-7663 (ROOF) FAX 904-358-8285 • I!i 0 SEALANT iii,; CONT. BUTYL TAPE SEALANT SURFACE MOUNT COUNTER FLASHING y= HEADWALL FLASHING / \. CAULK ® ALL SEAMS \\\\ 4' \ �, \ CONT. BUTYL TAPE SEALANT "Z" CLOSURE CUT TO FIT BETWEEN •\ PANEL, (3) #10-12 X 1" PANCAKE HEAD SCREWS PER PANEL S.S. POP RIVETS M-SEAM PANEL N \ APPROVED SOLID SUBSTRATE \ �,' ,. #30 FELT ATTACHED PER CODE \. \ \ ,-s ENDWALL DETAIL EW-3 SIDING/STUCCO _` /j '✓ 04.1 SEALANT API 4. SEALANT CONT. BUTYL I/ REGLET alliii � � TAPE SEALANT FLASHING r1e, FLASHING 1• SAW CUT CONT. BUTYL i TAPE SEALANT /CHI / CONT. BUTYL • SIDEWALL FLASHING Ir•I TAPE SEALANT MASONARY WALL , STEP SIDEWALL FLASHING ENDWALL COUNTER FLASHING OPTIONS MILLENNIUM METALS INC. TOLL FREE: 1-877-358-7663 FAX:904-358-8285 SUBJECT TO CHANGE WITHOUT NOTICE 10/6/04 PAGE 11 MILLENNIUM • METALS, INC. 10200 EASTPORT ROAD JACKSOFJVILLE, FL 32218 904-358-8366 WATTS 1-877-357-7663 (ROOF) FAX 904-358-8285 PANEL HEVMING 1 7 -� a + •• 1% 4 CD —.11111111i... 1111111( ,.... AV Ma. Ilki. CAULK CUT PANEL BACK 1 4" TO CREATE HEM. USE HEMMING TOOL. MILLENNIUM METALS INC. TOLL FREE: 1-877-358-7663 FAX:904-358-8285 SUBJECT TO CHANGE WITHOUT NOTICE 10/6/04 PAGE 12 __Peet/if-4 d 4 b'e i',llto/-or vi-tca.ryl/+l+o/ Ar- C Com-- 0M M i 0_ _ — r► _ m 2-y-Ad1,� OFFICE COPY FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Franklin 3047 Right S Builder Name: Toll Brothers Inc. Street: Lot 58 Atlantic Beach CC Permit Office: Duval City,State,Zip: Atlantic beach,FL, Permit Number: Design Location: FL,Jacksonville Jurisdiction: 261300 Cond.Floor Area:: 3047 sq.ft. Cond.Volume: 28887 cu ft. Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: CFM(50): Single or Multi Point Test Data . HOUSE PRESSURE FLOW: ELA: EqLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour , in Climate Zones 1 and 2,3 air changes per hour In Climate Zones 3 through 8.Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g.(50 Pascals).Where required by the code official,testing shall be conducted by 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. 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;and 6.Supply and return registers,if installed at the time of the test,shall be fully open. I.hereby certify that the above envelope leakage Where required by the code official, ,. `o,IxE.STA� 'f.; performance results demonstrate compliance testing shall be conducted by an :,,��'zt _ �,.� r.n `o vs+.'. with Florida Energy Code requirements in approved third party.A written ::4),;:., j , r,r . 0%, a, ©3accordance with Section R402.4.1.2. report of the results of the test shall : •.,._,.. �,,be signed by the third party -,1t i,_b- -' ` ciconductin the test and rovided to � "g p • s. ;`* ., SIGNATURE: the code official. *. a!�"'. `r,='S'S;=y . °`a CDD WE "'' PRINTED NAME: BUILDING OFFICIAL: DATE: DATE: 12/15/2017 12:41 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 86 The lower the EnergyPerformance Index, the more efficient the home. • Lot 58 Atlantic Beach CC, Atlantic beach, FL, 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=19.0 3278.00 ft2 b.Frame-Wood,Adjacent R=13.0 210.00 ft2 3. Number of units,if multiple family 1 c.N/A R=• ft2 4. Number of Bedrooms .4 d.N/A R= ft2 10.Ceiling Types Insulation Area 5. Is this a worst case? No a.Under Attic(Vented) R=38.0 1403.00 ft2 6. Conditioned floor area(ft2) 3047 b.Under Attic(Vented) R=19.0 184.00 ft2 7. Windows** Description Area c.N/A R= ft2: a. U-Factor: Dbl,U=0.34 421.67 ft2 11.Ducts R 1t a.Sup:Attic,Ret:Attic,AH:2nd Floor 6 413 SHGC: SHGC=0.27 b. U-Factor. N/A ft2 SHGC: 12.Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a.Central Unit 48.0 SEER:14.00 SHGC: d. U-Factor. N/A ft2 13.Heating systems kBtu/hr Efficiency SHGC: a.Electric Heat Pump 48.0 HSPF:8.20 Area Weighted Average Overhang Depth: 1.333 ft. Area Weighted Average SHGC: 0.270 8. FloorTypes Insulation Area 14.Hot water systems Cap:'1 gallons a.Slab-On-Grade Edge Insulation R=0.0 1464.00 ft2 a.Natural Gas EF:0.8 b.Floor Over Other Space R=0.0 1340.00 ft2 c.other(see details) R= 238.00 ft2 b. Conservation features None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building .4"'IIIEsr "... ' Construction through the above energy saving features which will be installed (or exceeded) ti t ,,£•4-. .. p in this home before final inspection. Otherwise, a new EPL Display Card will be completed j;,��''',;c,?4f,'3r '� based on installed Co e compliant features. .1- 'uni.,.t!4e•,"`.� .•.a,, ,":o-y.• Builder Signature: la�/ i ` Ilii' r 1 Date: ;I Address of New Home: ' 4 (,tf C Bpm Or City/FL Zip. ►`°." ' ...,,'kr � 3aa4, �3 °b` . "' *Note: This is not a Building Energy Rating. If your Index is below 70,your home may qualify for energy efficient mortgage(EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at(321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 12/15/2017 12:41 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION . Florida Department of Business and Professional Regulation-Residential Performance Method Project Name: Franklin 3047 Right S Builder Name: Toll Brothers Inc. Street: Lot 58 Atlantic Beach CC Permit Office: Duval , City,State,Zip: Atlantic beach,FL, Permit Number: Owner: Toll Brothers Inc. Jurisdiction: 261300 Design Location: FL,Jacksonville County:: Duval(Florida Climate.Zone .2) • 1. New construction or existing New(From Plans) 9. Wall Types(3488.0 sqft.) Insulation Area , 2. Sinle Tamil or multi le famil Sin le-Tamil a.Frame-Wood,Exterior R=19.0 3278.00 ft2 g y p y g y b.Frame-Wood,Adjacent R=13.0 210.00 ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 4 d.N/A R= ft2 10.Ceiling Types (1587.0 sqft.) Insulation Area 5. Is this a worst case? No a.Under Attic(Vented) R=38.0 1403.00 ft2 • 6. Conditioned floor area above grade(ft2) 3047 b.Under Attic(Vented) R=19.0 184.00 ft2 c.N/A R= ft2 _ Conditioned floor area below grade(ft2) 0 11.Ducts R ft2 7. Windows(421.7 sqft.) Description Area a.Sup:Attic,Ret:Attic,AH:2nd Floor 6 413 , a. U-Factor. Dbl,U=0.34 421.67 ft2 SHGC: SHGC=0.27 b. U-Factor: N/A ft2 12.Cooling systems kBtu/hr Efficiency • SHGC: a.Central Unit 48.0 SEER:14.00 i c. U-Factor: N/A ft2 SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A .ft2 a.Electric Heat Pump 48.0 HSPF:8.20 ' SHGC: Area Weighted Average Overhang Depth: 1.333-ft. Area Weighted Average SHGC: 0.270 14.Hot water systems a.Natural Gas Tankless Cap:1 gallons 8. Floor Types (3042.0 sqft.) Insulation Area EF:0.800 a.Slab-On-Grade Edge Insulation R=0.0 1464.00 ft2 b. Conservation features b.Floor Over Other Space R=0.0 1340.00 ft2 None c.other(see details) R= 238.00 ft2 15.Credits Pstat • Total Proposed Modified Loads: 71.86 ® /� Glass/Floor Area: 0.138 Total Baseline Loads: 83.80 PASS I hereby certify that the plans and specifications covered by Review of the plans and J,:�'a��11E.S?Ar�,• ;,� this calculation are in compliance with the Florida Energyspecifications covered bythis 'v;• ' a,,,a s O 'j, Code. p calculation indicates compliance c�„^ ,/ 6....,fP _: `0...1., with the Florida Energy Code. irrrettf': .,'r=.r.?, !�`,t3 C EGD t- t , /r c . t. r tt �j uhf~ Before construction is completed •��• �-°� °� ^-{ PREPARED BY: �,,._5__ cl DATE: /2/-s"ZA'7 this building will be inspected for ;,� compliance with Section 553.908 -�*'....'.:4:40. ./* : . - Florida Statutes. : .r. .+ I hereby certify that this building,as designed,is in compliance ',�' ; with the Florida Energ Code. `•,,�r.ODuJNc..t.!` }�s OWNER/A NT: A (247 / BUILDING OFFICIAL: DATE: l/ K/ DATE: - - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.2.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 12/15/2017 12:41 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software ' Page 1 of 5 FORM R405-2014 PROJECT Title: Franklin 3047 Right S Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 3047 Lot# Owner: Toll Brothers Inc. Total Stories: .2 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Toll Brothers Inc. Rotate Angle: 0 Street: Lot 58 Atlantic Beach C Permit Office: Duval Cross Ventilation: No County: Duval . Jurisdiction: 261300 Whole House Fan: No City,State,Zip: Atlantic beach, Family Type: Single-family FL, New/Existing: New(From Plans) Comment: CLIMATE / IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5% .2.5% Winter Summer Degree Days Moisture Range ./ FL,Jacksonville FL JACKSONVILLE_INT 2 32 93 70 75 1281 49 Medium ; BLOCKS 'Number ' Name Area Volume 1 Block1 3047 28887 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 Main 1464 14640 Yes 2 1 1 Yes Yes Yes .2 2nd Floor 1583 14247 No 4 3 1 Yes Yes Yes FLOORS V *# Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet ,/ 1 Slab-On-Grade Edge lnsulatio Main 138 ft 0 1464 ft2 ___ 0 0 1 • 2 Floor Over Other Space 2nd Floor — ____ 1340 ft2 0 0 0 1 3 Floor over Garage .2nd Floor _— ____ 168 ft2 19 0 0 1 ` 4 Raised Floor 2nd Floor .___ ____ 70 ft2 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) J1 Hip Composition shingles 1715 ft2 0 ft2 Medium 0.8 , N 0.9 No 0 22.6 ATTIC V/ # Type Ventilation Vent Ratio(1 in) Area RBS IRCC V 1 Full attic Vented 300 1583 ft2 N N 12/15/2017 12:41 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Vi # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type J/ 1 Under Attic(Vented) 2nd Floor 38 Blown 1403 ft2 0.11 Wood Ji 2 Under Attic(Vented) 2nd Floor 19 Blown 184 ft2 0.11 Wood WALLS • Adjacent Cavity Width Height Sheathing Framing Solar Below V//'# Space nmt To Wall Type p R-ValLIe Ft In Ft In Area B-Value Fracti ° i 1 S Exterior Frame-Wood .2nd Floor 19 40 0 9 0 360.0 ft2 0 0.23 0.6 0 2 S Exterior Frame-Wood Main 19 19 0 10 0 190.0 ft2 0 0.23 0.6 0 3 E Exterior Frame-Wood 2nd Floor 19 51 0 9 0 459.0 ft2 0 0.23 0.6 0 4 E Exterior Frame-Wood Main 19 50 0 10 0 500.0 ft2 0 0.23 0.6 0 5 N Exterior Frame-Wood 2nd Floor 19 -40 0 9 0 360.0 ft2 0 0.23 0.6 0 6 N Exterior Frame-Wood Main 19 40 0 10 0 400.0 ft2 0 0.23 0.6 0 7 W Exterior Frame-Wood 2nd Floor 19 51 0 9 0 459.0 ft2 0 0.23 0.6 0 . . 8 W Exterior Frame-Wood Main 19 50 0 10 0 500.0 ft2 0 0.23 0.6 0 • 9 S Garage Frame-Wood Main 13 21 0 10 0 210.0 ft2 0 0.23 0.01 0 10 NE Exterior Frame-Wood Main 19 2 6 10 0 .25.0 ft2 0 0.23 0.6 0 • 11 NW Exterior Frame-Wood Main 19 .2 6 10 0 25.0 ft2 0 0.23 0.6 0 , DOORS 1 V # Omt DoorType Space Storms U-Value Ft Width In FtWidthArea J/ 1 S Insulated Main None A 3 8 24 ft' 2 S Wood Main None .4 2 8 8 .21.3 ft2 WINDOWS Orientation shown is the entered,Proposed orientation. • Wall Overhang • V J -# Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening ✓ 1 S 1 Vinyl Low-E Double Yes 0.34 0.27 31.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds Exterior 5 2 S 2 Vinyl Low-E Double Yes 0.34 0.27 36.0 ft2 1 ft 4 in 1 ft 0 in None Exterior 5 • 3 E 3 Vinyl Low-E Double Yes 0.34 0.27 .2.5 ft2 1 ft 4 in 1 ft 0 in None Exterior 5 • 4 E 3 Vinyl Low-E Double Yes 0.34 0.27 20.7 ft2 1-ft 4 in 1 ft 0 In None Exterior 5 5 E 4 Vinyl Low-E Double Yes 0.34 0.27 18.0 ft2 1 ft 4 in 1 ft 0 in Drapes/blinds Exterior 5 6 N 5 Vinyl Low-E Double Yes 0.34 0.27 31.0 ft2 1 ft-4 In 1 ft 0 In Drapes/blinds Exterior 5 7 N 6 Vinyl Low-E Double Yes 0.34 0.27 12.0 ft2 1 ft 4 in 1 ft 0 in None Exterior 5 • 8 N 6 Vinyl Low-E Double Yes 0.34 0.27 36.0 ft2 1 ft 4 in 1 ft 0 in None Exterior 5 9 N 6 Vinyl Low-E Double Yes 0.34 0.27 96.0 ft2 1 ft 4 in. 1 ft 0 in None Exterior 5 10 W 7 Vinyl Low-E Double Yes 0.34 0.27 15.5 ft2 '1 ft 4 In 1 ft 0 in Drapes/blinds Exterior 5 11 W 7 Vinyl Low-E Double Yes 0.34 0.27 23.0 ft2 1 ft 4 in 1 ft 0 in None Exterior 5 12 W 8 Vinyl Low-E Double Yes 0.34 0.27 72.0 ft2 1 ft 4 in 1 ft 0 in None Exterior 5 / 13 N 5 Vinyl Low-E Double Yes 0.34 0.27 28.0 ft2 1 ft 4 in 1 ft 0 in None Exterior 5 12/15/2017 12:41 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE ✓ # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation . `, 1 455 ft2 455 ft2 43ft 9ft 1 INFILTRATION # Scope Method SLA CFM 50 EIA EqLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000422 3370.1 185.02 347.95 '.3997 7 HEATING SYSTEM V # System Type • Subtype Efficiency Capacity Block Ducts ./ 1 Electric Heat Pump None HSPF:8.2 48 kBtu/hr 1 sys#1 COOLING SYSTEM V •# SystemType Subtype Efficiency Capacity Alr Flow SHR Block Ducts ,// 1 Central Unit Split SEER:14 48 kBtu/hr 1440 cfm 0.74 1 sys#1 HOT WATER SYSTEM V -# System Type SubType Location EF Cap Use SetPnt Conservation %/ 1 Natural Gas Tankless Exterior 0.8 1 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM V FSEC Collector Storage Cert#k Company Name System Model# Collector Model# Area Volume FEF None None •ft2 •; DUCTS / —Supply— —Return— Air CFM 25 CFM25 HVAC# 1 V # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool+ / 1 Attic 6 413 ft2 Attic 200 ft2 Default Leakage 2nd Floor (Default) (Default) 1 1 12/15/2017 12:41 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat:Y Ceiling Fans: Cooling WJ:r111 [[ ]]Mar IxiAr [ ilTajr [ JunJul rit, XSe [ ]Oct [ ]Nov Heating t [X]Mar [ Jun Jul ' Sep [ ]Oct [X]Nov HBeecc Venting an Feb [[X])Mar 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) PM 78 80 80 78 78 78 78 78 78 78 80 80 80 80 • Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 8 78 78 78 . Heating(WD) AM 66 66 66 68 68 68 • 68 68 6• 8 68 688 66 . Heating(WEH) PM 66 68 66 66 66 68 68 68 68 68 6 68 8 66 66 • • E 12/15/2017 12:41 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Lot 58 Atlantic Beach CC Permit Number: Atlantic beach,FL, MANDATORY REQUIREMENTS See individual code sections for full details. ❑ 401.3 Energy Performance Level(EPL)display card(Mandatory). The building official shall require that an energy performance level(EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy.Florida law [Section 553.9085,Florida Statues]requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings.The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit.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 compliance for the building.A copy of the EPL display card can be found in Appendix C. ❑ R402.4 Air leakage(Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. 0 R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2.The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4;1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in-Table 402.4.1.1,as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2,and 3 air changes per hour in Climate Zones 3 through 8.Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals).Where required by the code official,testing shall•be conducted by 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. 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;and 6.Supply and return registers, if installed at the time of the test,shall be fully open. O R402.4.2 Fireplaces. New wood-burning fireplaces shall have tight-fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakage.Windows,skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot(1.5 Us/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 Us/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. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces.All recessed luminaires shall be IC-rated and labeled as having an air leakage rate not more than 2.0 cfm(0.944 Us)when tested in accordance with ASTM E 283 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. ❑ 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. ❑ R403.2.2 Sealing(Mandatory)All ducts,air handlers,and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers,shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post-construction or rough-in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99,Florida Statutes, or as authorized by Florida Statutes,to be"substantially leak free"by either of the following: 1. Post-construction test:Total leakage shall be less than or equal to 4 cfm(113 Umin)per 100 square feet(9.29 m2)of conditioned floor area when tested at a pressure differential of 0.1 inches w.g.(25 Pa)across the entire system,including the manufacturer's air handler enclosure.All register boots shall be taped or otherwise sealed during the test. 2. Rough-in test:Total leakage shall be less than or equal to 4 cfm(113 L/min)per 100 square feet(9.29 m2)of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa)across the system, including the manufacturer's air handler enclosure.All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test,total leakage shall be less than or equal to 3 cfm (85 L/min)per 100 square feet(9.29 m2)of conditioned floor area. Exceptions: 1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 12/15/2017 12:41 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) • ❑ R403.2.3 Building Cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. ❑ R403.3 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., R403.3.1 Protection of piping insulation. ❑ R403.4.1 Circulating hot water systems(Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. ❑ R403.4.3 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. • ❑ R403.4.4 Water heater efficiencies(Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 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). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off.A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code,Energy Conservation,Commercial Provisions,for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 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. ❑ R403.5 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. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. ❑ R403.6 Heating and cooling equipment(Mandatory). The following sections are mandatory for cooling and heating equipment. • 0 R403.6.1 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 which affect equipment sizing.System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. • R403.6.1.1 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 403.6,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. • 12/15/2017 12:41 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.6.1.1 Cooling equipment capacity.(continued) The published value for AHRI total capacity is a nominal, rating-test value and shall not be used for equipment sizing.Manufacture's expanded performance data shall be used to select cooling-only equipment.This selection 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 temperature 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 multi-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 multi-family units,the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity ▪ R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. ▪ R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. ▪ R403.6.1.2.3 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 R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis,such as anticipated additional loads caused by major entertainment events,shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. ❑ R403.7 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. ❑ R403.8 Snow melt 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 55°F,and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. O R403.9 Swimming pools,inground spas and portable spas(Mandatory). The energy requirements for residential pools and inground spas shall be as specified In Sections R403.9.1 through R403.9.3 and In accordance with ANSI/APSP-15.The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.91 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on-off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil-fired pool and spa heaters. All gas-and oil-fired pool and space 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 gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 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. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps.Heaters,pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: • 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar-and waste-heat-recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed 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: Outdoor pools deriving over 70 percent of the energy for heating from site-recovered energy,such as a heat pump or ▪ solar energy source computed over an operating season. O RR404.1 Lighting equipment(Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high-efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low-voltage lighting shall not be required to utilize high-efficacy lamps. O R404.1.1 Lighting equipment(Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights O R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19.Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 12/15/2017 12:41 PM EnergyGauge®USA-FlaRes2014 -Section R405.4.1 Corn Page 3 of 3 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Franklin 3047 Right S Builder Name: Toll Brothers Inc. Street: Lot 58 Atlantic Beach CC Permit Office: Duval City,State,Zip: Atlantic beach,FL, Permit Number: Owner: Toll Brothers Inc. Jurisdiction: 261300 Design Location: FL,Jacksonville i COMPONENT CRITERIA CHECK •Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. , Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air-permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with they." -- insulation and any gaps in the air barrier shall be sealed. Access openings,drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and N./7-Z framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above-garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation,insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. ,,.>,,7./ Shafts, penetrations Duct shafts, utility penetrations,and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit,or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity ,,,✓✓✓ spaces. / Garage separation Air sealing shall be provided between the garage and conditioned spaces. ✓ Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be .f air tight, IC rated,and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in .../7. exterior walls,or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be Z sealed to the sub-floor or drywall. Fireplace An air barrier shall be installed on fireplace walls.Fireplaces shall haveNZ- gasketed doors 12/15/2017 12:41 PM EnergyGauge®USA-FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 Project Summary Date: Lot 58 ABCC Entire House By: Saldie Guintivano McGowan's Heating & Air Conditioning, Inc. 11320 E.Phillips Parkway Dr.,Jacksonville,Fl 32256 Phone:904-278-0339 Fax:904-278-0366 Email:saldie@mcgowansac.corn Web:www.mcgowansac.com Pro"ect Information For: Steve Merten,Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, Fl 32081 Phone: (904)217-0739 Fax: (904)814-8173 Web:www.tollbrothers.com Email: smerten@tollbrothersinc.com Notes: Franklin Desi•n Information Weather: Jacksonville NAS, FL, US Winter Design Conditions Summer Design Conditions Outside db 34 °F Outside db 99 °F Inside db 70 °F Inside db 75 °F Design TD 37 °F Design TD 24 °F Daily range M Relative humidity 50 Moisture difference 60 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 34105 Btuh Structure 24187 Btuh Ducts 4758 Btuh Ducts 5984 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 38864 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 30671 Btuh Method Blower door Latent Cooling Equipment Load Sizing Shielding/stories 3(partial)/2 Pressure/AVF 50 Pa/3467 cfm Structure 9485 Btuh Ducts 1053 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ft2) 3047 3047 Equipment latent load 10038 Btuh Volume(ft3) 29719 29719 Air changes/hour 0.67 0.42 Equipment Total Load (Sen+Lat) 40709 Btuh Equiv.AVF (cfm) 332 210 Req. total capacity at 0.70 SHR 3.7 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER AIR CONDITIONING Trade CARRIER AIR CONDITIONING Model CH14NB048 Cond CH14NB048 AHRI ref 9162789 Coil FB4CNP048L AHRI ref 9162789 Efficiency 8.2 HSPF Efficiency 11.5 EER, 14 SEER Heating input Sensible cooling 31500 Btuh Heating output 45500 Btuh @ 47°F Latent cooling 13500 Btuh Temperature rise 30 °F Total cooling 45000 Btuh Actual air flow 1400 cfm Actual air flow 1400 cfm Air flow factor 0.036 cfm/Btuh Air flow factor 0.046 cfm/Btuh Static pressure 0.50 in H2O Statcaressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.74 Capacity balance point=30°F Backup: Input= 12 kW, Output=39370 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -t wrightsaft- 2018-Feb-0511:04:29 Comfort Builder by Wrightsoft 18.0.08 RSU03444 Page 1 AC ...rothers\Franklin 3047 Right S-Lot 58 ABCC.rup Calc=MJ8 Front Door faces: S N First Floor 6x10 6" !: bkfst/kitcher 100 10x6 10x6 00 family rm 6„ 6" 6x10 . 6" 1/1 Cr (--"N10 " 3" Fan bath 3 O 8x4 stairs 4" = bed 2 6 x 10 6" storage 12 x 12 (��12 x 12 ICI'""""fel 8„ 9" 6x10 u 12 " 6" foyer SupRiser dining rm : 14" U . 12 x 12 garage 12x12 10x6 10x6 8„ 6" 6" study Job#: Lot 58 ABCCMcGowan's Heating & Air Conditioning, Scale: 1 : 76 Performed by Saldie Guintivano for: Page 1 Steve Marten 11320 E.Phillips Parkway Dr. Comfort Builder by Wrightsoft 160 Cape May Ave. Jacksonville,Fl 32256 18.0.08 RSU03444 Ponta Vedra,Fl 32081 Phone:904-278-0339 Fax:904-278-0366 2018-Feb-05 11:04:38 Phone:(904)217-0739 Fax:(904)814-8173 www.mcgowansac.corn saldie@mcgowansac.com ..n 3047 Right S-Lot 58 ABCC.rup www.tollbrothers.com smerten©tollbrothersinc.com N --ow 2ND FL Sup Riser 10x6 14" 10x6 6" 6" m wic master 8x4 4" loft 0 — 6x1 6x10 6" 6" 12" 14 x 14 12" 24 x 18 ■ r 16" f ►' 6x10 6x10 10■ ■ 10" . 5" mbath - 6" laundry WV staris up 6 x 10 ' ,■ 3" Fan 5" 14" 8x4 r/ J 4, O 12x12 T .0.x10 10x10 we 8„ 8" ..4 II J 10 x 6 Ing Me,< , . M 5" 18" 4"fan 6x10 ! .• mwic : bed 3 64.4 14" mech rrr 8x4 4" sinks EJ 141 12 x 12 10 x 6 8" 6' 3" Fdn bed 4 \VW J •18 x 4 bath 2 4 L 0 j,_.____ Job#: Lot 58 ABCCMcGowan's Heating & Air Conditioning, Scale: 1 : 76 Performed by Saldie Guintivano for: Page 2 Steve Merten 11320 E.Phillips Parkway Dr Comfort Builder by Wrightsoft 160 Cape May Ave. Jacksonville,Fl 32256 18.0.08 RSU03444 Ponte Vedra,Fl 32081 Phone:904-278-0339 Fax:904-278-0366 2018-Feb-05 11:04:38 Phone:(904)217-0739 Fax:(904)814-8173 www.mcgowansac.com saldie@mcgowansac.com ..n 3047 Right S-Lot 58 ABCC.rup www.tollbrothers.com smerten@tollbrothersinc.com • TN, Manual S Compliance Report Joa: Lot58ABCC iffd;61070J Entire House By: Saldie Guintivano McGowan's Heating & Air Conditioning, Inc. 11320 E.Phillips Parkway Dr.,Jacksonville,Fl 32256 Phone:904-278-0339 Fax:904-278-0366 Email:saldie©mcgowansac.com Web:www.mcgowansac.corn Project Information For: Steve Merten,Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, Fl 32081 Phone: (904)217-0739 Fax: (904)814-8173 Web:www.tollbrothers.com Email: smerten@tollbrothersinc.com Cooling Equipment Design Conditions Outdoor design DB: 99.3°F Sensible gain: 30671 Btuh Entering coil DB: 75.8°F Outdoor design WB: 80.0°F Latent gain: 10038 Btuh Entering coil WB: 62.9°F Indoor design DB: 75.0°F Total gain: 40709 Btuh Indoor RH: 50% Estimated airflow: 1400 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB048+FB4CNP048L Actual airflow: 1400 cfm Sensible capacity: 31564 Btuh 103%of load Latent capacity: 10270 Btuh 102%of load Total capacity: 41834 Btuh 103%of load SHR: 75% Heating Equipment Design Conditions Outdoor design DB: 33.5°F Heat loss: 38864 Btuh Entering coil DB: 69.7°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB048+FB4CNP048L Actual airflow: 1400 cfm Output capacity: 37044 Btuh 95%of load Capacity balance: 30 °F Supplemental heat required: 1820 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1400 cfm Output capacity: 11.5 kW 101%of load Temp. rise: 65 °F Meets all requirements of ACCA Manual S. 41- wrightsoft` 2018-Feb-0511:04:29 %► Comfort Builder by Wrightsoft 18.0.08 RSU03444 Page 1 Ula k ...rothers\Franklin 3047 Right S-Lot 58 ABCC.rup Calc=MJ8 Front Door faces: S Duct System Summary Date: Lot 58ABCC �.. iff ,p �ttti Entire House By: Saldie Guintivano McGowan's Heating & Air Conditioning, Inc. 11320 E.Phillips Parkway Dr.,Jacksonville,Fl 32256 Phone:904-278-0339 Fax:904-278-0366 Email:saldie©mcgowansac.com Web:www.mcgowansac.com Project Information For: Steve Merten,Toll Brothers, Inc. 160 Cape May Ave., Ponte Vedra, Fl 32081 Phone: (904)217-0739 Fax: (904)814-8173 Web:www.tollbrothers.com Email: smerten@tollbrothersinc.com Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.11 in H2O 0.11 in H2O Available static pressure 0.39 in H2O 0.39 in H2O Supply/return available pressure 0.238/0.152 in H2O 0.238/0.152 in H2O Lowest friction rate 0.073 in/100ft 0.073 in/100ft Actual air flow 1400 cfm 1400 cfm Total effective length(TEL) 537 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk bath 2 h 853 31 23 0.087 4.0 Ox 0 VIFx 49.8 225.0 st5 bath 3-A c 12 0 1 0.093 4.0 Ox 0 VIFx 46.1 210.0 st8 bed 2 c 2039 75 95 0.096 6.0 Ox 0 VIFx 39.1 210.0 st8 bed 3 c 1692 43 79 0.091 6.0 Ox 0 VIFx 38.1 225.0 st5 bed 4 h 3085 111 99 0.088 6.0 Ox 0 VIFx 41.2 230.0 st5 bkfst/kitchen h 2362 85 81 0.093 6.0 Ox 0 VIFx 45.1 210.0 st8 bkfst/kitchen-A h 2362 85 81 0.075 6.0 Oxo VIFx 58.6 260.0 st9 dining rm c 2458 89 114 0.098 6.0 Ox 0 VIFx 39.1 205.0 st7 family rm h 3054 110 99 0.073 6.0 Ox 0 VIFx 64.6 260.0 st9 family rm-A h 3054 110 99 0.073 6.0 Ox 0 VIFx 67.6 260.0 st9 foyer h 2879 104 95 0.094 6.0 Ox 0 VIFx 47.1 205.0 st7 laundry c 129 4 6 0.119 5.0 Ox 0 VIFx 19.7 180.0 st4 loft h 1612 58 51 0.121 6.0 Ox 0 VIFx 22.1 175.0 st4 loft-A h 1612 58 51 0.114 6.0 Ox 0 VIFx 29.2 180.0 st4 m bath-A c 1553 54 72 0.120 5.0 Ox 0 VIFx 17.9 180.0 st6 m wic 2 h 1652 60 45 0.116 5.0 Ox 0 VIFx 25.7 180.0 st6 m wic-A h 1233 44 33 0.114 4.0 Ox 0 VIFx 28.2 180.0 st6 master c 942 31 44 0.117 6.0 Ox 0 VIFx 23.0 180.0 st6 master-A c 942 31 44 0.113 6.0 Ox 0 VIFx 29.9 180.0 st6 mech rm-A h 765 28 23 0.115 4.0 Ox 0 VIFx 27.2 180.0 st4 sinks h 577 21 16 0.088 4.0 Ox 0 VIFx 44.0 225.0 st5 staris up-A c 1586 33 74 0.120 6.0 Ox 0 VIFx 18.0 180.0 st4 study h 3752 135 75 0.096 6.0 Ox 0 VIFx 43.6 205.0 st7 we c 53 1 2 0.120 4.0 Ox 0 VIFx 19.1 180.0 st6 414- wrightSoft' 2018-Feb-0511:04:29 .<.. :... .. Comfort Builder by Wrightson 18.0.08 RSU03444 Page 1 if 66 ...rothers\Franklin 3047 Right S-Lot 58 ABCC.rup Calc=MJ8 Front Door faces: S Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st7 Peak AVF 328 284 0.094 742 9.0 0 x 0 VinIFIx st2 st9 Peak AVF 305 278 0.073 559 10.0 0 x 0 VinIFIx st8 st8 Peak AVF 465 454 0.073 592 12.0 0 x 0 VinIFIx st2 st5 Peak AVF 206 216 0.087 397 10.0 0 x 0 VinIFIx st4 st4 Peak AVF 386 422 0.087 537 12.0 0 x 0 VinIFIx st1 st6 Peak AVF 222 240 0.113 441 10.0 0 x 0 VinIFIx st1 st1 Peak AVF 608 662 0.087 619 14.0 0 x 0 VinIFIx st2 Peak AVF 792 738 0.073 741 14.0 0 x 0 VinIFIx Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening(in) Matl Trunk rb4 Ox 0 313 291 209.0 0.073 896 8.0 Ox 0 VIFx rt2 rb3 Ox 0 212 276 198.5 0.077 791 8.0 Ox 0 VIFx rt2 rb2 Ox 0 458 460 125.5 0.121 330 16.0 Ox 0 VIFx al rb5 Ox 0 418 373 117.0 0.130 532 12.0 Ox 0 VIFx rt1 Return Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rt2 Peak AVF 525 567 0.073 721 12.0 0 x 0 VinIFIx rt1 rt1 Peak AVF 1400 1400 0.073 792 18.0 0 x 0 VinIFIx -4- wrightsoft 2018-Feb-05 11:04:29 �+"+cs- ._... ., a� Comfort Builder by Wrightsoft 18.0.08 RSU03444 Page 2 ACS ...rothers\Franklin 3047 Right S-Lot 58 ABCC.rup Calc=MJ8 Front Door faces: S "FICE COPY MAP SHOWING PLOT PLAN OF LOT 58 AS SHOWN ON MAPOF ATLANTIC BEACH COUNTRY CLUB UNIT 2 LOT 5 5 MODEL "FRANKLIN" AS RECORDED IN PLAT BOOK 67 PAGES -132-137 OF THE CURRENT PUBLIC' RECORDS OF DUVAL COUNTY, FLA. ZE 8,370± SQ. FT. DRIVEWAY TO R/W 556± SQ. FT. CERTIFIED TO TOLL BROTHERS, INC. WALK 39± SQ. FT. RIGHT-OF-WAY LENGTH 37.98 FT. I IG 0 L F C O U R S E IMPERVIOUS COVERAGE 3,071± SO. FT. 37% TOTAL 'EASEMENT AREA 285± SQ. FT. 88'20'24"E 6 00' --r- DENOTES DIRECTION OF FLOW TYPE "B" DRAINAGE = 5 `° ELEVATIONS SHOWN THUS (11.50) Le end 10° B.R_L. — — _ - - '� WERE TAKEN FROM ENGINEERING PLANS COVERED COV. .: 1 BY TAYLOR & WHITE, INC., DATED JUNE 2013 SKETCH FOR. PLOT PLAN ONLY =DOES NOT REPRESENT OR PURPORT TO SHOW - 4 z$ I 1 ELEVATIONS SHOWN HEREON F ESNC - EASEM NT I.D. - IDENTIFICATION BOUNDARY LINES NOR: IS IT ON A FIELD RUN. SURVEY REFER TO NAVD OF 1988 CONG - CONC MONU i r I L 0 T 5 8 ALL PAVERS .BASED. ALL A Z (VACANT) � L ALL MEASUREMENTS ESTIMATED [ MON. - LR. P.T. - POINT OF TANGENCY IPE P.C.P. r PERMANENT CONTROL POINT I ( FRONT 743± SQ. FT. IRON: A DELTA 0 I} I BACK 393± SQ. FT. SURVEYORS 7I i CH - CHOPI FCC — POINT OF COMPOUND CURVE SURVEY NOT VALID UNLESS EMBOSSED BY SEAL � I A - ARC R - RADIu I I r DG PROPOSE COVERED Co JAMES D. HARRISON, JR,. No. 2647 INC BRICK PAVER PORCH U O 0.) =.: DEED TED F.P.&L- FLORIDA POWER & UGNT (TYP.) - TYPICAL MICHAEL A. GARRETf, No. 6643 0_ O I O 1010' 40.0° Z -' 3NGVD R) .' PUT o 1 m o r L. W r cu _ 1 "-20' o 0) I PROPOSED RADIAL CENTER UNE UNE . NAVD . NORTH AMERICAN VERTICAL SCALE �t�hex� n q N ' CUSTOMER N I u, I RESIDENCE Z m� R/W RIGHT--OF—WAY FENCE o ml z �' I MODEL "FRANKLIN" C --%A 10 CA I ° W=40.00' o o DD -6f- 5.0' —x— - EOW - EDGE OF WATER DATE 11-27-17 LORI ISTERED S EYOR A APPER N I N (W) . WITNESS m IlotI PR o I 0'.0 DR. BY BRB DIR. P:\2017\83000-159780-PIotP1On ORDER NO. ; 159780' FILE 83000 I zni1 I TWO CAR p GARAGE I 1 27.0° m 13 � J w r I 1010, 13.0' o lot o,rPROPOSED BRICK r PAVER ENTRY., PROPOSED - - - -- lq 0, DRIVEWAY i Ni0 PROPOSED y I BRICK PAVER I ENTRY WALK t MINT z o c 9Q 0` / EASEMENT n I pR$ ` A ❑CHEMICALRSG� PROPOSED CONCRETE .9 `� TOILET CURB TTER N��.3�'S4A, PROBON`Ej 0 W ry0' COR 40. f` \ .\ ATLANTIC BEACH DRIVE DATA Cl (50' RIGHT OF WAY) CURVE 50' RADIUS' CUL-DE-SAC 555'06'53"W CH = 37.08' R = 50.00' A = 37.98' P.R.C. A = 43'31'36" LOT 5 5 MODEL "FRANKLIN" LOT S ZE 8,370± SQ. FT. DRIVEWAY TO R/W 556± SQ. FT. ENTRY WALK 39± SQ. FT. RIGHT-OF-WAY LENGTH 37.98 FT. TOTAL IMPERVIOUS COVERAGE 3,071± SO. FT. 37% TOTAL 'EASEMENT AREA 285± SQ. FT. BUILDERS ENDORSEMENT' SIGNED: NAME: DATE: TREE SCHEDULE LOT SQ. FT. MINUS EASEMENTS/WETLANDS 8,085 ACRES=8,085/43,560 0.19 ACRESx40=REQUIRED TREE INCHES 7.6 THE REQUIRED NUMBER OF TREE INCHES WILL BE MET USING 2" DIAMETER TREES. 70% OF REQUIRED PLANTED TREES SHALL BE CANOPY TYPE, WITH NO MORE THAN 50% OF THE SAME SPECIES. UNDERGRUUNU tNGKUAt nnntrvla rvvl w�hlcv THE LOT SHOWN HEREON IS IN THE SPECIAL FLOOD HAZARD ZONE "X" AS SHOWN ON FLOOD INSURANCE RATE MAP 0406 H FOR THE CITY OF JACKSONVILLE,' FLORIDA, DATED 06-03-13 ALL AMERICAN SURVEYORS OF FLORIDA, INC. LAND SURVEYORS - 3751 SAN JOSE PLACE. SUITE 15 - JACKSONVILLE. FLORIDA 32257 - 904/179-0088 - LICENSED LAND BUSINESS NO. 3857 = 5 Le end — COVERED COV. .: F.F.E. - FINISH FLOOR ELEVATION A/C AIR CONDITIONER SKETCH FOR. PLOT PLAN ONLY =DOES NOT REPRESENT OR PURPORT TO SHOW - 4 - F ESNC - EASEM NT I.D. - IDENTIFICATION BOUNDARY LINES NOR: IS IT ON A FIELD RUN. SURVEY - CONG - CONC MONU P.R.M. - PERMANENT REFERENCE .EfE MONUMENT ENf .BASED. ALL MON. - LR. P.T. - POINT OF TANGENCY IPE P.C.P. r PERMANENT CONTROL POINT AMERICAN IRON: A DELTA ROD ANGLE P.C. - POINT. OF CURVE P.R.C. - POW OF REVERSE CURVE SURVEYORS CH - CHOPI FCC — POINT OF COMPOUND CURVE SURVEY NOT VALID UNLESS EMBOSSED BY SEAL OF FLORIDA, A - ARC R - RADIu GTH B.R.L - BUILDING RESTRICTION JAMES D. HARRISON, JR,. No. 2647 INC O 0.) =.: DEED TED F.P.&L- FLORIDA POWER & UGNT (TYP.) - TYPICAL MICHAEL A. GARRETf, No. 6643 3NGVD R) .' PUT - NATIONAL GEODETIC VERTICAL DATUM _ 1 "-20' RADIAL CENTER UNE UNE . NAVD . NORTH AMERICAN VERTICAL SCALE �t�hex� — 9 R/W RIGHT--OF—WAY FENCE DATUM P.I. - POINT OF INTERSECTION —x— - EOW - EDGE OF WATER DATE 11-27-17 LORI ISTERED S EYOR A APPER —B — (W) . WITNESS roe TOP OF BANK F.8. X DR. BY BRB DIR. P:\2017\83000-159780-PIotP1On ORDER NO. ; 159780' FILE 83000 i MAP SHOWING PLOT - PLAN OF LOT 58 AS SHOWN ON MAP OF ATLANTIC BEACH COUNTRY CLUB UNIT 2 AS RECORDED IN PLAT BOOK 67 PAGES 132-137 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLA. CERTIFIED TO: TOLL BROTHERS, INC. II G 0 L F C O U R S E I 88'20'24"E 69;O0' , I -* DENOTES DIRECTION OF FLOW bo TYPE "B" DRAINAGE r. 1D' B.R.L. _ _ ELEVATIONS SHOWN THUS (11.50) r — WERE TAKEN FROM ENGINEERING PLANS I g I BY TAYLOR & WHITE, INC., DATED JUNE 2013 �5 I ELEVATIONS SHOWN HEREON REFER TO NAVD OF 1988 I A I L 0 T 5 8 $Z I (VACANT) O ALL PAVERS ALL MEASUREMENTS ESTIMATED cWG- FRONT 743± SQ. FT. 1 BACK 393± SQ. FT. lc% I m PROPOSED C VERED- ° I r t I BRICK PAVER PO 00 Ln 1010, 40.0' r -'a (� C1 r I 41 my Ir -f 1 0 -n� I N o I PROPOSED n I n I a N s u CUSTOMER y I cn ® . �I RESIDENCE c z + r p rAI MODEL "FRANKLIN" COMMUNITYDEVELOPMENT ma m v I �0 W j W=40.00' I U) o D=66.67' 5 0 APPROVED' D �] �, I I F.F.E.=(11.50) A l 1- R O V ; D PROPOSED F.F.E.=(12.50) g o C, 0 m>a� N TWO CAR f y GARAGE o p W a 1! I w 27.0 r A3 c 1010. 13.0 0 -' PROPOSED BRICK s - - -- ME PAYER PROP SEp,'. J ✓ (�{ , _— I 79.0' PROPOSED DRIVEWAY BRICK PAVER ENTRY WALK I 5'IE7 ASEMENT A []CHEMICAL R3p� 2 WpER 9 ` \ MESERS TOILET ONCRETE CURB & GUTTER �URBON Ej 40' ti \ ATLANTIC BEACH DRIVE _ (50' RIGHT OF WAY) CURVE DATA Cl g' 50' RADIUS CUL-DE-SAC S55'06'53"W CH = 37.08' R = 50.00' A = 37.98' P.R.C. 4 = 43'31'36" LOT 58 MODEL "FRANKLIN" LOT SIZE 8,370± SQ. FT. DRIVEWAY TO R/W 556± SO. FT. BUILDERS ENDORSEMENT ENTRY WALK 39± SQ. FT. SIGNED: RIGHT-OF-WAY LENGTH 37.98 FT. NAME: TOT L IMPERVIOUS COVERAGE 3,071± SQ. FT. 37% DATE: TOT L EASEMENT AREA 285± SQ. FT. TREE SCHEDULE LOT SQ. FT. MINUS EASEMENTS/WETLANDS 8,085 ACRES=8,085/43,560 0.19 ACRESx40=REQUIRED TREE INCHES 7.6 THE REQUIRED NUMBER OF TREE INCHES WILL BE MET USING 2" DIAMETER TREES. 70% OF REQUIRED PLANTED TREES SHALL BE CANOPY TYPE, WITH NO MORE THAN 50% OF THE SAME SPECIES. UNDERGROUND ENCROACHMENTS NOT LOCATED THE LOT SHOWN HEREON IS IN THE SPECIAL FLOOD HAZARD ZONE "X" AS SHOWN ON FLOOD INSURANCE RATE MAP 0406 H FOR THE CITY OF JACKSONVILLE, FLORIDA, DATED 06-03-13 ALL AMERICAN SURVEYORS OF FLORIDA, INC. LAND SURVEYORS - 3751 SAN JOSE P1ACE, SUITE 15 - JACKSONVILLE FLORID14 32257 - 904/279-OOW - LICENSED LAND BUSINESS NO. 3857 Leen COV. - Fo No ° F.F.E. -. FINISH FLOOR ELEVATION A/c ;- AIR CONDITIONER -s ESj-,0E-WAY NT. I.D. . IDENTIFICATION P.R.M. -PERMANENT SKETCH FOR PLOT PLAN ONLY - DOES NOT REPRESENT OR PURPORT TO SHOW _ 4 coNc - ETE REFERENCE BOUNDARY LINES NOR IS IT BASED ON A FIELD RUN SURVEY - MON. - I.P. -IPE ENT MONUMENT P.T. . POINT OF TANGENCY I.R. , - OD P.C.P. - PERMANENT CONTROL POINT ALL AI - P.C. - POINT OF CURVE P.R.C. - POINT OF REVERSE CURVE T AMERICAN _ Nµc� ' P.C.C.- POINT OF COMPOUND CURVE D.R.L. -.BUILDING RESTRICTION SURVEY NOT VALID UNLESS EMBOSSED BY SEAL SURVEYORS (CAALc.) . ((°)) ATED OYP.) - FLORIDA POWER s Ua+T JAMES D. HARRISON. JR.. No. 2647 OF FLORIDA, (P) . NCVD. NATIONAL GEODETIC VERTICAL MICHAEL A. GARRETT, No. 6643 (R -LNE t - R/W. - N- UNE DATUM NAVD -NORTH AMERICAN VERTICAL DATUM SCALE 1"-20°� P.I. _ POINT OF INTERSECTIONEow -9 a DGE OF WATER TOB To DATE 11-27-17 LORI ISTERED S EYOR A APPER(W) F.B. X DR. BY BRB D/R• ' P:\2017\83000-159780-plotplan ORDER NO. 159780 FILE 83000 - 1-- BUILDERS ENDORSEMENT SIGNED: NAME: DATE: TREE SCHEDULE LOT SQ. FT. MINUS EASEMENTS/WETLANDS 8,085 ACRES=8,085/43,560 0.19 ACRESx40=REQUIRED TREE INCHES 7.6 THE REQUIRED NUMBER OF TREE INCHES WILL BE MET USING 2" DIAMETER TREES. 709 OF REQUIRED PLANTED TREES SHALL BE CANOPY TYPE, WITH NO MORE THAN 50% OF THE SAME SPECIES. OT 58 MODEL "FRANKLIN" UNDERGROUND ENCROACHMENTS NOT LOCATED OT SIZE 8,370± SQ. FT. RIVEWAY TO R/W 5561 SQ. FT. MAP SHOWING PLOT PLAN OF NTRY WALK 39± SQ. FT. IGHT–OF–WAY LENGTH ` 37.98 FT. LOT 58 AS SHOWN ON MAP OF QTAL IMPERVIOUS COVERAGE 3,071± SQ. FT. 37% DTAL EASEMENT AREA 285± SQ. FT. ATLANTIC BEACH COUNTRY CLUB UNIT 2 AS RECORDED /N PLAT BOOK 67 PAGES 732-137 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLA. Le CERTIFIED TO: TOLL BROTHERS, INC. =5 j I G 0 L F C O U R S E COV. FND. F-LFINISH FLOOR ELEVATION COVEREDF- FOUND A/c - AIR CONDITIONER SKETCH FOR PLOT PLAN ONLY - DOES NOT REPRESENT OR PURPORT TO SHOW 88'20'24"E 624 ESMT –- DENOTES DIRECTION OF FLOW BOUNDARY LINES NOR IS IT BASED ON A FIELD RUN SURVEY TYPE "B" DRAINAGE CONIC M MON. CONCRETE MONUMENT MONUMENT P.T.. -.POINT OF TANGENCY " ELEVATIONS SHOWN THUS (11.50) I.P. LR. —1o_B.R_L. _ _ — ^ — � r — — - — -1 WERE TAKEN FROM ENGINEERING PLANS AMERICAN BY TAYLOR & WHITE, INC., DATED JUNE 2013 I A' CH DELTA ANGLE P.C. ,- POINT OF CURVE CHORD P.R.C. - POINT OF REVERSE CURVE ELEVATIONS SHOWN HEREON A Io I REFER TO NAVD OF 1988 SURVEY NOT VALID UNLESS EMBOSSED BY SEAL OF FLORIDA, f L 0 T 5,8 I A (VACANT) O ALL PAVERS (ca.c.) RESTRICTION CALCULATED F.P.&L- FLORIDA POWER & ucHr JAMES D. HARRISON, JR.. No. 2647 oa ALL MEASUREMENTS ESTIMATED L4 (D) FRONT 743± SQ. FT. MICHAEL A. GARRETT, No. 6643 BACK 393± SQ. FT. i(P3 R PUT NOVO - NATIO GEODETIC VERTICAL www. UNE 1 "=20' m ' PROPOSED COVERED CDr BRICK PAVER PORCH Ol SCALE : 8 _ 9. t Z I� O o Q 100' 40.0' mA �A R/W DNORTH RIGHT-OF-WAY P.I. POINT OF INTERSECTION vo '1 I A -z- F zm 10 0) PROPOSED � DATE 11-27-17 LORI ISTERED S VEYOR A PER —8 I- m 0° '' CUSTOMER N m RESIDENCE Z (W) WITNESS roe -TOP of BANK p m� I Z m MODEL "FRANKLIN•' i v F. a. DR. BY BRBDIR. P:\2017\83000-159780-plotplon ORDER N0. 159780 FILE 83000 0 L4 v, W=40.00' o N o D=66.67' 5.0' va :. T,.I � p� F.F.E.=(11.50) I PROPOSED F.F.E.=(12.50) g o C,"S ZnO� J TWO CAR I GARAGE > m Do y `.� 0 27.0' 13.Vs D Za w II13.0' o %_ O�O' a,TPROPOSED BRICK PROPOSED be PA VER ENTRY BRICK PAVER - _ - - - �ifl PROPOSED y BRICK PAVER IENTRY WALK JE ENAT C,/ � R CHEMICAL PROP OSEDTOILET CONCRETECURB & GUTTER 54"N/ , RBON E� PF40 ryp0 ATLANTIC BEACH DRIVE (50' RIGHT OF WAY) CURVE DATA Cl �W 50' RADIUS CUL-DE-SAC S55*06'53"W CH _ 37.08' R _ 50.00' A = 37.98' P.R.C. A = 4331'36" BUILDERS ENDORSEMENT SIGNED: NAME: DATE: TREE SCHEDULE LOT SQ. FT. MINUS EASEMENTS/WETLANDS 8,085 ACRES=8,085/43,560 0.19 ACRESx40=REQUIRED TREE INCHES 7.6 THE REQUIRED NUMBER OF TREE INCHES WILL BE MET USING 2" DIAMETER TREES. 709 OF REQUIRED PLANTED TREES SHALL BE CANOPY TYPE, WITH NO MORE THAN 50% OF THE SAME SPECIES. OT 58 MODEL "FRANKLIN" UNDERGROUND ENCROACHMENTS NOT LOCATED OT SIZE 8,370± SQ. FT. RIVEWAY TO R/W 5561 SQ. FT. THE LOT SHOWN HEREON IS IN THE SPECIAL FLOOD HAZARD ZONE "X" AS SHOWN NTRY WALK 39± SQ. FT. IGHT–OF–WAY LENGTH ` 37.98 FT. ON FLOOD INSURANCE RATE MAP 0406 H FOR THE CITY OF JACKSONVILLE, FLORIDA, DATED 06-03-13 QTAL IMPERVIOUS COVERAGE 3,071± SQ. FT. 37% DTAL EASEMENT AREA 285± SQ. FT. BUILDERS ENDORSEMENT SIGNED: NAME: DATE: TREE SCHEDULE LOT SQ. FT. MINUS EASEMENTS/WETLANDS 8,085 ACRES=8,085/43,560 0.19 ACRESx40=REQUIRED TREE INCHES 7.6 THE REQUIRED NUMBER OF TREE INCHES WILL BE MET USING 2" DIAMETER TREES. 709 OF REQUIRED PLANTED TREES SHALL BE CANOPY TYPE, WITH NO MORE THAN 50% OF THE SAME SPECIES. UNDERGROUND ENCROACHMENTS NOT LOCATED THE LOT SHOWN HEREON IS IN THE SPECIAL FLOOD HAZARD ZONE "X" AS SHOWN ON FLOOD INSURANCE RATE MAP 0406 H FOR THE CITY OF JACKSONVILLE, FLORIDA, DATED 06-03-13 ALL AMERICAN SURVEYORS OF FLORIDA., INC. LAND SURVEYORS - 375I SAN JOSE PUCE, SUITE 15 -JACKSONVILLE, FLORIDA, 32257 - 904/279-0068 - LICENSED LAND BUSINESS NO. 3857 Le end =5 COV. FND. F-LFINISH FLOOR ELEVATION COVEREDF- FOUND A/c - AIR CONDITIONER SKETCH FOR PLOT PLAN ONLY - DOES NOT REPRESENT OR PURPORT TO SHOW —4 ESMT EASEMENT. p IDENTIFICATION R.M. - PERMANENT REFERENCE BOUNDARY LINES NOR IS IT BASED ON A FIELD RUN SURVEY CONIC M MON. CONCRETE MONUMENT MONUMENT P.T.. -.POINT OF TANGENCY " ALL I.P. LR. IRON PIPE IRON ROD P.C.P.. PERMANENT CONTROL PWlT AMERICAN A' CH DELTA ANGLE P.C. ,- POINT OF CURVE CHORD P.R.C. - POINT OF REVERSE CURVE SURVEYORS A ,� LENGTH P.C.C. - POINT OF COMPOUND CURVE D.R.L. . BUILDING SURVEY NOT VALID UNLESS EMBOSSED BY SEAL OF FLORIDA, (ca.c.) RESTRICTION CALCULATED F.P.&L- FLORIDA POWER & ucHr JAMES D. HARRISON, JR.. No. 2647 INC. (D) DEED (TYP.) - TYPICAL MICHAEL A. GARRETT, No. 6643 i(P3 R PUT NOVO - NATIO GEODETIC VERTICAL www. UNE 1 "=20' ' CENTER UNE PUVD a AMERICAN VERTICAL SCALE : 8 _ 9. R/W DNORTH RIGHT-OF-WAY P.I. POINT OF INTERSECTION - -z- .FENCE EOW - EDGE OF WATER DATE 11-27-17 LORI ISTERED S VEYOR A PER —8 (W) WITNESS roe -TOP of BANK F. a. DR. BY BRBDIR. P:\2017\83000-159780-plotplon ORDER N0. 159780 FILE 83000 NOTICE OF COMMENCEMENT State of: FLORIDA 'I'ax Folio No. 169505-1585 County of: DUVAL To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes,the following information is stated in this NOTICE OF COMMENCEMENT. Legal Description of property being improved: Lot 58 Atlantic Beach Country Club Unit 2,67-132 08-2S-29E.152 Address of property being improved: 1894 ATLANTIC BEACH DRIVE,ATLANTIC BEACH,FL 32233 General description of improvements: NEW HOME CONSTRUCTION Owner:TOLL FL VI LIMITED PARTNERSHIP Address: 160 CAPE MAY AVE..PONTE VEDRA,FL 32081 Owner's interest in site of the improvement: FEE SIMPLE Fee Simple Titleholder(if other than owner): Name: Contractor: TOLL BROS.,INC. Address: 160 CAPE MAY AVE.PONTE VEDRA,FL 32081 Telephone No: 904-217-3852 Fax No: 904-460-2683 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 titan himself,designated by owner upon whom notices or other documents may be served: Name: STEVE MERTEN,Division President Address: 160 CAPE MAY AVE. PONTE VEDRA,FI.32081 Telephone No: 904-217-3852 Fax No: 904-460-2683 In addition to himself, owner designates the following person to receive a copy of the Licnor'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(I)year from the date of recording unless a different date is specified): THIS SPACE FOR RECORDER'S USE ONLY OWNER (; Signed: /� Date: 'Mr Before me th'. �1 . day of,, rtJAAA 12_ ? in the Coun Johns, State Of Flo da,has personally appeared J Doc#2018018993,OR BK 18261 Page 2220, gotary Public at Large,Sta o FI. ida,County of ST.JOHNS. Number Pages:1 vfy commission expire . -1 I 4 2- Recorded 01/25/2018 08:39 AM, >ersonally Known: _ or RONNIE FUSSELL CLERK CIRCUIT COURT DUVAL eqo >rodttced Identilicat' �'� COUNTY .... RECORDING $10.00 „Aro°u. Notary Public State of Florida Melissa Sue Lieberman y 6• My Commission GG 128080 ,Coo Expires 68/18/2021 MAP SHOWING PLOT PLAN ' OF LOT 84 AS SHOWN ON MAP OF ATLANTIC BEACH CO UNTR Y CLUB UNIT AS RECORDED /N PLAT BOOK 67 PAGES 132-137 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLA. CERTIFIED TO: TOLL BROTHERS, INC. .. DENOTES DIRECTION OF FLOW OFFICE COPY REVSION TYPE "A" DRAINAGE BP#C ELEVATIONS SHOWN THUS (10.60) S 7 WERE TAKEN FROM ENGINEERING PLANS DATE BY TAYLOR & WHITE, INC., DATED 04-15-14 SIGNEt /! ELEVATIONS SHOWN HEREON REFER TO NAVD OF 1988 6 3 pxs .-- O n° ..' CE N75•� y 3 T ECgl'D WA A 0 4 QS` N o Pik rltslt of C EN •��'. �q o. �,E,SIS) �0. o A© � 3,1.0 ,..1 G 0 'o_l p-.7 (10.60 co •A`+ 5 9' G CC)00' ia in�r0'3`.35 Also 4 0 p" OFFICECOPY a Nv NOTE: TO AL HEIGHT OF BUL.IDING = (25 FT B-1/2 IN.) DIMENSIOI S SHOWN HEREON ARE PER FOUNDATION PLAN ALL PAVERS ALL MEASUREMENTS ESTIMATED LOT 84 MODEL "DAVENPORT" LOT S12E 6,600± SQ. FT. DRIVEWAY TO R/W 544* SQ. FT. APPRO [MATESIDEWALK220± SQ. FT. ENTRY ALK 33± SQ. FT. RIGHT— F -WAY LENGTH 55.00 FT. TOTAL MPERVIOUS COVERAGE 3,374± SQ. FT. 51X TOTAL ASEMENT AREA 413± SQ. FT. FRONT 572± SQ. FT. NOTE BUILDER TO MAINTAIN 3.0' BACK 140± SQ. FT. BETWEEN A/C PAD AND PROPERTY UNE. BUILDERS ENDQRSEMENT SIGNED: NAME: DATE: TREE SCHEDULE LOT SQ. FT. MINUS EASEMENTS/WETLANDS 6,187 ACRES -6,187/43,560 0.14 ACRESx4O=REQUIRED TREE INCHES 5.6 THE REQUIRED NUMBER OF TREE INCHES WILL BE MET USING 2" DIAMETER TREES. 70% OF REQUIRED PLANTED TREES SHALL BE CANOPY TYPE, WITH NO MORE THAN 50% OF THE SAME SPECIES. FLIP HOU5jL AND MUVE TU THE KLM: UU-2J-1 ! Ul l-lLa THE LOT SHOWN HEREON IS 1N THE SPECIAL FLOOD HAZARD ZONE "X" AS SHOWN ON FLOOD' INSURANCE RATE MAP 0406 H FOR THE CITY OF JACKSONVILLE. FLORIDA, DATED 06-03-13 ALL AMERICAN SURVEYORS OF FLORIDA, INC. LANA SURVfMS - 3751 SAN JOSE PLAC& SURE 15 - JACKSOA(VlU& FLORILK M257 - 904/279-O= - LICENSED LAND 8U5MIESS NO. J857 =end _ = 5 `t : FFM . FINM FLOOR OEYATId1 Nc AIR GONOrTi0f1ER LD. » IOEJi11FICATION : SKETCH FOR PLOT PLAN ONLY -DOES NOT REPRESENT OR PURPORT TO SHOW _ - - 4 PJW. - PERMANENT REFEAF]K BOUNDARY LINES NOR IS IT BASED ON A FIELD RUN SURVEY caNc „ MON. -. WOO" I.P. PT. - POINT OF TANGENCY /LLL... LR. - uIDN P.C.P. - PERMAH HT CONTROL POINT P.C.- POHTf of CURVE - DELTA ANGLE P.R.C. - FOINT OF REtiER,SE a�E CAER/CAN,e VEYORS AI - ARC OTH B.Qr PO CURVE SURVEY NOT VALID UNLESS EMBOSSED BY SEAL FLORIDA, C)LCU W RESTRICTION TED F.P.&L- FLORIDA POWER & Dasr - TYPICAL JAMES 0. HARRISON, JR.. No. 264%7 MICHAEL A. GARRE7T. No. , 6643�f ! / % INC. �I : � NOVO N+t GEODETIC V RlW_ DATUM 1"-20' fRAM - UK Raw - MO 1Cl1L 1� RMERICM VERTr.& SCALE 9 R/W .. MKr OF -WAY PJ. -POW OF fIAERSECI OfI FENa EDGE OF WATER DATE sem' -17 ORID RE ED SU OR AN PER -8 TD • TOP OF SAW F.B. X DR. BY SRS 01,x'' P:\2017\82138-156226-plotplon ORDER NO. 156226 RLE 82138 F.B. SK ET H D. C. N/A DR. BY DDW D/R. P:\2017 (81358) 'ORDER NO. 162241-FNL FILE 82138 MAP SHOWING BOUNDARY SURVEY OF L 0 T 84 AS SHOWN ON MAP OF ATLANTIC BEACH COUNTRY CLUB UNIT 2 AS RECORDED IN PLAT BOOK 67 PAGES 132-137 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLA. CERTIFIED TO: RAYMOND PATRICK HAMILTON FISHE & PATRICIA GLIBERT FISHE TBI MORTGAGE COMPANY WESTMINSTER TITLE AGENCY, INC h SCANNED• CHICAGO TITLE SCANNED. INSURANCE COMPANY Date: p.'1. Z9 a J O, N .• 6 PSE% 120.00„ � WM 4, G LA Von O .�4 oN ✓ CCO o �, � o O � 1*0 SJO RPM y�J 6•a �x RESSS�40 yL N \ ti Aa0 FFE�11 N \ RWM J p o,;CD 8 Jpl 3.6 X P /AIO0. \\ \w \\ P•C 0 \ 'O \ 0. \\ DETAIL"A" NOT TO SCALE \\ \ DENOTES_ CONCRETE 2 MCHMARK:! FNC + \ TVRB - DENOTES TELEVISION RISER BOX NAIL & DISK PEGGED MANHOLE AT C.L.I. OF i N I co. RWM - DENOTES RECLAIMED COASTAL OAKS LANE AND 0 1 WATER METER —0—ATLANTIC BEACH DRIVE II ELE VATI ON: (7.92) - DENOTES SANITARY SEWER CLEAN OUT ELEVATIONS 1 o')CP ! r�0 SHOWN HEREON REF R TO NAVD OF 1988 \� O THH - DENOTES TELECOM HAND HOLE 6 FINAL; W.O. #162241; 3-26-18 (FIELD) \� �' WM - DENOTES WATER METER FOUNDATION; .F.E.; W.O.# 158972; 10-17-17 (FIELD) LOT & HOUSE STAKE OUT (GOOD -SET F.F.E.); W.O.# 158751; 10-03-17 (FIELD) FLIP HOUSE AND i DENOTES FOUND /2" MOVE TO THE REAR; 08-23-17 (OFFICE) - ---' ® IRON PIPE LB D 481 THIS SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF A TITLE COMMITMENT. UNLESS OTHERWISE NOTED THERE MAY B ADDITIONAL EASEMENTS AND/OR RESTRICTIONS THAT ARE NOT SHOWN ON THIS SURVEY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. UNDERGROUND ENCROACHMENTS NOT LOCATED THE LOT SHOWN HEREON IS IN THE SPECIAL FLOOD HAZARD ZONE "X" AS SHOWN ON FLOOD INSURANCE RATE MAP 0406 H FOR THE DUVAL COUNTY, FLORIDA, DATED 06-03-13 ALL AMERICAN SURVEYORS OF FLORIDA, INC. LAND SURVEYORS - 3751 SAN JOSE PLACE, SUITE 15 - JACKSONNLL& FLORIDA, 32257 - 904/279-0088 - LICENSED LAND BUSINESS NO. 3857 Legend COV. COVER FND. - FOUND F.F.E. - FINISH FLOOR ELEVATION A/C = NR CONDITIONER THIS IS TO CERTIFY THAT THE ABOVE LANDS WERE SURVEYED UNDER MY RESPONSIBLE = 5 - ESMY _ EASEMEt CONC - CONCRE T I.D. - IDENTIFICATION E P.R.M. - PERMANENT REFERENCE SUPERVISION AND DIRECTION, THAT THERE ARE NO ENCROACHMENTS EXCEPT AS SHOWN AND THAT THE SURVEY SHOWN HEREON MEETS THE MINIMUM TECHNICAL STANDARDS SET — 4 - MON. MONUM I.P..- IRON PID IRON T MONUMENT P.T. - POINT OF TANGENCY P.C.P. - PERMANENT CONTROL POINT FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS PURSUANT TO CHAPTER 472C. / CHAPTER 611317-6, FLORIDA STATUTES. ALL C - DELTA A - CHORD A - AIS - POINT OF CURVE.027 GLE p R.C. - POINT OF REVERSE CURVE GTM P.C.C. - POINT OF COMPOUND CURVE - SURVEY NOT VALID\ ~UNI-±S,S EMBOSSED BY SEAL AMER/CAN SURVEYORS (CALC.) - ecus B.R.L - BUILDING RESTRICTION F.P.&L- FLORIDA POWER & LIGHT JAMES D. -,HARRISON -)R., Nom \2647 OF FLORIDA INC. (D) -DEED R = PLAT -CENTER (tYP.) - TYPICAL NE NGVD DATUM GEODETIC VERTICAL NE NAVD - NORTH AMERICAN VERTICAL MICHAEL .A. 10.°.6643: . SCALE 1=20' 1'r R/W - RIGHT -0 -WAY DATUM P.I. - POINT OF INTERSECTION - —9 __FENCE EOW - EDGE OF WATER DATE 05-26-17 - (W) - wrtNEss rOB = TOP OF BANK FL I EGISTERED EY a_,:,MAPPER =8 F.B. SK ET H D. C. N/A DR. BY DDW D/R. P:\2017 (81358) 'ORDER NO. 162241-FNL FILE 82138 -- mit Lumber design values are n accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. OFFICE COPY MiTelc:' RE: 14854T0 - Franklin MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa,FL 33610-4115 Customer Info: Toll Brothers Project Name: . Model: The Franklin Lot/Block: 058 Subdivision: Atlantic Beach Address: 1894 Atlantic Beach Drive, . City: Jacksonville State: FL Name Address and License #of Structural Engineer of Record, If there is one, for the building. Name: Lou Pontigo License #: 53311 Address: 420 Osceola Ave., . City: Jacksonville Beach 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 8.1 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: 60.0 psf This package includes 78 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. 'Seal# Truss Name ' Date No. Seal# 'Truss Name Date 1 1112862110 E2 j 1/3/18 18 T12862127 F8G 1/3/18 2 iT12862111 1E23 j 1/3/18 19 T12862128 F9 1/3/18 3 1112862112', E6 1/3/18 20 T12862129FG1 1/3/18 4 1112862113! F1 1 1/3/18 21 1T12862130 1 FG2 1 1/3/18 5 ,T128621141 F10 11/3/18 22 1T12862131 , FG3 1 1/3/18 6 T12862115 F11 1/3/18 23 1T12862132 , FT1 1/3/18 1_7 _ _11128621161F12 ; 1/3/18 24 T12862133 j HJ2 _ 1/3/18 8 11128621171F13 j 1/3/18 25 j T12862134 1 HJ23 1/3/18 9 (112862118 1 F14 1/3/18 26 ,712862135(11 1/3/18 10 (T12862119( F2 1/3/18 27 T12862136 1 110 1/3/18 11 1712862120 F3 1 1/3/18 28 11128621371 T11 1/3/18 12 11128621211 F4 1/3/18 29 11-128621381112 - - 1/371.8 j/37f.8 13 T12862122 F4X 1/3/18 30 1112862139(113 1/3/18 114 _11128621231±5 ' 1/3/18 31 11128621401 T14 ' . 1/3/18 15 1T12862124 1 F6 1/3/18 132 1112862141 1115 1/3/18 16 112862125 F7 11/3/18 133 112862142 T16 - 1/3/18. 17 1112862126 F8 I 1/3/18 134 1112862143 11-17 1/3/18 The truss drawing(s) referenced above have been prepared by MiTek �s`��,'(ER 'P,p"1. USA, Inc. under my direct supervision based on the parameters ��,,�P�.G E N,•61,e., USA, provided by Building Component Supply. : • .• '' •• • '• • Truss Design Engineer's Name: Finn, Walter ;r. *•;• No 22)0::: * :.... 839 My license renewal date for the state of Florida is February 28, 2019. • IMPORTANT NOTE: The seal on these truss component designs is a certification �'.•• STA OF :,LQ that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters �,,,_ ,.,,....4. O A 1 O*.r?\Ns shown(e.g.,loads,supports,dimensions,shapes and design codes),which were i� s�........�r1 ,„� file reference purposn to MiTek. Any e was nott specific takenlon into acro nted sinor the p rekaration000f �ji'1ONA�'%`ts� P rP Ypreparation these designs. MiTek has not independently verified the applicability of the design Wafter P.Finn PE No.22839 parameters or the designs for any particular building. Before use,the building designer MiTek USA,Inc.FL Cert 6634 should verify applicability of design parameters and properly incorporate these designs 6904 Parke East Blvd.Tampa FL 33610 into the overall building design per ANSI/TPI 1,Chapter 2. Dec January 3,2018 Finn, Walter 1 of 2 4 RE: 14854T0 - Franklin Site Information: Customer info:.Toll Brothers Project Name: . Model:'The Franklin Lot/Block: 058 Subdivision: Atlantic Beach Address: 1894 Atlantic Beach Drive, . City: Jacksonville State: FL No. Seal# Truss Name Date 1 No. Seal# Truss Name Date 35 112862144 T18 1/3/18 78 T12862187 W 1/3/18 36 T12862145 1119 1/3/18 37 T12862146112 1/3/18 38 T12862147 1 120 1/3/18 39 T12862148 1 121 1/3/18 40 112862149 1 122 1/3/18 41 T128621501123 1/3/18 42 T12862151 1T24 1/3/18 143 T12862152 1125 1/3/18 144 T12862153 1 126 1/3/18 145 T1286215411-27 1/3/18 146 T128621551-128 1/3/18 147 T12862156 1T29 1/3/18 148 112862157113 1/3/18 149 T128621581-130 1/3/18 50 j T128621591131 1/3/18 51 T12862160 1132 1/3/18 52 T12862161 1T33 1/3/18 53 T12862162 1T34 1/3/18 54 T1 28621 63 1 135 1/3/18 55 T128621641136 1/3/18 56 T12862165 1 1-37 1/3/18 57 T12862166 1138 1/3/18 OFFICE CO PY 58 T1286216711'39 1/3/18 59 T12862168 11-4 1/3/18 60 T12862169 1 140 1/3/18 61 T12862170 1T41 1/3/18 62 1112862171 1142 1/3/18 63 1112862172 1 T43 1/3/18 64 1112862173 1T44 1/3/18 65 T12862174 1T45 1/3/18 66 1112862175 1146 1/3/18 67 T1 28621 76 1T5 1/3/18 68 T12862177 j T6 1/3/18 69 T1286217811-7 1/3/18 70 T12862179118 1/3/18 71 T12862180119 1/3/18 72 T12862181 1V1 1/3/18 73 T12862182 1V2 1/3/18 74 T12862183 1 V3 1/3/18 75 112862184 1V4 1/3/18 76 T12862185 1 V5 1/3/18 77 T12862186 1 V6 1/3/18 2 of 2 Job Truss Truss Type Qty Ply Franklin 112862110 14854T0 E2 Jack-Open 8T 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:50:53 2018 Page 1 ID:UlghMpvukCQ6hYcF0KOgovyHuh5-K3DITV4mUuMe9RwpO9vh77Q4FTuQK?wBgAoUpezz7d0 2-0-0 2-0-0 Scale=1:9.9 5.00 Fir 2 it 1 • O 3 441.0. • II 3x4= 2-0-0 2-0-0 Plate Offsets(X,Y)-- 11:0-0-0,0-1-61,(1:0-1-11,0-4-131 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) Udetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 6 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 nla n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=49/Mechanical,3=31/Mechanical,1=80/0-5-8 Max Horz 1=25(LC 12) Max Uplift 2=-18(LC 12),3=1(LC 12),1=1(LC 12) Max Gray 2=49(LC 1),3=35(LC 3),1=80(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=5.Opsf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3,1. 6)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MUSK REFERANCE PAGE Mil-7473 rev.10/0312015 BEFORE USE. INE Design valid for use only with MITek®connectors.This design Ls 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 orgy. 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/IPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available trom Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 _ r Job Truss Truss Type Qty Ply Franklin 1 i T12862111 14854T0 E23 Jack-Open 8 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:50:54 2018 Page 1 I D:UIghMpvukCO6hYcFOKOgovyHuh5-oFnghr4OFC UVnbV?ysRwfKzFJtE63SAKvgY2M4zz7d? 2-0-0 2-0-0 3.00 12 / Scale=1:8.2 2 1 I Qo 3 3x4= • 3x8 I I 0-7-11 2-0-0 0-7-11 1-4-5 Plate Offsets(X,Y)-- (1:0-0-0,0-1-7),(1:0-3-6,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 8 >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/TP12014 Matrix-MP Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=27/Mechanical,3=15/Mechanical,1=117/0-3-8 Max Horz 1=15(LC 12) Max Uplift 2=-13(LC 12),3=-9(LC 12),1=38(LC 12) Max Gray 2=27(LC 1),3=19(LC 3),1=117(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=5.Opsf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left exposed;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3,1. 6)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 1 _ ' A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 0/1-7473 rev.10/03/2015 BEFORE USE Nut 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 M iTe k • Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin i T12862112 14854TO E6 Jack-Open 26 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:50:55 2018 Page 1 I D:UIghMpvukCQ6hYcF0KOgovyHuh5-GRK2uB500W cMO14CVay9CYVJaHUCovQT8UHbuW zz7d_ I 6-0-0 I 6-0-0 Scale=1:19.8 5.00 2 ,, 7 ,i 12 9 3x4= 3 3x6 11 6-0-0 I 6-0-0 Plate Offsets(X,Y)-- f1:0-0-0,0-1-6),[1:0-1-11,0-4-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Idefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.08 3-6 >916 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.10 3-6 >686 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:20 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. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=157/Mechanical,3=81/Mechanical,1=238/0-5-8 Max Horz 1=75(LC 12) Max Uplift 2=-59(LC 12),1=-11(LC 12) Max Gray 2=157(LC 1),3=110(LC 3),1=238(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=5.0psf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 5-11-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 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)2,1. 6)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AM-7473 rev.1010312015 BEFORE USE. Design valid tot 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. Brac ig indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i M iTe k. is always required for stability and to prevent collapse with possbie personal injury and property damage. For general guidance regarding me fabrication,storage,delivery,erection and bracing of Busses and truss systems.seeANSI/TPI I Qualify Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 1Job Truss Truss Type Qty Ply Franklin s i T12862113 14854T0 Fl Floor 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:50:57 2018 Page 1 p ID:UIghMpvukCQ6hYcF0KOgovyHuh5-CgSoJt7GX7s4e2Ead?_dHzbfx5CbGlnmbomixPzz7cy I 0-9 0 I I- - -1-2-8 -31 0-1r8 I 1-2-8 I [- 1-2-8 1 1 1-2-8 I f 4 g I 1-3-0I I 0-11-13 I I Scale 3.5 3x4I 3x6= 3x4= 3x6= 4x6= 1 2 3 4 5 6 7 8 9 10 11 12 • o 1 to • -- lol a • • o 9 f • — N../ i, q 0 • 0 0 • • + 6 All& 1 17 16 15 1 13 3x4 II 3x4= 3x4 11 3x4= 3x4= 4x6= 4-0-44-6-0 7-1-0 18-11-0 -4210 6-7-8 611010 78-6 9-6-0 10-10-0 17-5-0 12-98 14-70.6 15-5.5 16-7-13 18-2-5 18 3 73 12I[ 0-4-02-7-8 d-2-8 105-81 1.11-8 I 1 -4-0 10-7-0 I 1.4-8 I 2-0-14 10-6-141 1-2-8 I 1-68 0-1-80-7-3 0-1-0 0-3-0 0-1-12 Plate Offsets(X,Y)— [1:Edge,0-1-81,[10:0-1-8,Edgel,[12:0-1-8,EdgeL[17:0-1-8,Edgel,[19:0-1-8,Edge),125:Edge,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.01 16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(CT) -0.02 15-16 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(CT) -0.00 14 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:79 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 8-5-0 except Qt=length)14=0-3-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)19 Max Gray All reactions 250 lb or less at joint(s)20,24,21,23,22,25 except 18=324(LC 1),19=324(LC 24), 14=1466(LC 1) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 8-9=-401/283,9-10=401/283,10-11=-248/436,11-12=-43/577 BOT CHORD 16-17=-283/401,15-16=-283/401,14-15.577/43 WEBS 8-18=-303/0,11-14=-507/0,8-19=-288/258,11-15=0/379,8-17=-112/295,10-15=-366/0, 12-14=-1146/85 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1,5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)19. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X 31 nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-12=-100,13-25=-10 Concentrated Loads(Ib) Vert:12=-985 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MR-7473 rev.10N3/2015 BEFORE USE. mit Design valid for use only with Mlteku 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/1PI I Quality CrIterla,D58-89 and SCSI Building Component 6904 Parke East Bbd. Safely Information avdlable from Truss Plate institute.218 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin 4 a T12862114 14854T0 F10 Floor Supported Gable 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:50:58 2018 Page 1 ID:UIghMpvukCQ6hYcF0KOgovyHuh5-h00BXD8ul R_xFComBiVSgA7w2Uc6?GcWgRW FUrzz7cx 0*8 0x8 Scale=1:29.9 3x6 FP= 3x4= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 -12 � 13 14 15 .. . . .: • 11 J r 7 33 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 3x4= 3x4= 3x6 FP— 3x4= 3x4= ' 180-0 l 18-0-0 Plate Offsets(X,Y)-- [15:0-1-8,Edge],[17:0-1-8,Edge],[30:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 17 n/a n/a BCDL 5.0 Code FBC2017fTP12014 Matrix-S Weight 85 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:30-31,16-17. REACTIONS. All bearings 18-0-0. (ib)- Max Gray All reactions 250 lb or less at joint(s)31,16,30,29,27,26,25,24,23,22,21,20,19,18,17 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. f, I Q WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE MB-7073 rev.10/03/2015 BEFORE USE. MN Design valid for use only with MITekra 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 possble personal knlnsy and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSl/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informallon avdlabie from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin 4 r T12862115 14854T0 F11 Floor 2 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:50:59 2018 Page 1 ID:UlghMpvukCQ6hYcFOKOgovyHuh5-9DaZkZ8X3k7otMNzkQ05MOg?bun8kaz335Fp01zz7cw 0-1-8 H I 1-3-0 I I 1.0-0 I 0-1r8 ScAli;=1:30.4 4x6= • 4x6= 1.5x3= 1.5x3 II 3x6 FP= 1.5x3= 1 2 3 4 5 6 7 8 9 10 o 1 �4 22 3r / X / X /r- -4/' ./ X / ii/ 23 0 - ' L 20 19 18 17 16 15 14 13 12 4x6= 3x6 FP= 1.5x3 H I 4x6= 1-6.0I 4-0-0 I 6-6-0 I 11-6-0 I 14-0-0 I 16-6-0 I 18-0-0 1-6-0 2-6-0 2-6-0 5-0-0 2-6-0 2-6-0 1-6-0 Plate Offsets(X,Y)-- [1:Edge,0-1-81,14:0-1-8,Edgel,[10:0-1-8,Edgel,[15:0-1-8,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.24 15 >897 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(CT) -0.28 14-15 >752 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.05 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:94 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat)*Except* except end verticals. 11-19:2x4 SP No.1(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 21=970/0-5-8,11=970/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=-965/0,10-11=-965/0,1-2=-984/0,2-3=-2427/0,3-4=-3264/0,4-5=-3558/0, 5-6=-3558/0,6-7=-3269/0,7-9=-2425/0,9-10=-984/0 BOT CHORD 18-20-0/1853,17-18=0/2973,16-17=0/3558,15-16=0/3558,14-15=0/3532,13-14=0/2974, 12-13=0/1853 WEBS 10-12-0/1270,1-20=0/1270,9-12=-1208/0,2-20=-1208/0,9-13=0/797,2-18=0/798, 7-13=-763/0,3-18=-759/0,7-14=0/410,3-17-0/474,6-14=-367/0,4-17=-555/0, 6-15=-249/365 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3')nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. • I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev.10/03/2015 BEFORE USE. ill' Design valid for use only with MITekh connectors.This design is based only upon parameters shown,and Is for an kidMdual 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/1P11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely information available from Truss Flute Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tanga,FL 33610 Job Truss Truss Type Qty Ply Franklin n T12862116 14854T0 F12 Floor 7 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:00 2018 Page 1 I D:UIghMpvukCQ6hYcFOKOgovyHuh5-dP8xyv99g2FfV W y917XKvbC7B13KT15D11?MYkzz7cv 0-1-8 H 1-3-0 I I 2-0-0 I Scale=1:29.6 4x6= 1.5x3= 3x6 FP= 4x6= 1 2 3 4 5 6 7 8 9 , 4 .T I 9 21 II ' X Z X /- ;N /\ ,N '/- -4 • .♦ • '. 19 18 17 16 15 14 13 12 11 10 4x6= 3x6 FP= 1.5x3 I i 1.5x3 I I 4x6= 1-6-0I 4-0-0 I 6-6-0 I 8-3-0 -7-Q 11-3-0 I 13-9-0 16-3-0 I 17-9-0 I 1-6-0 2-6-0 2-6-0 1-9-0 6-4-8 2-7-8 2-6-0 2-6-0 1-6-0 Plate Offsets(X,V)— (1:Edge,0-1-81,(4:0-1-8,Edge),15:0-1-8,Edge) LOADING(psf) SPACING- 2-0-0 1 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.22 14-15 >944 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(CT) -0.26 14-15 >793 240 BCLL 0.0 Rep Stress lncr YES WB 0.61 Horz(CT) 0.05 10 nta n/a BCDL 5.0 Code FBC2017/TP12014 iMatrix-S Weight:92 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat)*Except* except end verticals. 10-18:2x4 SP No.1(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3(flat) 2-2-0 oc bracing:14-15. REACTIONS. (lb/size) 20=956/0-5-8,10=962/Mechanical FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-20=-951/0,9-10=-956/0,1-2=-968/0,2-3=-2383/0,3-4=-3191/0,4-5=-3460/0, 5-6=-3191/0,6-8=-2384/0,8-9=-967/0 BOT CHORD 17-19=0/1823,16-17=0/2916,15-16=0/3460,14-15=0/3460,13-14=0/3460,12-13=0/2916, 11-12=0/1825 WEBS 9-11=0/1287,1-19=0/1250,8-11=-1194/0,2-19=-1188/0,8-12=0/778,2-17=0/779, 6-12=-739/0,3-17=-741/0,6-13=0/470,3-16=0/470,5-13=-599/3,4-16=-599/3 NOTES- 1) OTES1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girders)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)This truss Is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. A WARNING-Verify design parameters and READ NOTES ON THIS AND MICLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE 11111 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. Addtlonal temporary and permanent bracing MITA( is always required for stability and to prevent collapse with possible personal Int ry and property damage. For general guidance regardng the fatrIcatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Pdexandrla,VA 22314. Tarrea.FL 33610 Job Truss Truss Type Qty Ply Franklin s , T12862117 14854T0 F13 Floor 10 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:01 2018 Page 1 ID:UlghMpvukCQ6hYcF0KOgovyHuh5-5biJ9EAnbM N W 6gXLsr3ZSpl NNiQW CPGMW Pkv4Azz7cu 0-1-8 HI 1-3-0 10-11-01 Scale=1:42.7 1.5x3= 3x6 II 3x6 FP= 3x6 FP= 6x8= 5x6= 3x6 I I 3x6 I I 3x6 I I 3x6 11 5x611 6x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 28 27 26 25 24 23 22 21 20 19 18 17 16 15 5x6= 3,02 M18SHS FP= 1.5x3 II 3x4= 3x4= 5x6= 2x4 II 1.5x3 SP= 3x4= 3x4= 25-3-8 25-3-8 Plate Offsets(X,Y)-- [1:0-1-8,0-0-8],[2:0-2-8,Edge],[3:0-3-0,Edge],[12:0-3-0,Edge],[13:0-3-0,Edge],[14:0-1-8,Edge],[15:0-1-8,Edge],[16:0-2-8,Edge],[22:0-1-8,Edge], [27:0-2-8,Edge),[28:Edge,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) -0.63 21 >475 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(CT) -0.75 21 >400 240 M18SHS 244/190 BCLL 0.0 Rep Stress!nor YES WB 0.94 Horz(CT) 0.14 15 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:164 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP SS(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP SS(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 28=1381/0-5-8,15=1381/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-28=-1374/0,14-15=-1373/0,1-2=-1524/0,2-3=-3899/0,3-4=-5662/0,4-6=-6822/0, 6-7=-7492/0,7-8=-7492/0,8-9=-7392/0,9-11=-6815/0,11-12=-5622/0,12-13=-3847/0, 13-14=-1444/0 BOT CHORD 26-27=0/2862,25-26=0/4907,24-25=0/6389,22-24=0/7232,21-22=0/7492,20-21=0/7492, 19-20=0/7255,18-19=0/6350,17-18=0/4866,16-17=0/2800 WEBS 1-27=0/1968,2-27=-1815/0,2-26=0/1406,3-26=-1368/0,3-25=0/1024,4-25=-987/0, 4-24=0/589,6-24=-573/0,6-22=-237/753,7-22=-404/137,14-16=0/1917,13-16=-1839/0, 13-17=0/1421,12-17=-1382/0,12-18=0/1025,11-18=-988/0,11-19-0/630,9-19=-597/0, 9-20=-174/485,8-20=-490/268 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 4x6 MT20 unless otherwise indicated. 4)The Fabrication Tolerance at joint 23=11% 5)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. . iiiiii. Design valid tot use only with Mick®connectors.This design is based only upon parameters shown.and is for an Individual balding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall balding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Ml lek • is always required for stability and to prevent collapse with possible personal k9uy and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI I Quality Criteria,DS11-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin ii T12862118 14854T0 F14 Floor Supported Gable 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:02 2018 Page 1 I D:UIghMpvukCQ6hYcFOKOgovyHuh5-ZoFhMaBPMNNkp6YQYao_OIb26z3x4cV13UTdczz7ct 014-8 0-H 8 Scale=1:42.2 3x4= 3x4= 3x6 FP= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 .43 Ir • 1 S10 q h u II o � .J ' �1 0i _ IpI i i i .P LFI IKJIXJi di uP 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 25-3-8 25-3-8 Plate Offsets(X,Y)-- [9:0-1-8,Edge],121:0-1-8,Edge),[23:0-1-8,Edge],(32:0-1-8,Edge],F41:0-1-8,Edpe] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) Na - Na 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) Na - Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 32 Na Na BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:117 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 25-3-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)42,22,41,40,39,38,37,36,34,33,32,31,30,29,28, 27,26,25,24,23 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3')nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. • 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.10/03/2015 BEFORE USE Milt Design valid for use only with MiTek®connectors.This design 6 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 Mile k is always required for stability and to prevent collapse with possbie personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSUTPI1 Quality Cdterla,058-89 and BCSI Seeding Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin i . T12862119 14854T0 F2 Floor 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:03 2018 Page 1 I D:UIghMpvukCQ6hYcFOKOgovyHuh5-1_p4awB17zdEMzhkzF51 XEghmVA8gPAf_j D093zz7cs 0-1-8 H I 1-3-0 1 10.8-14 F 1-1-15 f 6- 0-1 8 Sole:3/8'=1' 4x6= 1.5x3 II 6x8= 1.5x3= 1.5x3= 1.5x3 II 3x6 FP= 1.5x3 II 1.5x3 I I 1.5x3= 1 . 2 3 . 4 5 6 7 - 8 30 9 10 11 .12 13 ° -s- q • 27 N / N / N N / NYN N. -/ -N / N \X 25 24 23 22 21 20 19 I8 17 16 1 0 14 3x6 FP= 1.5x3 it 4x6= 4x6= 3x6= 18-11-0 I 1-6-0 I 4-0-0 I 8-8-14 1 11-2-14 I 12-7-6 1 14-9-5 115-5-51 16-7.13 1 18-0-5 13.113 I 1-6-0 2-6-0 4-8-14 2-6-0 1-4-8 2-1-15 0.7-15 1-2-8 1-4-8 3.8 0-7-3 Plate Offsets(X,Y)-- [5:0-1-8,Edge],[14:Edge,0-1-8],[16:0-1-8,Edge],[17:0-1-8,Edgel,(22:0-1-8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.06 22-23 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(CT) -0.08 22-23 >999 240 BCLL 0.0 Rep Stress lncr NO WB 0.53 Horz(CT) 0.02 18 ria n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:106 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 26=614/0-5-8,18=1074/0-7-4,15=1338/0-3-8 Max Gray 26=619(LC 14),18=1075(LC 3),15=1425(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-26=-613/0,13-14=-999/0,1-2=-586/0,2-3=-1306/0,3-4=-1410/0,4-5=-1410/0, 5-6=-1057/0,8-9=0/610,9-10=0/610,10-11-0/610,11-12=0/573 BOT CHORD 23-25-0/1097,22-23=0/1477,21-22=0/1410,20-21-0/1410,19-20=0/720,18-19=-755/0, 17-18=-755/0,16-17=-610/0,15-16=-567/0,14-15=-51610 WEBS 8-18=-1086/0,12-15=-1113/0,1-25=0/754,8-19-0/955,2-25=-710/0,6-19=-875/0, 2-23=0/290,6-20=0/495,5-20=-510/0,11-15=-415/0,8-17=0/411,12-14=0/1105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X 3')nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)769 lb down at 18-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-26.-10,1-13=-100 Concentrated Loads(Ib) e Vert:1=-1 13=-985(F=-769) 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MA-7473 rev.10/03/2015 BEFORE USE. M. Design valid for use only with MITeke connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the airpllcabtity of design parameters and properly Incorporate this design Into the overall • building design. Bracing Irdtcated is to prevent buckling of Indtvkival truss web and/or chord members only.Additional temporary and permanent bracing M iTe k Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI I Qualify Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. .. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 1 Job Truss Truss Type Qty Ply Franklin T12862120 11 14854T0 F3 Floor t 7 r 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:04 2018 Page 1 I D:UlghMpvukCQ6hYcFOKOgovyHuh5-VANSnGCfuH I5z7GWXzcG3RNmNVVI PgeoCNzahVzz7cr 0-1-8 H I 1-3-0 I 1-11-0 l 0-u1 8 Scale:3/8'=1' 4x6= 3x6= 4x6= 1.5x3= 3x6= 1.5x3 II 3x6 FP= 1.5x3= 1 2 3 4 5 6 7 8 9 10 9 • o 22or . X41 N Y N � � / 23 4 �_ ' .. + a'� 20 19 18 17 16 15 14 13 12 4x6= 3x6 FP= 1.5x3 II 4x6= I 1-6-0 I 4-0-0 6-6-0 9-5-8 -9 12-5-0 I 14-11-0 17-5-0 I 18-11-0 1-6-0 2-6-0 2-6-0 2-11-8 4 2-7-8 2-6-0 2-6-0 1-6-0 Plate Offsets(X,Y)-- [1:Edge,0-1-8],(6:0-1-8,Edge),(10:0-1-8,Edge],113:0-1-8,Edge],116:0-1-8,Edgei,118:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.29 16-17 >772 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(CT) -0.35 16-17 >648 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.05 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:97 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2(flat)"Except' except end verticals. 11-19:2x4 SP SS(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 21=1020/0-5-8,11=1020/0-5-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=-1016/0,10-11=-1014/0,1-2=-1042/0,2-3=-2585/0,3-4=-3538/0,4-5=-3916/0, 5-6=-3916/0,6-7=-3531/0,7-9=-2587/0,9-10=-1041/0 BOT CHORD 18-20-0/1961,17-18=0/3188,16-17=0/3844,15-16=0/3916,14-15=0/3916,13-14=0/3179, 12-13=0/1963 WEBS 10-12-0/1344,1-20=0/1345,9-12=-1283/0,2-20=-1278/0,9-13=0/867,2-18=0/868, 7-13=-824/0,3-18=-839/0,7-14=0/562,3-17=0/486,6-14=-731/0,4-17=-432/0, 4-16=-224/486 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. • f 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M7.7473 rev.10/73/2015 BEFORE USE. IAN 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/IPI I Qualify Criteria,05849 and BCSI Building Component 6904 Parke East Blvd. Safely Informallon avaliable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. • Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin I r T12862121 14854T0 F4 Floor 4 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:05 2018 Page 1 I D:UIghMpvukCQ6hYcFOKOgovyHuh5-zNxq?cDHfatxbHr75g7VcfwwiJrN8HayR1 i7Dxzz7cq 0-1-8 H I 1-3-0 I 1-11-8 Scale=1:31.6 4x6= 1.5x3= 3x6= 1.5x3 II 3x6 FP= 3x6= 4x6= 1 2 3 4 5 6 7 8 9 10 SIx II / \ X NN / N r N_X — d .. it_ im 20 19 16 17 16 15 14 13 12 4x6= 3x6 FP= 1.5x3 II 4x6= I 1-6-0 I 4-0-0 I 6-6-0 { 9-5-12 9110 0 12-5-8 14-11-8 I 17-5-8 I 18-11-8 1-6-0 2-6-0 2-6-0 2-11-12 64-4 2-7-8 2-6-0 2-6-0 1-6-0 Plate Offsets(X,Y)— [1:Edge,0-1-81,f6:0-1-8,Edge),[13:0-1-8,Edge),[16:0-1-8,Edge),[18:0-1-8,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.29 16-17 >765 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(CT) -0.35 16-17 >642 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.05 11 Na n/a BCDL 5.0 Code FBC2017ITPI2014 Matrix-S Weight:98 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2(flat)'Except' except end verticals. 11-19:2x4 SP SS(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 21=1023/0-5-8,11=1029/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=-1018/0,10-11=-1021/0,1-2=-1045/0,2-3=-2593/0,3-4=-3550/0,4-5=-3933/0, 5-6=-3933/0,6-7=-3543/0,7-9=-2595/0,9-10=-1042/0 BOT CHORD 18-20-0/1966,17-18=0/3198,16-17=0/3858,15-16=0/3933,14-15=0/3933,13-14=0/3188, 12-13=0/1970 WEBS 10-12=0/1387,1-20=0/1349,9-12=-1291/0,2-20=-1282/0,9-13=0/869,2-18=0/871, 7-13=-825/0,3-18=-842/0,7-14=0/567,3-17=0/489,6-14=-739/0,4-17=-435/0, 4-16=-223/492 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. __ 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ASI-7473 rev.10/93!2015 BEFORE USE. veil Design valid for use only with Mliekcy connectors.This design B based only upon parameters shown,and Is tot an Individual building component.not i a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall briding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members oNy. Additional temporary and permanent bracing M(Te k Is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,058-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Nexandrla,VA 22314. Tampa.FL 33610 l Job Truss Truss Type Qty Ply Franklin I T12862122 14854T0 F4X Floor Supported Gable 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:06 2018 Page 1 I D:U IghMpvukCQ6hYcF0KOgovyH uh5-SZVCCy E WQu?oDRQJfOek9sSH 1 j K?tub5g hSgmOzz7cp 018 Scale=1:18.5 3x4= 1 3x4= 2 3 4 5 6 7 8 9 10 e • 0 0 0 • • • 21 a 4 Y e 0 0 0 0 01 o • 0 K:.............:•19•............:.18•..............17..............ts..............t5.............14 .............13 •12..............'j. ............. ......... 3x4= 3x4= 3x4= l 11-3-9 l 11-3-9 Plate Offsets(X,Y)-- (10:0-1-8,Edge),(12:0-1-8,Edge],(19:0-1-8,Edge] LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight 56 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:19-20,11-12. REACTIONS. All bearings 11-3-9. (Ib)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3')nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/I-PI 1. The building designer shall verify that this parameter fits with the intended use of this component. t 1 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MIWEK REFERANCE PAGE Mn-7473 rev.10/03/2015 BEFORE USE. al. 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 MiWek• 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,seeANSITIPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informafon avdiable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tanya.FL 33610 Job Truss Truss Type Qty Ply Franklin t • T12862123 14854T0 F5 Floor Girder 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:06 2018 Page 1 3x6_ ID:UIghMpvukCQ6hYcF0KOgovyHuh5-SZVCCyEwQu?oDRQJ k9sSD.jHhtrM5ghSgmOzz7cp 130I 0-7-8 1 9 2 1.5x3 II 3 1.5x3 II 4 Scale=1:8.1 •j I 0 31(4= • 3x4= 8♦ 7 6 .. 3x411 3x4 11 I 3-10-8 3-10-8 Plate Offsets(X,V)-- [6:0-1-8,Edge],[7:0-1-8,Edge],[8:Edge,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.01 6 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.22 Vert(CT) -0.01 6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:23 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=445/0-3-8,5=372/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-444/0,4-5=-356/0,1-2=-424/0,2-3=-424/0,3-4=-424/0 BOT CHORD 6-7=0/424 WEBS 4-6=0/510,1-7=0/510,3-6=-311/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131'X 3')nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)211 lb down and 82 lb up at 0-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-10,1-4=-100 Concentrated Loads(Ib) Vert:3=-261 9=-157 I 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev.10/03/2015 BEFORE USE la Design valid for use only with Mllek®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/TPI t Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin r T12862124 14854T0 F6 Floor 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:07 2018 Page 1 1 D:UIghMpvukCQ6hYcF0KOgovyHuh5-w13aQIFYBC7frb?VC59zh4?M D6crc12FV LCElgzz7co 0-4-0 I I I 1-2-12 1-3-0 1-5-4 Scale=1:14.4 3x6 I I 1.5x3 I I 3x6= 1 2 3x6= 3 4 3x4= 12 5 II—TN I 4 .:- = - / . 1 ><* 11 9 8 73x4= 1.5x3= 3x4= 1.5x3 II 3x6= 3x4 I I 0.4-0I 1-9-12 I 6-1-8 I 7-7-8 0-4-0 1-5-12 4-3-12 1-6-0 Plate Offsets(X,Y)-- )2:0-1-8,Edge),(4:0-1-8,Edge1,19:0-1-8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.02 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(CT) -0.02 8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:45 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=369/0-5-8,1_303/0-3-8,10=109/0-3-8 Max Uplift 10=-73(LC 8) Max Gray 6=369(LC 1),1=361(LC 8),10=323(LC 7) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 5-6=-367/0,1-2=-350/0,2-3=-518/0,3-4=-515/0,4-5=-286/0 BOT CHORD 9-10=0/326,8-9-0/515,7-8=0/515 WEBS 1-10=0/450,2-10=-359/0,5-7=0/381,2-9=0/320,4-7=-311/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 73 lb uplift at joint 10. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. 6)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. _ o WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10KO/2015 BEFORE USE MT Design valid for use only with MITektF 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 B 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/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin r T12862125 14854T0 F7 Floor Girder 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:08 2018 Page 1 ID:UIghMpvukCQ6hYcF0KOgovyHuh5-OydzdeFAyVFW SkZhmphCEHYW sW yHLkDO7?xngGzz7cn 0-4-0 I I 1-2-12 I I 1-3-0 1-5-4 Scale=1:14.4 3x6 II MSH422 1.5x3 II 3x6= 1 2 3x6= 12 3 4 3x4= 13 5 I I •i I 1 NN / 9Y NI 3x4= 11 9 8 7 1.5x3= 3x4= 1.5x3 II 3x6= 3x4 II 0-4-0 1-9-12 6-1-8 7-7-8 0-4-0 I 1-5-12 I 4-3-12 I 1-6-0 Plate Offsets(X,Y)— )2:0-1-8,Edgel,j4:0-1-8,Edge),f9:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.02 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.28 Vert(CT) -0.02 8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:45 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:9-10. REACTIONS. (lb/size) 6=367/0-5-8,1=204/0-3-8,10=364/0-3-8 Max Uplift 1=-14(LC 3) Max Gray 6=367(LC 1),1=225(LC 8),10=578(LC 7) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 5-6=-364/0,2-3=-520/0,3-4=-513/0,4-5=-283/0 BOT CHORD 8-9=0/513,7-8=0/513 WEBS 1-10=-70/289,2-10=-534/0,5-7=0/376,2-9=0/461,4-7=-314/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 14 lb uplift at joint 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3')nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. 6)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or equivalent at 2-7-12 from the left end to connect truss(es)to back face of top chord. 7)Fill all nail holes where hanger is in contact with lumber. 8)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verity that this parameter fits with the intended use of this component. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-11=-10,1-5=-100 Concentrated Loads(Ib) Vert:12=-154(B) V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.1aV3/2015 BEFORE USE mi Design valid for use only with MiTek®connectors.this design Is based only upon parameters shown,and is for an Individual budding component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall brAding design. Bracing indicated is to prevent buckling of indivklual truss web and/or chord members oay. Additional temporary and permanent bracing MiTek. is always required for stability aril to prevent coitgse with possible personai Inkay aril property damage. For general,a1 dance regardkg the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/1Pli Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. I Tampa.FL 33610 Job ITruss Truss Type Qty Ply Franklin TI2862126 14854T0 F8 Floor ,1 1 , Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:09 2018 Page 1 ID:UIghMpvukCQ6hYcFOKOgovyHuh5-s8BLq_GojpNN4u8uKW CRmV4o4wLs4ENXMfhLMizz7cm 1-3-0 I 3x4= 2 1.5x3 II 3 1.5x3 II Scale=1:9.5 •iI - - --- -- ---- 1.5x3 II 6 5 4 1.5x3 II 3x4= 1-7-15 1-4-15 t-6-17� I 2-1-15 1-4-15 0-6-0 0-1-8 Plate Offsets(X,Y)-- )5:0-1-8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00, TC 0.11 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.03 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:14 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-1-15 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=58/1-7-15,5=166/1-7-15 Max Gray 6=71(LC 3),5=166(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)N/A 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 1 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED AfllEK REFERANCE PAGE MR-7473 rev.10/932015 BEFORE USE. 11111I. Design valid for use only with Mitek®connectors.This design Is based only upon parameters shown,,and Is for an ktdwidual 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 iTe k • Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TP11 Quality Criteria,D58-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexan drla VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin / T12862127 14854T0 FOG Floor Girder 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:09 2018 Page 1 I D:UIghMpvukCQ6hYcF0KOgovyHuh5-s8BLq_GojpNN4u8uICEtmV4nuwKy4CFXMfhLMizz7cm 1-3-0 I F 0-5-8 1 3x6= 2 1.5x3 II 3 1.5x3 II 4 Scale=1:8.1 • • R • i 3x4= 3x4= 8 7 6 5 3x4 I1 3x4 11 1-7-0 1-10-0 3-8-8 1-7-0 0-3-0 1-10-8 Plate Offsets(X,Y)-- (6:0-1-8,Edge],(7:0-1-8,Edge],f8:Edge,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.19 Vert(LL) -0.01 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(CT) -0.01 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:23 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, BOT CHORD 2x4 SP No.2(fiat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied 0110-0-0 oc bracing. REACTIONS. (lb/size) 8=280/Mechanical,5=254/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-266/0,4-5=-252/0,1-2=-296/0,2-3=-296/0,3-4=-296/0 BOT CHORD 6-7=0/296 WEBS 4-6=0/355,1-7=0/355 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3')nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-10,1-4=-100 Concentrated Loads(Ib) Vert:2=-153 4 0 WARNING-Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/032015 BEFORE USE. 11111 Design valid for use only with MlTekb connectors.This design Is based only upon parameters shown,and Is lot art Individual balding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bolding design. Bracing Indicated Is to prevent buckling of indivklud truss web and/or chord members only. Additional temporary and permanent bracing Mire k' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Qualify Criteria,DSB-89 and BCSI Budding Component 6904 Parke East Mod. Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin r , T12862128 14854T0 F9 Floor 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 5 Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:10 2018 Page 1 I D:UlghMpvukCQ6hYcFOKOgovyHuh5-KKkj2JHQT7VEi2j4uDjgJidylKhJpfwhbJQuv9zz7cl 0-4-0 I I 13-0 I I 1-8-0 I3x6 I 3x4 II 3x6= Scale=1:10.8 1 2 3 1.5x3 I 4 0 e -5x3= 3x4= 8 7 6 3x4= 354 II 0-4-0I 2-1-4 1 2-4-8 6-9 3-0-0 1 3-3-0 I 5-1-8 I 0-4-0 1-9-4 0-3-4 0-1-8 0-6-0 0-3-0 1-10-8 Plate Offsets(X,Y)-- f5:Edge,0-1-81,16:0-1-8,Edge),17:0-1-8,Edge) I LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.01 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.11 Vert(CT) -0.01 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:30 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(ffat) TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=253/0-5-8,1=253/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 1-7=0/295,4-6=0/296 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4)CAUTION,Do not erect truss backwards. 5)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 1 / lilt V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIt-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mack®connectors.this design Is based only upon parameters shown.and Is for an Individual building comp(tnent,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 ordy. Additional temporary and permanent bracing Ml Tek • Is always required for stability and to prevent collapse with possble personal injury and property damage. For general guidance regarding the fabrication-storage,delivery,erection and bracing of trusses and truss systems,seeANSt/TPI I Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 !Job Truss Truss Type Qty Ply Franklin , , T12862129 14854T0 FG1 FLAT 1 2 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 5 Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:11 2018 Page 1 I D:UlghMpvukCQ6hYcFOKOgovyHuh5-oW I5Ff12EQd5JC IGRxEvrwA4YkraYx9gpzARRbzz7ck 1 0-8-IS I 3-2-0 5-7-0 I 8-0-0 10-5-0 I 12-10-1 I 13-7-0 0.8.15 2-5-0 2-5-0 2-5-0 2-5-0 2-5-0 0-8-15 Scale=1:22.1 4x10= 4x10= 21 4x6 3 17 4 5 18 6 7 8 I �` _ s /,_ s \��` s I _ �..� s ` \- a e • o `\\ o // o \` o // o �\ e 16 * 14 13 12 11 9 15 5x12= 4x10= 10 4x5= 13-7-0 0'0-73o-¢-`s 3-2-0 I 5-7-0 i 8-0-0104-0I 12-10-1tz-�t1t13 --7 0--2 2-6-0 2d-0 2-5-0 23-0 2-5-0 0 -2 0-7-3 Plate Offsets(X,V)-- 12:0-2-4,0-2-01 _ I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.07 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(CT) -0.12 12-13 >999 240 BCLL 0.0 * Rep Stress Ince NO WB 0.85 Horz(CT) 0.02 10 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Wind(LL) 0.0712-13 >999 240 Weight:131 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=2047/0-3-8,10=2047/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3397/120,3-4=-3397/120,4-5=-5105/151,5-6=-5105/151 BOT CHORD 13-14=-149/5114,12-13=-149/5114,11-12=-118/3409,10-11.118/3409 WEBS 2-15=-1955/0,2-14=-125/3555,3-14=-677/0,4-14=-1869/51,5-12=682/0,6-12=-55/1847,6-10=-3574/123, 7-10=-583/0 NOTES- 1)2-ply truss to be connected together with 10d(0.131'x3')nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=4Oft;L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 5-1-12,Interior(1)5-1-12 to 13-5-4 zone;cantilever left and right exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'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. 8)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead+Roof Uve(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) Vert:1-8=-288,9-16=-20 to _ A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 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 corripx,nent,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 truss systems.seeANSI/1P11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Tampa,EL 33610 Job Truss Truss Type Qty Ply Franklin T12862130 14854T0 FG2 ROOF SPECIAL GIRDER 1 4 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 S Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:14 2018 Page 1 ID:UIghMpvukCQ6hYcFOKOgovyHuh5-D5_EuhKxXL?gAf1r73ncTYoRAxs21H5GWxO52wzz7ch 3-1-13 l 6-1-14 9-1-15 I 12-2-1 l 16-0-0 18-2-3 l 19-5-15 , 21-4-0 3-1-13 3-0-1 3-0-1 3.0-1 3-9-15 2-2-3 1-3-13 ' 1-10-1 Scale=1:37.5 Special • Special 2x4 II 4x12= 2x4 II 8x12 = 4x6= 2x4 II 4x10= 3x4 II 5x8= 1 21 2 22 3 23 4 24 5 25 6 7 8 9 v 0 g I • �- - o -- er r r•Ditl2 - •lfi •5x8= 1::?: 20 26 19 27 18 17 28 16 12 29 30 15 31 14 32 13 33 3x6 I I THDH26-2 10x14= 7x14 MT2OHS= 4x10= 2x4 THD26 6x8 = 2x4 I I 8x10= THD26 2x4 II THD26 THDH26-2 THD26 THD26 THD26 THD26 3x8 II THD26 3-1.13I 6-1-14 I 9-1-15 I 12-2-1 16-0-0 I 18-2-3 I 21-4-0 3-1-13 3-0-1 3-0-1 3-0-1 3-9-15 2-2-3 3-1-13 Plate Offsets(X,Y)-- [1:0-2-12,0-2-01,15:0-6-0,0-4-81,16:0-2-12,0-2-0),[10:0-0-12,0-4-81,[12:Edge,0-4-121,114:0-2-0,0-2-81,117:0-6-8,0-0-01 LOADING (psi) SPACING- 1-0-0 CSI. DEFL- in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) -0.22 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(CT) -0,35 15-16 >711 240 MT2OHS 187/143 BCLL 0.0 • Rep Stress Incr YES WB 0.90 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Wind(LL) 0.13 15-16 >999 240 Weight:637 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, BOT CHORD 2x6 SP SS'Except' except end verticals. 10-11:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except* 1-20:2x6 SP No.2,10-12,3-19,3-16,5-16,11-14:2x4 SP No.2 1-19,6-11:2x4 SP SS OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 20=11177/0-5-0,10=11701/0-5-8 FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-20=-10489/0,1-2=-16058/0,2-3=-16058/0,3-4=-34708/0,4-5=-34708/0, 5-6=-26404/0,6-7=-14865/0,7-8=-14727/0,8-9=-443/0,10-12=0/7798,9-10=-689/0 BOT CHORD 19-20=0/600,18-19=0/29277,16-18=0/29277,15-16=0/34124,14-15=0/34124, 13-14=0/16513,12-13=0/16465,10-11=0/4747 WEBS 1-19=0/18366,2-19=-365/0,3-19=-15580/0,3-18=0/1303,3-16=0/6401,4-16=-2118/6, 5-16=0/1062,5-15=-59/770,5-14=-8688/0,6-14=0/1450,11-14-0/10477,7-11=-1365/0, 6-11=-12166/0,8-10=-10248/0,11-12=-12823/0,8-11=0/6473 NOTES- 1)4-ply truss to be connected together with 10d(0.131'x3')nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-4-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 3-18 2x4-2 rows staggered at 0-7-0 oc. Attach TC w/1/2'diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. Attach BC w/1/2'diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;Encl.,6Cpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'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 tit between the bottom chord and any other members. 8)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,26,27,28 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9)Use USP THDH26-2(With 16d nails into Girder&16d nails into Truss)or equivalent spaced at 7-7-14 oc max.starting at 2-1-1 from the left end to 9-8-15 to connect truss(es)to beck face of bottom chord. 10)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 3-9-2 oc max.starting at 3-11-0 from CantthedefbeehAtcai9-8-2 to connect trussles)to back face of bottom chord. 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. mi Design valid for use only with MITeec connectors.This design Is based only upon polar etots 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 lndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always requked 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/TPI I Quality Criteria,DSB-89 and BCSI BuNding Component 6904 Parke East Blvd. Safely Information avrBable from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Oty Ply Franklin 112862130 14854T0 FG2 ROOF SPECIAL GIRDER 1 4 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:14 2018 Page 2 ID:UIghMpvukCQ6hYcFOKOgovyHuh5-D5_EuhKxXL?gAfIr73ncTYoRAxs21H5GWxO52wzz7ch NOTES- 11) Fill all nail holes where hanger is in contact with lumber. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)73 lb down and 16 lb up at 0-2-12,46 lb down and 8 lb up at 2-0-4, 54 lb down and 10 lb up at 4-0-4,2572 lb down and 366 lb up at 6-0-4,1293 lb down and 182 lb up at 8-0-4,1293 lb down and 182 lb up at 10-0-4,1293 lb down and 182 lb up at 12-0-4,1293 lb down and 182 lb up at 14-0-4,1293 lb down and 182 lb up at 16-0-4,and 1293 lb down and 182 lb up at 18-0-4,and 1293 lb down and 182 lb up at 19-9-8 on top chord,and 32 lb down and 16 lb up at 0-2-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead+Roof Uve(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-9=-158,12-20=-10,10-11=-10 Concentrated Loads(Ib) Vert:20=-32 1=-68 3=-2572 18=-903(B)5=-1293 14=-507(B)6=-1293 7=-1293(F)8=-1293(F)21=-33 22=-37 23=-1293 24=-1293 25=-1293 26=-1149(B) 27=-903(B)28=-903(B)29=-1149(B)30=-507(B)31=-507(B)32=-507(B)33=-507(B) 2)Dead+0.75 Roof Uve(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:1-9=-148,12-20=-10,10-11=-10 Concentrated Loads(Ib) Vert:20=-27 1=-62 3=-2252 18-791(B)5=-1170 14-506(B)6=-1135 7=-1135(F)8=-1135(F)21=-31 22=-35 23=-1135 24=-1135 25=-1135 26=-1050(B) 27=-791(B)28=791(B)29=-1050(B)30=-506(B)31=-506(B)32=-506(B)33=-506(B) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-9=-118,12-20=-20,10-11=-20 Concentrated Loads(Ib) Vert:20=-13 1=-73 3=-1951 18=-604(B)5=-998 14=-373(B)6=-998 7=-998(F)8=-998(F)21=-44 22=-51 23=-998 24=-998 25=-998 26=-946(B)27=-604(B) 28=-604(B)29=-946(B)30=-373(B)31=-373(B)32=-373(B)33=-373(B) 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-9=-99,12-20=-5,10-11-5 Concentrated Loads(Ib) Vert:20=12 1=-1 3=347 18=-302(B)5=163 14=93(B)6=163 7=163(F)8=163(F)21=-6 22=-6 23=163 24=163 25=163 26=-562(B)27=-302(B)28=-302(B) 29=-562(B)30=93(B)31=93(B)32=93(B)33- 3(B) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-9=-99,12-20=-5,10-11=-5 Concentrated Loads(Ib) Vert:20=12 1=-1 3=347 18=-302(B)5=163 14=93(B)6=163 7=163(F)8=163(F)21=-6 22=-6 23=163 24=163 25=163 26=-562(B)27=-302(B)28=-302(B) 29=-562(B)30=93(6)31-93(B)32=93(6)33�3(B) 6)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-9=-118,12-20=-10,10-11=-10 Concentrated Loads(Ib) Vert:20=16 1=16 3=366 18=-297(B)5=182 14�8(B)6=182 7=182(F)8=182(F)21=8 22=10 23=182 24=182 25=182 26=-557(B)27=-297(B)28=-297(8) 29=-557(B)30=98(B)31=98(B)32=98(B)33=98(B) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-9=-118,12-20=-10,10-11=-10 Concentrated Loads(Ib) Vert:20=16 1=16 3=366 18=-297(B)5=182 14=98(B)6=182 7=182(F)8=182(F)21=8 22=10 23=182 24=182 25=182 26=-557(B)27=-297(B)28=-297(B)29=-557(B)30=98(B)31=98(B)32=98(B)33=98(B) 8)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-9=-98,12-20-5,10-11-5 Concentrated Loads(Ib) Vert:20=12 1=-2 3=345 18=-302(B)5=162 14=93(B)6=162 7=162(F)8=162(F)21=-7 22=-7 23=162 24=162 25=162 26=-562(B)27=-302(B)28=-302(B)29=-562(B)30=93(B)31=93(B)32=93(B)33=93(B) 9)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-9=-103,12-20=-5,10-11=-5 Concentrated Loads(Ib) Vert:20=12 1=3 3=351 18=-302(B)5=167 14=93(B)6=167 7=167(F)8=167(F)21=-2 22=-2 23=167 24=167 25=167 26=-562(B)27=-302(B)28=-302(B)29=-562(B)30=93(B)31=93(B)32=93(B)33=93(B) 10)Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-9=-118,12-20=-10,10-11=-10 Concentrated Loads(Ib) Vert:20=16 1=16 3=366 18=-297(B)5=182 14=98(B)6=182 7=182(F)8=182(F)21=8 22=10 23=182 24=182 25=182 26=-557(B)27=-297(B)28=-297(B)29=-557(B)30=98(B)31=98(B)32=98(B)33=98(B) 11)Dead+0.6 MW FRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-9=-118,12-20=-10,10-11=-10 Concentrated Loads(Ib) Vert:20=16 1=16 3=366 18=-297(B)5=182 14=98(B)6=182 7=182(F)8=182(F)21=8 22=10 23=182 24=182 25=182 26=-557(B)27=-297(B)28=-297(B)29=-557(B)30=98(B)31=98(B)32=98(B)33=98(B) 12)Dead+Uninhabitable Attic Storage:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Jnntinuari nn nano 3 0 WARNING-Vastly design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MF7473 rev.1@932016 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 friary and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Seeding Component j 6904 Parke Easr Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin T12862130 14854T0 FG2 ROOF SPECIAL GIRDER 1 4 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:14 2018 Page 3 I D:U I ghMpvukCQ6hYcF0KOgovyHuh5-D5_EuhKxXL?gAf 1 r73ncTYoRAxs21 H5GW x052wzz7ch LOAD CASE(S) Standard Uniform Loads(pIf) Vert:1-9=-118,12-20=-10,10-11=-10 Concentrated Loads(lb) Vert:20=-12 1=-46 3=-1293 18=-454(B)5=-708 14=-334(B)6=-662 7=-662(F)8=-662(F)21=-27 22=-31 23=-662 24=-662 25=-662 26=-756(B)27=-454(B) 28=-454(B)29=-756(B)30=-334(B)31=-334(B)32=334(B)33=-334(B) 13)Dead+0.75 Roof Live(bal.)+0.75(0.6 MW FRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pIf) Vert:1-9=-148,12-20=-10,10-11=-10 Concentrated Loads(Ib) Vert:20=11 1=7 3=114 18=-297(B)5=55 14=44(8)6==55 7=55(F)8=55(F)21=4 22=5 23=55 24=55 25=55 26=-557(B)27=-297(B)28=-297(B)29=-557(B) 30=44(B)31=44(B)32=44(B)33=44(B) •'14)Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg:Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pIf) Vert:1-9=-148,12-20=-10,10-11=-10 Concentrated Loads(lb) Vert:20=11 1=7 3=114 18=-297(B)5=55 14=44(6)6=55 7=55(F)8=55(F)21=4 22=5 23=55 24=55 25=55 26=-557(B)27=-297(B)28=-297(B)29=-557(B) 30=44(B)31=44(8)32=44(8)33=44(B) 15)Dead+0.75 Roof Uve(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pIf) Vert:1-9=-148,12-20=-10,10-11=-10 Concentrated Loads(Ib) Vert:20=11 1=7 3=114 18=-297(8)5=55 14=44(B)6=55 7=55(F)8=55(F)21=4 22=5 23=55 24=55 25=55 26=-557(B)27=-297(B)28=-297(B)29=-557(B) 30=44(B)31=44(B)32=44(B)33=44(B) 16)Dead+0.75 Roof Uve(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pIf) Vert:1-9=-148,12-20=-10,10-11=-10 Concentrated Loads(Ib) Vert:20=11 1=7 3=114 18=-297(B)5=55 14=44(B)6=55 7=55(F)8=55(F)21=4 22=5 23=55 24=55 25=55 26=-557(B)27=-297(B)28=-297(B)29=-557(B) 30==44(B)31=44(B)32=44(B)33=44(B) 17)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pIf) Vert:1-9=-99,12-20=-5,10-11=-5 Concentrated Loads(Ib) Vert:20=-17 1=-58 3=-1537 18=-512(B)5=-743 14=-271(B)6=-738 7=-736(F)8=-736(F)21=-46 22=-53 23=-740 24=-742 25=-741 26=-865(B)27=-512(B) 28=-512(8)29=-865(B)30=-271(B)31=-271(B)32=-271(B)33=271(B) 18)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pIf) Vert:1-9=-99,12-20=-5,10-11=-5 Concentrated Loads(Ib) Vert:20=-17 1=-58 3=-1537 18=-512(B)5=-743 14=-271(B)6=-738 7=-736(F)8=-736(F)21=-46 22=-53 23=-740 24=-742 25=-741 26=-865(B)27=-512(B) 28=-512(8)29=-865(B)30=-271(B)31=-271(B)32=-271(B)33=-271(B) 19)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pIf) Vert:1-9=-118,12-20=-10,10-11=-10 Concentrated Loads(Ib) Vert:20=-13 1=-49 3=-1518 18=-507(B)5=-724 14=-266(B)6.719 7=-717(F)8=-717(F)21=-32 22=-36 23=-721 24=-723 25=-722 26=-860(B)27=-507(B) 28=-507(B)29=-860(B)30=-266(B)31=-266(B)32=-266(B)33=-266(B) 20)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pIf) Vert:1-9=-118,12-20=-10,10-11=-10 Concentrated Loads(Ib) Vert:20=-13 1=-49 3=-1518 18=-507(B)5=724 14=-266(B)6.719 7=-717(F)8=-717(F)21=-32 22=-36 23=-721 24=-723 25=-722 26=-860(B)27=-507(B)28=-507(B)29=-860(B)30=-266(B)31=-266(B)32=-266(B)33=-266(B) 21)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pIf) Vert:1-9=-98,12-20=-5,10-11=-5 Concentrated Loads(Ib) Vert:20=-17 1=-58 3=-1538 18=-512(B)5=-744 14=-271(B)6=-739 7=-738(F)8=-738(F)21=-46 22=-54 23=-741 24=-744 25=-743 26=-865(B)27=-512(B)28=-512(B)29=-865(B)30=-271(B)31=-271(B)32=-271(B)aU-271(B) 22)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pIf) Vert:1-9=-103,12-20=-5,10-11=-5 • Concentrated Loads(Ib) Vert:20=-17 1=-58 3=-1532 18=-512(B)5=-738 14=-271(B)6=-734 7=-732(F)8=-732(F)21=-42 22=-49 23=-736 24=-738 25=-737 26=-865(B)27=-512(B)28=-512(B)29=-865(B)30=-271(B)31_271(B)32=271(B)33=271(B) 23)Reversal:Dead+0.6 MW FRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pIf) Vert:1-9=-118,12-20.10,10-11=-10 Concentrated Loads(Ib) Vert:20=-13 1=-49 3=-1518 18=-507(B)5=-724 14=-266(8)6=-719 7=-717(F)8=-717(F)21=-32 22=-36 23=-721 24=-723 25=-722 26=-860(B)27=-507(B)28=-507(B)29=860(B)30=-266(B)31=-266(B)32=-266(B)33=-266(8) 24)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-9=-118,12-20=-10,10-11=-10 Continued on Dane 4 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 art 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 B 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/1PI 1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Pty Franklin T12862130 14854T0 FG2 ROOF SPECIAL GIRDER 1 4 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:14 2018 Page 4 ID:UIghMpvukCQ6hYcFOKOgovyHuh5-05__EuhKxXL?gAf1r73ncTYoRAxs21H5GWx052wzz7ch LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:20=-13 1=-49 3=-1518 18=-507(B)5=-724 14=-266(B)6=-719 7=-717(F)8=-717(F)21=-32 22=-36 23=-721 24=-723 25=-722 26=-860(B)27=-507(B) 28=-507(B)29=-860(B)30=-266(B)31=-266(B)32=-266(B)33=-266(B) 25)Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-9=-148,12-20=-10,10-11=-10 Concentrated Loads(Ib) • Vert:20=-24 1=-54 3=-2041 18=-746(B)5=-1082 14=-453(B)6=-1052 7=-1051(F)8=-1051(F)21=-31 22=-35 23=-1054 24=-1056 25=-1055 26=-1055(B) 27=-746(B)28=-746(B)29=-1055(B)30=-453(B)31=-453(B)32=-453(B)33=-453(B) 26) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-9=-148,12-20=-10, 10-11=-10 Concentrated Loads(Ib) Vert:20=-24 1=-54 3=-2041 18=-746(B)5=-1082 14=-453(B)6=-1052 7=-1051(F)8=-1051(F)21=-31 22=-35 23=-1054 24=-1056 25=-1055 26=-1055(B) 27=-746(B)28=-746(B)29=-1055(B)30=-453(B)31=-453(B)32=-453(B)33=-453(B) 27)Reversal:Dead+0.75 Root Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-9=-148,12-20=-10,10-11=-10 Concentrated Loads(Ib) Vert:20=-24 1=-54 3=-2041 18=-746(B)5=-1082 14=-453(B)6=-1052 7=-1051(F)8=-1051(F)21=-31 22=-35 23=-1054 24=-1056 25=-1055 26=-1055(B) 27=-746(B)28=-746(8)29=-1055(B)30=-453(B)31=-453(B)32=-453(B)33=-453(B) 28) Reversal:Dead+0.75 Roof Live(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-9=-148,12-20=-10,10-11=-10 Concentrated Loads(Ib) Vert:20=-24 1=-54 3=-2041 18=-746(B)5=-1082 14=-453(B)6=-1052 7=-1051(F)8=-1051(F)21=-31 22=-35 23=-1054 24=-1056 25=-1055 26=-1055(B) 27=-746(B)28=-746(B)29=-1055(B)30=-453(B)31=-453(B)32=-453(B)33=-453(B) A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIR-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 tracing M flak Is always required for stability and to prevent collapse with possble personal Injury and property damage. Of general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/1PI1 Quality Criteria,DSB-89 and SCSI Building Component I 6904 Parke East Blvd. Safely Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin • . T12862131 14854T0 FG3 Floor Girder 1 2 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:15 2018 Page 1 ID:UIghMpvukCQ6hYcF0KOgovyHuh5-hlYc51LZIf8Xopc2gnJr0mKd7LCfUknQkb8faMzz7cg I 1-3-0 I 1- 0-8 I Scale=1:22.2 4x6= 4x5= 2x4 II 4x5= 4x6= 4x6= 4x6= 2 3 4 5 6 7 Special 1JS 16 14 17 13 18 12 11 19 10 20 9 21 4x5 II THD46 4x10= THD46 4x6= THD46 2x4 II 4x5 = THD46 4x6= THD46 4x10= THD46 4x5 II THD46 1-6-8 { 4-0-8 I 9-5-0 I 11-11-0 I 13-5-8 1-6-8 2-6-0 5-4-8 2-6-0 1-6-8 Plate Offsets(X,Y)-- [1:0-2-0,0-2-01,[2:0-2-12,0-2-01,[6:0-2-4,0-2-01,(7:0-2-4,0-2-01,[8:Edge,0-3-81,[10:0-2-4,0-2-01[13:0-2-12,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) -0.24 11 >659 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(CT) -0.28 11 >556 240 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight:147 lb FT=11% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc purlins, BOT CHORD 2x6 SP SS except end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-9,1-14:2x4 SP No.2 REACTIONS. (lb/size) 15=4188/0-3-8,8=4258/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-15=-3403/0,7-8=-3365/0,1-2=-4963/0,2-3=-10989/0,3-4=-13136/0,4-5=-13136/0, 5-6=-11383/0,6-7=-4910/0 BOT CHORD 14-15=0/290,13-14=0/8100,12-13=0/13136,11-12=0/13136,10-11=0/12470, 9-10=0/8267,8-9=0/296 WEBS 7-9-0/5596,1-14=0/5669,6-9=-4230/0,2-14=-3952/0,6-10=0/3926,2-13=0/3640, 5-10=-1370/0,3-13=-2666/0,5-11=0/1039,3-12=0/1190 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3')nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Use USP THD46(With 16d nails into Girder&10d nails into Truss)or equivalent at 8-5-12 from the left end to connect truss(es)to front face of bottom chord. 6)Use USP THD46(With 16d nails into Girder&10d nails into Truss)or equivalent spaced at 4-0-0 oc max.starting at 0-9-4 from the left end to 12-9-4 to connect truss(es)to back face of bottom chord. 7)Fill all nail holes where hanger is in contact with lumber. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)942 lb down at 8-9-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the Intended use of this component. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-15=-20,1-7=-100 �.nntinr>Art nn naafi 9 i. Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.1O.V3/2015 BEFORE USE but Design valid for use only with MIIekl,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 property 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 MiWek is always required for stability and to prevent collapse with possible personal iniury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/iplI Qually Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Ins-Mute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply Franklin T12862131 14854T0 FG3 Floor Girder 1 2 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:15 2018 Page 2 ID:UlghMpvukCO6hYcFOKOgovyHuh5-hlYc51 LZIf8Xopc2gnJr0mKd7LCfUknQkbBfaMzz7cg LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:11=-942(B)16=-946(B)17=-942(B)18=-942(B)19=-1202(F=-260,B=942)20=-942(B)21=-947(B) • Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. 111. Design valid for use only with MiTek6 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MITekC Is always required for stability and to prevent collapse with possble personal injury and property damage. For general guidance regarding the fabricafbn,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/1P11 Quality Creeds,DS849 and BCSI Bulking Component 6904 Parke East Blvd. Safely Iniormalon available from Truss Plate Institute.218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 (Job Truss Truss Type Qty Ply Franklin i T12862132 14854T0 FT1 FLOOR 4 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:16 2018 Page 1 I D:UIghMpvukCQ6hYcFOKOgovyHuh5-9U6_I NMB3zGOQzBEEUg4YztpgIXyDGWZzFtC6pzz7cf 10-8-12 I 2-7-12 1 --61'-.131 9-0 I s-1-12 I 7-z0- 7II0--1 tat-i2 081 13-2-12 14.1-815-1 8-7.412 I nao 6z-1� 21-4-0 2-7-12 1.1-4 1-4-12 2-0-12 0-S� 2-6-0 2-6-0 0-1x12' 1-74 1-10-4 0-7-12 3-1-4 0-0-12 Scale=1:37.0 2x4 II 4x6=- 2x4 2x4 II 2x4 II 2x4 II 6x6= 5x8= 1 2 3 4 5 6 7 e 9 10 E E ID 81 i 107N 1 . IIX u its 11- 1Q a K17 1q N 16 15 14 13 12 11 7x10= 4x10= 10-8-12 0-5-✓1 3-9-0 I 5-1-12 I 7-2-8 10-1-12 1O8i 14-1-8 I 15-8-12 I 17-7-0 I 21-4-0 b-s.1J 3-3-8 1-4-12 2-x12 2-11-4 0.6-4 3-4-12 1-7-4 1-10-4 3-94 0-0-12 Plate Offsets(X,Y)-- 110:0-3-0,0-3-0),111:0-2-4,0-2-0) I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/def I Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.19 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert(CT) -0.24 13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.05 18 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:116 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-16,10-11:2x4 SP No.2 2-2-0 oc bracing:12-13. OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 16=1258/0-5-0,18=1212/0-5-0 FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2372/0,3-4=-2372/0,4-5=-3237/0,5-6=-3237/0,6-7=-3237/0,7-8=-2489/0, 8-9=-2489/0,9-10=-268/0,11-17=0/1099,10-17=0/1099 BOT CHORD 15-16=0/1362,14-15=0/2964,13-14=0/3237,12-13=0/3027,11-12-0/1544 WEBS 2-16=-1723/0,2-15=0/1304,4-15=-765/0,4-14=-18/547,7-13=-72/492,7-12=-694/0, 9-12=0/1220,9-11=-1648/0,10-18=-1290/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 4x5 MT20 unless otherwise indicated. 3)Bearing at joint(s)18 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3')nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.this design is based i-only upon parameters shown,and is kir an Individual building component-not 1411 a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required to 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/lP11 Quality Criteria,DS11-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon avallable from Truss Plate institute.218 N.Lee Street,Suite 312,Alexandria-VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin • T12862133 1485410 HJ2 Diagonal Hip Girder 4 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:17 2018 Page 1 I D:UlghM pvukCQ6hYcF0KOgovyHuh5-dgfM W jM pgGO E 171 QoCLJ5BQ9T84FyssjCvdmf Fzz7ce 2-9-3 2-9-3 NAILED I, Scale=1:9.8 3.54 12 2 1I 1 �V 3x611 3 3x4— NAILED 2-9-3 2-8-13 Plate Offsets(X,Y)-- [1:0-0-0,0-1-71,[1:0-1-14,0-6-151 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.00 6 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 1 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=68/Mechanical,3=54/Mechanical,1=108/0-7-0 Max Horz 1=24(LC 8) Max Uplift 2=-20(LC 8),3=-9(LC 8),1=8(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=6tt Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 lb uplift at joint 2,9 lb uplift at joint 3 and B Ib uplift at joint 1. 6)'NAILED"indicates 3-10d(0.148%0)or 2-12d(0.148"x3.25')toe-nails per NDS guidlines. • 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,3-4=-20 Concentrated Loads(Ib) Vert:2=-1(F)3=-12(F) tat A WARNING-Verify design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.10/93/2015 BEFORE USE. Design valid for use only with MITek)connectors.this design E based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the appllcabllty of design parameters and properly Incorporate this design Into the overall heeding design. Bracing Indicated Is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Stile 312,Alexandria.VA 22314. Tampa.FL 33610 I Job Truss Truss Type Qty Ply Franklin T12862134 14854T0 HJ23 Diagonal Hip Girder 2 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:17 2018 Page 1 ID-:UIghMpvukCQ6hYcFOKOgovyHuh5-dgfM WjMpgGOE 171QoCLJ5BQAF85HyssjCvdmfFzz7ce 2-9-3 293 2.12 NT NAILEDScale=1:8.1 iii I ■ 3x4= • 3x8 I NAILED 0-10-2 2-9-3 0-10-2 1-11-1 Plate Offsets(X,Y)-- f 1:0-3-7,Edge) LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 8 >999 180 BCLL 0.0 " Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 2 n/a rUa BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 2=38/Mechanical,3=24/Mechanical,1=157/0-4-15 Max Horz 1=14(LC 8) Max Uplift 2=-15(LC 8),3=-12(LC 8),1=-55(LC 8) Max Gray 2=38(LC 1),3=26(LC 3),1=157(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MW FRS(directional);cantilever left exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 15 lb uplift at joint 2,12 lb uplift at joint 3 and 55 lb uplift at joint 1. 6)NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,3-4=-20 Concentrated Loads(Ib) Vert:3=-3(F) V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MB-7473 rev.10/69/2015 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 verity the applicability of design parameters and properly incorporate this design Into the overall budding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East BNd. Safety Information avdlabie from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin T12862135 14854T0 T1 Common Supported Gable 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:19 2018 Page 1 ID:UIghMpvukCQ6hYcFOKOgovyHuh5-Z3n7x003MueyH RvpvcNnAcWCymUQmY0fD6sj7zz7cc 6-9-8 13-7-0 6-9-8 6-9-8 Scale=1:21.8 558= 5 6 5.0051 4 7 . 3. 8 2 ri 1 17 8 9 Ia 3x4 16 15 14 13 12 11 10 3x4 13-7-0 13-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight 57 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-7-0. (Ib)- Max Horz 1=-48(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,9,14,15,16,12,11,10 Max Gray All reactions 250 lb or less at joint(s)1,9,13,14,15,16,12,11,10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=2ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)0-3-0 to 5-5-8,Exterior(2)5-5-8 to 6-9-8,Comer(3)6-9-8 to 11-9-8 zone;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 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf 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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,9,14,15,16, 12,11,10. 10)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. hut 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 bolding 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 l4ury and property damage. For general guidance regarding the fabrication,storage.delNery,erection and bracing of trusses and truss systems,seeANSI/IPII Quality Criteria,058-89 and BCSI Building Component 6904 Parke East Blvd. Sally Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin T12862136 14854T0 T10 Half Hip 3 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:21 2018 Page 1 I D:UlghMpvukCQ6hYcFOKOgovyHuh5-W SvtM4PKuVugW k3B 11 QFF 1 anfmEKug717Xbzoozz7ca 2-0-0 6-0-0 2-0-0 4-0-0 Scale=1:11.8 NAILED 4x5= NAILED 5.00 12 2 9 3 1 / 9 rA — i f 5 10 4 2x4 I I NAILED NAILED 3x6 I 2-0-0 6-0-0 2-0-0 4-0-0 Plate Offsets(X,Y)– [1:0-0-2,0-0-61,(1:0-0-5,0-6-51,(1:0-2-8,0-1-11 I - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.12 4-5 >581 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.18 4-5 >393 180 BCLL 0.0 ' Rep Stress lncr NO WB 0.05 Horz(CT) 0.09 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:21 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 9-2-10 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=118/Mechanical,4=136/Mechanical,1=257/0-5-8 Max Horz 1=26(LC 8) Max Uplift 3=-40(LC 8),4=-10(LC 8),1=-46(LC 8) Max Gray 3=118(LC 1),4=144(LC 3),1=257(LC 1) FORCES. (Ib)-Max Comp./Max Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-263/80 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4,1. 8)'NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25')toe-nails per NDS guidlines. 9)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection perANSI/I-PI 1. The building designer shall verify that this parameter fits with the intended use of this component. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-3=-60,4-6=-20 Concentrated Loads(Ib) Vert:5=-25(B)10=-11(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mf1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek//connectors.This design is based only upon rxn:rrneters 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 balding design. tracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. ek. Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANS1/IP11 Quality Cdtsda,D58-89 and SCSI Building Component 6904 Parke East Blvd. Sdely Information avdiable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria VA 22314. Tanya,FL 33610 - I Job Truss Truss Type Qty Ply Franklin • T12862137 14854T0 'T11 Half Hip 3 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:21 2018 Page 1 ID:UIghMpvukCQ6hYcFOKOgovyHuh5-WSvtM4PKuVugWk3B11QFF1ancml4ugAl7Xbzo0zz7ca 4-0-0 6-0-0 i 4-0-0 2-0-0 Scale=1:15.6 4x5= 2 3 t/ 5.00 12 �/y11 co co 1 52X4 I I 3x5 I I 4-0-0 6-0-0 4-0-0 2-0-0 Plate Offsets(X,Y)-- 11:0-2-0,0-1-11 - I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.11 5-8 >639 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 j Vert(CT) -0.14 5-8 >491 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.04 Horz(CT) 0.07 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 j Matrix-MP Weight:22 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.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=58/Mechanical,4=179/Mechanical,1=238/0-5-8 Max Horz 1=51(LC 12) Max Uplift 3=20(LC 12),4=-20(LC 12),1=21(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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=5.Opsf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4,1. 8)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 1 1 armee A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE API-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek,5 connectors.This design is based only upon parameters shown.and Is for an InciMdual balding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members ordy. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal ktlray and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPII Quality Crtieda,DSB-89 and BCSf Building Component 6904 Parke East Blvd. Safety Information avdlable from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin • r T12862138 14854T0 T12 Half Hip Girder 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:24 2018 Page 1 I D:UlghMpvukCQ6hYcFOKOgovyHuh5-w1 b0_6SCAQGFNComiAzytfC9SzHm5tulpUpdOLzz7cX 3-6-0I 6-0-0 I 10-8-12 l 15-3-12 i 19-10-12 24-5-12 I 29-0-12 I 33-9-8 3-6-0 2-6-0 4-8-12 4-7-0 4-7-0 4-7-0 4-7-0 4-8-12 Scale=1:59.2 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 7x10= • 5.00 FIT 2x4 II 4x10= 7x10= 4x5= 4x6= 4x10=- NAILED NAILED NAILED NAILED NAILED NAILED 2x4 3 22 23 24 4 25 26 5 27 28 6 29 730 31 32 33 8 34 35 9 21�%� nn nn no \� an ��I nn _�I nn nn 1 n1 r NAILED 2 I 2p. 1/ �t nn nn r nn n t nn nn nn ` ' n nn nn nn nn • an nn •• 36 37 16 38 39 15 40 41 14 42 43 13 12 46 46 47 11 48 49 10 6x8=NAILED NAILED 4x5 NAILED 8x14 M18SHS= NAILED 2x4 I I 8x14 M18SHS= 4x6= NAILED 5x8= 3x8 MT2OHS II NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 3-6-0i 6-0-0 i 10-8-12 i 15-3-12 I 19-10-12 24-5-12 I 29-0-12 i 33-9-8 i 3-6-0 2-6-0 4-8-12 4-7-0 4-7-0 4-7-0 4-7-0 4-8-12 Plate Offsets(X,Y)-- ►1:Edge,0-2-141,11:0-6-5,0-0-5),11:0-0-6,0-0-21,13:0-4-0,0-2-41,18:0-2-4,0-2-0),110:0-3-8,Edge),111:0.3-4,0-2-81,112:0-2-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.54 13-14 >754 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.80 13-14 >502 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.69 Horz(CT) 0.16 10 n/a n/a M18SHS 244/190 BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:177 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP SS`Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-7-5 oc bracing. BOT CHORD 2x4 SP SS WEBS 2x4 SP No.3*Except* 3-15,5-15,5-13,7-13,8-12,9-11:2x4 SP No.1 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 10=2620/Mechanical,1=2610/0-5-8 Max Horz 1=76(LC 21) Max Uplift 10=-332(LC 8),1=348(LC 8) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=5171/693,2-3=-5179/685,3-4=-7086/931,4-5=-7086/931,5-6=-7874/1008, 6-7=-7874/1008,7-8=-6481/825,8-9=-3894/494,9-10=-2529/361 BOT CHORD 1-16=-678/4650,15-16=-647/4798,14-15=-104318075,13-14=-1043/8075, 12-13=-825/6481,11-12=-494/3894 WEBS 3-16=0/286,3-15=-330/2657,4-15=-520/196,5-15=-1158/136,5-14=0/345, 6-13=-497/183,7-13=-214/1632,7-12=-1343/292,8-12=-388/3029,8-11=-2104/400, 9-11=-571/4499 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=40fh L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 10=332,1=348. 8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 9)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard ontinued on Dane 2 , 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MEEK REFERANCE PAGE AN-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITekvv connectors.this design Is based only upon parameters shown,and Is for an Individual building component,not iit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall bulding design. Bracing Indicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possble personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI1 Quality Criteria,DS8-89 and SCSI Mang Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Atexaldrla,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin T12862138 14854T0 T12 Half Hip Girder 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:24 2018 Page 2 I D:UIghMpvukCQ6hYcFOKOgovyHuh5-W 1 b0_6SCAQGFNComiAzytfC9SzHm5tulpUpdOLzz7cX LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-60,3-9=-60,10-17=-20 Concentrated Loads(Ib) Vert:3=-97(F)16=-61(F)13=-61(F)6=-97(F)20=-58(F)22=-97(F)24=-97(F)25=-97(F)26=-97(F)27=-97(F)28=-97(F)29=-97(F)30=-97(F)32=-97(F)33=-97(F) 34=-97(F)35=-97(F)36=-116(F)37=-159(F)38=-61(F)39=-61(F)40=-61(F)41=-61(F)42=-61(F)43=-61(F)44=-61(F)45=-61(F)46=-61(F)47=-61(F)48=-61(F) 49=-61(F) 1 1 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.ills design Is based only upon parameters shown,and is(or 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 lie k is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSt/TPt I Quality Criteria,DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.State 312 Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin T12862139 1485470 Tia Hip 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:25 2018 Page 1 I D:UlghMpvukCQ6hYc FOKOgovyH uh5-O D8OBSTgxkO6?M NzGtU BOtJ MNcFgFi u 18Z Bxnzz7c W 7-10-15I 13-4-5 20-2-11 25-8-1 I 29-6-10 I 33-9-8 7-10-15 5-5-6 6-10-6 5-5-6 3-10-9 4-2-14 Scale=1:59.3 5x8= 5.00 12 4x5= 6x6= 5x8= 2 18,,, mam3 11sz m20 4.-. rsa a'0- 21 5 117 Nr71 fi\ 22 1 1• / . 6 23A :11 9 8 7 N ui 5x6= 606 6x8= 7x6— 4x5= 7-10-15 16-9-8 25-8-1 33-9-8 7-10-15 I 8-10-9 I 8-10-9 8-1-7 Plate Offsets(X,Y)-- [1:0-6-5,0-0-51,[1:0-0-6,0-0-21,[2:0-3-8,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Men lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.25 8-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.42 8-9 >964 180 BCLL 0.0 * Rep Stress Incr YES WB 0.97 Horz(CT) 0.10 6 n/a n/a BCDL 10.0 Code FBC2017TTPI2014 Matrix-MS Weight:147 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 SP No.2*Except' 2-0-0 oc purlins(2-5-4 max):2-5. 7-8,8-9:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-7-5 oc bracing. WEBS 2x4 SP No.3*Except' 3-9,4-7:2x4 SP No.2 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 6=1352/Mechanical,1=1352/0-5-8 Max Horz 1=-56(LC 10) Max Uplift 6=-173(LC 12),1=-173(LC 12) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2653/567,2-3=-2400/563,3-4=-3472/727,4-5=-2458/577,5-6=-2723/573 BOT CHORD 1-9=-440/2365,8-9=-659/3362,7-8=-671/3380,6-7=-444/2424 WEBS 2-9=-65/725,3-9=-1206/269,3-8=0/290,4-8=0/270,4-7=-1165/259,5-7=-58/725 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=4Oft;L=50ft;eave=6ft;Cat. II;Exp B;Encl.,.GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 7-5-11,Exterior(2)7-5-11 to 33-2-3,Interior(1)33-2-3 to 33-9-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 6=173,1=173. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 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 MiTek6 connectors.Ibis design Is based only upon parameters shown,and Is for at individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Indivkival truss web and/or chord members only. Additional temporary and permanent bracing Mile k Is always required for stability and to prevent collapse with possbie personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/1PI1 Quality Criteria,DSB-B9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss I Truss Type Qty Ply Franklin , T12862140 14854T0 T14 Hip 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 Mitek Industries,Inc. Wed Jan 3 07:51:27 2018 Page 1 I D:U IghMpvukCQ6hYcF0KOgovyHuh5-KbG8c7U5TLegEfW LNI WfVlgibAHIIJnBVS2H?gzz7cU 7-0-0 9-10-15 16-9-8 23-8-1 26-7-0 33-9-8 7-0-0 1 2-10-15 I 6-10-9 6-10-9 1 2-10-15 I 7-2-8 Scale=1:58.3 7x10= 2x4 I I 7x10= 5.00 rii I1` 2x4\\ a 6a 6a 6a 6a 6a 6a 2x4// iI 2 6 - la ----\ n 17 20 a e 1 7 v)T 1 ICJ r Id 10 9 8 5x6 _ 7x10= 4x10= 7x10= 4x5= • 9-10-151 16-9-8 23-8-1 I 26-7-0 1 33-9-8 9-10-15 6-10-9 6-10-9 2-10-15 7-2-8 Plate Offsets(X,Y)-- f1:0-6-5,0-0-51,[1:0-0-6,0-0-21,18:0-4-8,Edgel,(10:0-4-8,Edge1 LOADING(psi) SPACING- 2-0-0 CSI. DEFL- in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.20 9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.31 8-13 >999 180 BOLL 0.0 ` Rep Stress Incr YES WB 0.29 Horz(CT) 0.09 7 rYa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:158 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, 3-5:2x4 SP No.1 except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins(2-10-0 max):3-5. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 7=1352/Mechanical,1=1352/0-5-8 Max Horz 1=-68(LC 10) Max Uplift 7=-173(LC 12),1=-173(LC 12) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2640/618,2-3=-2469/583,3-4=-2866/689,4-5=-2866/689,5-6=-2514/592, 6-7=-2718/634 BOT CHORD 1-10=-505/2361,9-10=-415/2297,8-9=-412/2330,7-8=-516/2430 WEBS 3-10=-24/320,3-9=-1701769,4-9=-498/222,5-9=-165/734,5-8=-38/359 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave�ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 9-7-2,Exterior(2)9-7-2 to 31-0-11,Interior(1)31-0-11 to 33-9-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 7=173,1=173. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)This truss Is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/IPI 1. The building designer shall verify that this parameter fits with the Intended use of this component. r a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Aft-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeku connectors.this design is based only upon parameters shown,and Is for an Individual building,,�rnrxaieni,riot a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall balding design. Bracing Indicated is to prevent tackling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mi iT ek• k 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-ANSI/Tell Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Sheet.Stile 312,Nexandda.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin 4 s T12862141 14854T0 T15 Hip 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:28 2018 Page 1 ID:UlghMpvukCO6hYcFOKOgovyHuh5-oogXgTVjEfmhspsXx?2u2VNwrac3ljWKk6nrX6zz7cT 7-0-0 11-10-15I 16-9-8 21-8-1 i 26-7-0 I 33-9-8 7-0-0 4-10-15 4-10-9 4-10-9 4-10-15 7-2-8 Scale=1:58.3 5x8= 5x8= 4x5= 5.00 12 Gi sa Aln XI 6a '. 4x5 , 4x5 2 6 1 !` is 19 � `' 22tn 23 ry ar7 in N 1 c LI 11 10 24 25 9 8 5x6= 2x4 I I 7x10= 7x10= 2x4 I I 4x5= I 7-0-0 11-10-15 I 21-8-1 I 26-7-0 I 33-9-8 7-0-0 4-10-15 9-9-2 4-10-15 7-2-8 Plate Offsets(X,Y)-- 11:0-6-5,0-0-51,11:0-0-6,0-0-21,13:0-3-8,0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.32 9-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.52 9-10 >777 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(CT) 0.09 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:165 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-5 oc purlins, BOT CHORD 2x4 SP No.2*Except' except 9-10:2x4 SP No.1 2-0-0 oc purlins(3-9-2 max.):3-5. WEBS 2x4 SP No.3 BOT CHORD Rigid Ceiling directly applied or 2-2-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 7=1352/Mechanical,1=1352/0-5-8 Max Horz 1=-85(LC 10) Max Uplift 7=-173(LC 12),1=-173(LC 12) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2651/606,2-3=-2296/545,3-4=-2070/529,4-5=-2085/533,5-6=-2317/551, 6-7.-2737/620 BOT CHORD 1-11-504/2372,10-11=-504/2372,9-10=-446/2312,8-9=-509/2446,7-8=-509/2446 WEBS 2-10=-390/180,3-10=-107/640,4-10=-444/164,4-9=-427/160,5-9=-113/659, 6-9=-459/195 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 11-5-11,Exterior(2)11-5-11 to 29-2-3,Interior(1)29-2-3 to 33-9-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 7=173,1=173. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 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 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 Irdtvdual 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 Criteria,D5B-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin . T12862142 14854T0 T16 Hip 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 97:51:31 2018 Page 1 ID:UIghMpvukCQ6hYcFOKOgovyHuh5-DNWfSVXbXa9FjHg6c8bbf8?P9og7E1EnQ40V8Rzz7cQ 7-0-6 13-10-15 16-9-8I 19-8-1 I 26-6-10 I 33-9-8 7-0-6 6-10-9 2-10-9 2-10-9 6-10-9 7-2-14 Scale=1:58.3 5x8= 5x8= 4x5= 3 itta Ca 5.00 12 !� 4x5 4x5 19 2 �. 6 20 i 18 '. `• 21 1 7 i t r r I; 11 10 9 8 5x6= 2x4 I I 7x10= 7x10= 2x4 II 4x5= 7-0-6I 13-10-15 I 19-8-1 I 26-6-10 I 33-9-8 7-0-6 6-10-9 5-9-2 6-10-9 7-2-14 Plate Offsets(X,Y)-- [1:0-6-5,0-0-51,[1:0-0-6,0-0-2),[3:0-3-8,0-1-121,[9:0-4-4,Edge],[10:0-4-4,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.16 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.25 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(CT) 0.09 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:171 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins(4-1-15 max.):3-5. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-3-10 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 7=1352/Mechanical,1=1352/0-5-8 Max Horz 1=-99(LC 10) Max Uplift 7.173(LC 12),1=-173(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2680/591,2-3=-2131/520,3-4=-1889/520,4-5=-1896/522,5-6=-2141/523, 6-7=-2763/604 BOT CHORD 1-11=-496/2402,10-11=-496/2402,9-1(=-339/1970,8-9=-500/2473,7-8=-500/2473 WEBS 2-10=-591/192,3-10=-941546,5-9=-98/558,6-9=-657/206,6-8=0/251,4-10=-299/100, 4-9=-288/97 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=S.Opsf;h=25ft;B=40ft;L=Soft eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 13-5-11,Exterior(2)13-5-11 to 20-1-5,Interior(1)27-2-3 to 33-9-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 7=173,1=173. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/I-PI 1. The building designer shall verify that this parameter fits with the intended use of this component. t _ f _ 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/73/2015 BEFORE USE. mit Design valid for use only with MilekO connectors.Ibis design Is based only upon parameters shown,and Is for an individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mile k is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSl/IPI l Quality Criteria,DSB-89 and SCSI Butialng Component 6904 Parke East Blvd. Safety Information avdlabie horn Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin T12862143 14854T0 T17 Hip 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:32 2018 Page 1 I D:UIghMpvukCQ6hYcFOKOgovyHuh5-hZ31 frYDItH6KQPJAr6gCLXY4Bz1 zYlwekl2gtzz7cP 17-8-1 1 7-6-0 i 13-0-0 15-10-15 1j6-9- i 20-74i 26-1-0 I 33-9-8 7-6-0 5-6-0 2-tats b-1a� 2-10-155.6-0 7-8-8 0-10-9 Scale=1:59.2 5x6= 5.00 12 3x5 11 5x6= 4 5 6 4x5 i0-et 4x5 3 7 r 3. \ 6x6 i 7x6 1 2iLluItmtuIIIt%ttszNt.4I%tr4%%,%?i tt 19 ��• 1 2u h 12 23 2411 25 26 10 5x6= 7x6= 4x10= = 4x5= 6,1116-9-8 17-8-1 I 9-9-0 1 16-115 0-4-t 79-& 26-1105 1 9.11-8 0-9-8 0-1-1 Plate Offsets(X,Y)— 11:0-6-5,0-0-51,11:0.06,0-0-21,14:0-2-0,0-2-81,15:030,0-1-81,16:0-2-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.21 11-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.34 10-18 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(CT) 0.08 9 Na n/a BCDL 10.0 Code FBC2017/rPI2014 Matrix-MS Weight:167 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins,except 4-6:2x4 SP No.1 2-0-0 oc purlins(3-3-7 max.):4-6. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=1352/0-5-8,9=1352/Mechanical Max Horz 1=-112(LC 10) Max Uplift 1=-173(LC 12),9=-i73(LC 12) FORCES. (Ib)-Max.Comp./Max,Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2640/553,2-3=-2411/538,3-4=-1775/460,4-5=-1654/440,5-6=-1654/440, 6-7=-1774/460,7-8=-2457/547,8-9=-2710/564 BOT CHORD 1-12=-453/2363,11-12.320/1892,10-11=-311/1903,9-10.456/2422 WEBS 2-12=-376/179,3-12=-77/548,3-11=-470/182,7-11=-487/184,7-10=-87/600, 8-10=-410/192,5-11=-183/861 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=S.Opsf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 15-2-9,Exterior(2)15-2-9 to 18-4-7,Interior(1)25-5-4 to 33-9-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=173,9=173. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 511-7473 rev.10/03/2015 BEFORE USE. hut Design valid for use only with Mitek®connectors.this design Is I,ssed only ill,on parameters shown.and is for an indMdual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addlfonal 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/1PII Qualify Criteria,DS8-89 and BCSI Building Component 6904 Parke East Blvd. Salty Information available from Iruss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Franklin T12862144 14854T0 T18 Common 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:34 2018 Page 1 ID:UlghMpvukCQ6hYcFOKOgovyHuh5-dyBo4XZUgVXgakZhlG8lHmdw2?fYRQPD62E9Imzz7cN 7-6-0 13-0-0 16-9-8 20-7-0 26-1-0 33-9-8 7-6-0 I 5-6-0 I 3-9-8 3-9-8 5-6-0 { 7-8-8 Scale=1:56.3 5x6 n--- 5.00 5.00 12 4 d 4x5 4x5 3 5 18 r 19 6x6% 6x6 2 6 • *J .---/ / 1, 171\ 1� >rs t 710 '_' 10 21 22 9 23 24 8 7x6= 4x10= 7x6= 4x5= 5x6= 9-9-0 16-9-8 23-10-0 33-9-8 9-9-0 I 7-0-8 7-0-8 9-11-8 Plate Offsets(X,Y)-- (1:0-6-5,0-0-51,[1:0-0-6,0-0-21,[4:0-3-0,0-2-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.21 8-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.34 8-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(CT) 0.08 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:166 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 1=1352/0-5-8,7=1352/Mechanical Max Horz 1=-124(LC 10) Max Uplift 1=-173(LC 12),7=-173(LC 12) FORCES. (Ib)-Max Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2634/499,2-3=-2410/486,3-4=-1767/412,4-5=-1765/411,5-6=-2456/492, 6-7=-2704/508 BOT CHORD 1-10=-375/2356,9-10=-258/1910,8-9=-259/1921,7-8=-386/2416 WEBS 2-10=-360/175,3-10=-75/532,3-9=-601/186,4-9=-220/1125,5-9=-618/187, 5-8=-83/580,6-8=-393/187 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25tt;B=40ft;L=50ft;eave=6ft;Cat. ll;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 16-9-8,Exterior(2)16-9-8 to 21-9-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 1=173,7=173. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. o A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev.10/03/2015 BEFORE USE IIN 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 Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin T12862145 14854T0 T19 Common 2 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:36 2018 Page 1 I D:UlghMpvukCQ6hYcFOKOgovyHuh5-ZKJYVCbkM6nYp2i4PhBmM BiljpNOVK8W ZMjGgezz7cL 7-6-0 13-0-0 16-9-8 20-7-0 26-1-0 33-7-0 7-6-0 5-6-0 3-9-8 3-9-8 I 5-6-0 I 7-6-0 Scale=1:55.9 5x6= 5.00 12 4 4x5% 4x5 3 5 18 p 1 19 6x6 6x6 2 6 /\ /0 '4, 20 17 7 7 et u g, h 6 10 21 22 9 23 24 e x 7x6= 4x10= 7x6= 5x6= 5x6= 9-9-0 16-9-8 23-10-0 33-7-0 9-9-0 I 7-0-8 7-0-8 9-9-0 Plate Offsets(X,Y)-- [1:0-6-5,0-0-5],[1:0-0-6,0-0-2],[4:0-3-0,0-2-4],[7:0-0-6,0-0-2],[7:0-6-5,0-0-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.18 8-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.27 8-9 >999 180 BCLL 0.0 * Rep Stress Ind YES WB 0.54 Horz(CT) 0.08 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:166 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-7 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=1343/0-5-8,7=1343/0-5-8 Max Horz 1=-123(LC 10) Max Uplift 1=-172(LC 12),7=-172(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2614/496,2-3=-2390/482,3-4=-1747/409,4-5=-1747/409,5-6=-2390/482, 6-7=-2614/496 BOT CHORD 1-10=-375/2338,9-10=-258/1891,8-9=-258/1891,7-8=-375/2338 WEBS 4-9=-219/1115,5-9=-601/186,5-8=-75/531,6-8=-360/175,3-9=-601/186,3-10=-75/531, 2-10=-360/175 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=40ft L=50ft;eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 16-9-8,Exterior(2)16-9-8 to 21-9-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=172,7=172. 6)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. S _ f A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. IN 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 Mile k B 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/TPI l Quality Criteria,OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information meltable from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. 1 Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin T12862146 14854T0 T2 Common 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:37 2018 Page 1 I D:UIghMpvukCQ6hYcFOKOgovyHuh5-2XtwjYcM7QV PRCHGzOi?vOFUuCpHeu4foOTPM5zz7cK 6-9-8 13-7-0 6-9-8 6-9-8 5x8= Scale=1:23.2 2 5.00 12 13 • 12 14 11 3 1 a ' o b 6 4 2x4 II 5x6= 5x6= 6-9-8 13-7-0 6-9-8 6-9-8 Plate Offsets(X,Y)-- [1:0-0-6,0-0-2),[1:0 6 5,0-0 5),[3:0-0.6,0-0-2),[3:0-6-5,0-0-5) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP • TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.07 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.09 4-7 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.11 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:49 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=543/0-5-8,3=543/Mechanical Max Horz 1=50(LC 10) Max Uplift 1=-69(LC 12),3=-69(LC 12) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-806/242,2-3=-806/242 BOT CHORD 1-4=-142/682,3-4=-142/682 WEBS 2-4=0/293 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=5.Opsf;BCDL=5.0psf;h=25ft;B=40ft;L=Soft eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 6-9-8,Exterior(2)6-9-8 to 11-9-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 1 / A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M9-7473 rev.10/03/2015 BEFORE USE. Pesky r valid for use only with MilekOO connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the balding designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/1P11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin T12862147 14854T0 T20 Hip 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:39 2018 Page 1 I D:UlghMpvukCQ6hYcF0KOgovyHuh5-_v?h7Edce197gVRf4pkT_pKIN00_6jiyFKywOzzz7cl 17-8-1 I 7-6-0 I 13-0-0 15-10-15 l6-9-Q f 20-7-0 I 26-1-0 33-7-0 7-6-0 5-6-0 2-tats 1a 2-10-15 5-6-0 7-6-0 0-10-9 Scale=1:58.7 5x6= 5.00 12 3x5 I 15x6= 4 5 gx51 - 6 4x5 3 7 �_i�ta_� 6x6 i 6x6 2 20 21 8 19 \ 22 .b 1 g d 12Zi: 23 24 11 25 26 10 '' 7x6= 4x10= 7x6= 5x6= 5x6= 16-94 17-8-1 I 9-9-0 I 15-10-15 is Q O 17.7 Q 2310-0I 33-7-0 9-9-0 61-15 a-1 b-98 61-15 9-9-0 0-9-8 0-1-1 Plate Offsets(X,Y)-- 11:0.6-5,0-0-5),11:0-0-6,0-0-21,14:0-2-0,0-2-81,15:0-3-0,0-1-81,16:0-2-0,0-2-8),19:0-0-6,0.0-21,19:0-6-5,0-0-5) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.21 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.31 10-11 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.42 Horz(CT) 0.08 9 rUa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight 167 lb FT=20% I LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc purlins, 4-6:2x4 SP No.1 except BOT CHORD 2x4 SP No.2 2-0-0 oc puffins(3-3-14 max.):4-6. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-7-8 oc bracing. WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=1343/0-5-8,9=1343/0-5-8 Max Horz 1=-111(LC 10) Max Uplift 1=-172(LC 12),9=172(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2620/550,2-3=-2391/535,3-4=-1755/456,4-5=-1634/436,5-6=-1634/436, 6-7=-1755/456,7-8=-2391/535,8-9=-2620/550 BOT CHORD 1-12=-453/2344,11-12=-320/1874,10-11=-309/1874,9-10=-442/2344 WEBS 2-12=-376/179,3-12=-77/547,3-11=-472/183,7-11=-472/183,7-10=-77/547, 8-10=-376/179,5-11=-183/854 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 15-2-9,Exterior(2)15-2-9 to 18-4-7,Interior(1)25-5-4 to 33-7-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=172,9=172. 7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 9 $ 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE lit 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 MI; Tek Is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/lP11 Guaily Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job ,Truss Truss Type Qty Ply Franklin I a T12862148 14854T0 T21 Hip 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:40 2018 Page 1 ID:UIghMpvukCQ6hYcFOKOgovyHuh5-S6Y3LaeEPLH_IfOreXFiXlsylQIMr7S5U_hUzQzz7cH 7-0-6 13-10-15 16-9-8 19-8-1 26-6-10 33-7-0 7-0-6 6-10-9 ' 2-10-9 2-10-9 6-10-9 7-0-6 Scale=1:57.9 5x8= _ 4x5= 5x8 5.00 I12 n ars� ars 1 / 192 6 44444441444 \ 118 `� 21 1a $ t $ 4 7 II 11 10 9 8 5x6_ 2x4 I I 7x10= 7x10= 2x4 II 5x6= 7-0-6 13-10.15i 19-8-1 I 26-6-10 I 33-7-0 7-0-6 6-10-9 5-9-2 6-10-9 7-0-6 Plate Offsets(X,Y)-- [1:0-6-5,0-0-51,[1:0-0-6,0-0-21,[3:0-3-8,0-1-121,[5:03-8,0.1-121,[7:0-6-5,0-0-51,[7:0-0-6,0-0-21,[9:0-4-4,Edgel,[10:0-4-4,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.16 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.25 10-11 >999 180 BCLL 0.0 * Rep Stress!nor YES WB 0.58 Horz(CT) 0.09 7 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:171 lb FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins,except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins(4-2-3 max.):3-5. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-4-0 oc bracing. WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=1343/0-5-8,7=1343/0-5-8 Max Horz 1=99(LC 11) Max Uplift 1=-172(LC 12),7=-172(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2660/588,2-3=-2110/517,3-4=-1870/517,4-5=-1870/517,5-6=-2110/517, 6-7=-2660/588 BOT CHORD 1-11=495/2385,10-11=-495/2385,9-10=-338/1946,8-9=-485/2385,7-8=-485/2385 WEBS 2-10=-593/192,3-10=-92/537,5-9=-92/537,6-9=-593/192,4-10=-291/97,4-9=-291/97 • NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=40ft L=50ft;eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 13-5-11,Exterior(2)13-5-11 to 20-1-5,Interior(1)27-2-3 to 33-7-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)except(jt=lb) 1=172,7=172. 7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 1 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Ml1-7473 rev.10/0312015 BEFORE USE. • Design valid for use only with MITeb8 connectors.This design is txised only upon parar°eters shown,and Is for an Irvilvldual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MI eka is always required for stability and to prevent collapse wilts possible personal injury and property damage. for general guidance regarding the fabrication,storage,delivery,erection and bracing of teases and truss systems,seeANSI/TPI1 Quality Ctlferia,05849 and BC51 Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin T12862149 14854T0 T22 Hip 1• 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:41 2018 Page 1 ID:UIghMpvukCQ6hYcFOKOgovyHuh5-w16RYwftAePrwpb1 CEmx3EP9?g2DadwFjeR1 Vszz7cG 7-0-0 11-10-15 16-9-821-8-1 26-7-0 33.7-0 7-0-0 i 4-10-15 4-10-9 4-10-9 I 4-10-15 7-0-0 Scale=1:57.9 5x8= = 4x5= 5x8 5.00 12 3 rlcsa 1ga n 4x5 is 4x5 2 6 - 1 vZ1 La 18 19 ✓ ` 22 23 ri N 1 j 7 O 1' t tr. `. IO 11 10 24 25 9 8 1' 5x6= 2x4 Il 7x10= 7x10= 2x4 II 5x6= 7-0-0i 11-10-15 21-8-1 I 26-7-0 33-7-0 7-0-0 4-10-15 9-9-2 4-10-15 7-0-0 Plate Offsets(X,Y)-- [1:0-6-5,0-0-5],[1:0-0-6,0-0-2],[3:0-3-8,0-1-12],[5:0-3-8,0-1-12],[7:0-0-6,0-0-2],[7:0-6-5,0-0-5] LOADING(psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.32 9-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.51 9-10 >786 180 BCLL 0.0 * Rep Stress Incr YES WB 0.44 Horz(CT) 0.09 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:165 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins, BOT CHORD 2x4 SP No.2*Except* except 9-10:2x4 SP No.1 2-0-0 oc purlins(3-9-11 max.):3-5. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=1343/0-5-8,7=1343/0-5-8 Max Horz 1=-84(LC 10) Max Uplift 1=-172(LC 12),7=-172(LC 12) FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2632/603,2-3=-2275/541,3-4=-2051/526,4-5=-2051/526,5-6=-2275/541, 6-7=-2632/603 BOT CHORD 1-11=-503/2354,10-11=-503/2354,9-10=-444/2284,8-9=-492/2354,7-8=-492/2354 WEBS 2-10=-392/180,3-10=-105/632,4-10=-433/161,4-9=-433/161,5-9=-105/632, 6-9=-392/180 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 11-5-11,Exterior(2)11-5-11 to 29-2-3,Interior(1)29-2-3 to 33-7-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=172,7=172. 7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/IP!1. The building designer shall verify that this parameter fits with the intended use of this component. 1, j A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10103/2015 BEFORE USE. Design valid for use only with Mack®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 property incorporate this design Into the overall building design. Bracing indicated Is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing • f 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 Criteria,DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdiable Corn Truss Mate Institute,218 N.Lee Street.Suite 312,Ajexandrla•VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin A r 112882150 14854T0 T23 Hip 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:42 2018 Page 1 I D:UlghMpvukCQ6hYcF0KOgovyHuh5-OUgpmGgVxyXhXzAEmylAcSyG5DQVJ6W OyIAa1 Izz7cF 7-0-0 9-10-15 16-9-8 23-8-1 26-7-0 33-7-0 7-0-0 I 2-10-15 I 6-10-9 6-10-9 I 2-10-15 7-0-0 Scale=1:57.9 7x10= 2x4 II 7x10= 5.00 I12 3 4 2x4\\ MS 60- 60- ba ffa_ rsa [RI 3i,llia * ail2x4 I/ 2 "t8 i _ -19 20 4 ./ 17 b 1 7 aci Le I" :_: 10 9 8 �_ 5x6_ 6x6= 4x10= 6x6= 5x6= 9-10-15 16-9-8 23-8-1 26-7-0 33-7-0 9-10-15 l 6-10-9 6-10-9 I 2-10-15 7-0-0 Plate Offsets(X,Y)— 11:0-0.6,0-0-21,11:0-6-5,0-0-51,17:0-0-6,0-0-21,17:0-6-5,0-0-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.19 9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.30 9-10 >999 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.29 Horz(CT) 0.09 7 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-MS Weight:158 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except` TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc purlins,except 3-5:2x4 SP No.1 2-0-0 oc purlins(2-10-11 max.):3-5. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-15 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=1343/0-5-8,7=1343/0-5-8 Max Horz 1=-67(LC 10) Max Uplift 1=-172(LC 12),7=172(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2623/613,2-3=-2456/584,3-4=-2836/681,4-5=-2836/681,5-6=-2456/584, 6-7=-2623/613 BOT CHORD 1-10=-504/2345,9-10=-417/2273,8-9=-408/2273,7-8=-495/2345 WEBS 3-10=-28/313,3-9=-162/761,4-9=-497/221,5-9=-162/761,5-8=-29/313 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=4Oft;L=50ft;eave�ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 9-7-2,Exterior(2)9-7-2 to 31-0-11,Interior(1)31-0-11 to 33-7-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=172,7=172. 7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8)This truss is designed for a creep factor of 1.50,which Is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the Intended use of this component. 0 WARNING•Warily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI.7473 rev.10/03/2015 BEFORE USE No Design valid for use only with Milek®connectors.This design is[rased 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/1PI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute,218 N.Lee Street,Sidle 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin . T12862151 14854T0 T24 Hip 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:44 2018 Page 1 ID:UIghMpvukCQ6hYcFOKOgovyHuh5-KtoaBxhlTZnPnGKctMKeht1 dT15pnscliPcfh6Bzz7cD 7-10-15 13-4-5 20-2-11 25-8-1 29-6-10 33-7-0 7-10-15 5-5-6 6-10-6 I 5-5-6 3-10-9 4-0-6 Scale=1:58.9 5x8= 5.00 I12 4x5= 6x6= 5,18= 2 18PRI ass i 1� rR1 sd20 lm rsa 21 5 122 1 1 `� 6 23 0 S CA Id 9 8 7 5x6= 6x6= 6x8= 6x6= 5x6=- 7-10-15 7-10-15 16-9-8 25-8-1 33-7-0 7-10-15 8-10-9 I 8-10-9 7-10-15 Plate Offsets(X,Y)-- 11:0-6-5,0-0-5),(1:0-0-6,0-0-21,[2:0-3-8,0-1-12],(6:0-0-6,0.0-21,16:0-6-5,0-0-51 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.25 8-9 >999 240 MT2O 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.41 8-9 >982 180 BCLL 0.0 * Rep Stress!nor YES WB 0.96 Horz(CT) 0.10 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:147 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,except BOT CHORD 2x4 SP No.2*Except* 2-0-0 oc purlins(2-5-14 max.):2-5. 7-8,8-9:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-7-10 oc bracing. WEBS 2x4 SP No.3*Except* 3-9,4-7:2x4 SP No.2 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=1343/0-5-8,6=1343/0-5-8 Max Horz 1=55(LC 11) Max Uplift 1=-172(LC 12),6=172(LC 12) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2632/563,2-3=-2381/560,3-4=-3432/718,4-5=-2381/560,5-6=-2632/563 BOT CHORD 1-9=-440/2347,8-9=-654/3329,7-8=-665/3329,6-7=434/2347 WEBS 2-9=-63/717,3-9=-1190/264,3-8=0/283,4-8=0/283,4-7=-1190/264,5-7=-63/717 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. . II;Exp B;End.,GCp1=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 7-5-11,Exterior(2)7-5-11 to 33-2-3,Interior(1)33-2-3 to 33-7-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=172,6=172. 7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. t f Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 rev.10/03/2015 BEFORE USE. Nut Design valid for use only with MI IekQ connectors.TMs design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members oily. Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possble personal ktltey and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems.seeANSUIPI I Quality Criteria,DSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute,218 N.Lee Sheet,Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Oty Ply Franklin T12862152 14854T0 T25 Hip Girder 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:46 2018 Page 1 I D:UlghMpvukCQ6hYcFOKOgovyHuh5-H FwKbdj??B 170aT??nM6m I6wZrmyFpS_sv8oA3zz7cB 3-6.0I 6-0-0 I 11-5-10 I 16-9-8 I 22-1-6 I 27-7-0 I 30-1-0 I 33-7-0 3-6-0 2-6-0 5-5-10 5-3-14 5-3-14 5-5-10 2-6-0 3-6-0 Scale=1:56.6 Special NAILED NAILED NAILED NAILED NAILED NAILED 8x10= 8x10= 5.00 12 2x4 II 8x10= 2x4 II NAILED NAILED NAILED NAILED NAILED NAILED NAILED 2x4.. 3 23 24 25 4 26 27 28 5 29 30 31 6 32 3334 7 2x4* 1 w ii ii - n ii ■ii ii H - it III! 35 NAILED 2 220 R� p 8 NAILED 4 21 o o �t nn nn �� nn nn �'uu nn on nn nn �' nn 9n 1 nn nn I� Io 37 38 t4 39 40 13 41 42 43 12 44 45 46 11 47 48 10 49 50 6x8= NAILED NAILED 4x5 NAILED 8x14 M18SHS=NAILED 2x4 11 NAILED 8x14 M18SHS= NAILED 4x5 NAILED NAILED 6x8= NAILED NAILED NAILED NAILED NAILEDNAILED NAILED NAILED 3-6-0I 6-0-0 I 11-5-10 I 16-9-8 22-1-6 I 27-7-0 I 30-1-0 i 33-7-0 3-6-0 2-6-0 5-5-10 5-3-14 5-3-14 5-5-10 2-6-0 3-6-0 Plate Offsets(X,Y)— [1:Edge,0-2-141,[1:0-6-5,0-0-51,11:0.0-6,0-0-21,13:0.3-4,0-4-0],15:0-5-0,0-4-81,[7:0-3-4,0-4-01,19:0-0-6,0-0-21,19:0-6-5.0-0-51,[9:Edpe,0-2-141 LOADING(pat) SPACING- 2-0-0 CSL DEFL in (loc) I/deff Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.54 12 >748 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.81 12 >499 180 M18SHS 244/190 BCLL 0.0 ` Rep Stress Incr NO WB 0.70 Horz(CT) 0.17 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:181 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1`Except` TOP CHORD Structural wood sheathing directly applied or 1-9-7 oc purlins. 3-5,5-7:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-1 oc bracing. BOT CHORD 2x4 SP SS WEBS 2x4 SP No.3`Except* 3-13,5-13,5-11,7-11:2x4 SP No.2 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=2622/0-5-8,9=2622/0-5-8 Max Horz 1=44(LC 24) Max Uplift 1=-356(LC 8),9=-356(LC 8) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-5199/708,2-3=-5233/702,3-4=-7614/1019,4-5=-761011018,5-6=-7610/1018, 6-7=-7614/1019,7-8=-5233/702,8-9=-5199/708 BOT CHORD 1-14=-616/4673,13-14=-587/4860,12-13=-1047/8452,11-12=-1047/8452, 10-11=-587/4860,9-10=-616/4673 WEBS 2-14=-7/276,3-14=0/294,3-13=-400/3109,4-13=-698/242,5-13=-968/115,5-12-0/411, 5-11=-968/115,6-11=-698/242,7-11=-400/3109,7-10 /294,8-10=-7/276 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=6ft Cat. II;Exp B;End.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=356,9=356. 8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)115 lb down and 83 lb up at 6-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 10)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard .nnfimmin nn nn 2 IMIEM 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ANI-7073 rev.10/0312015 BEFORE USE. mit Design valid for use only with MI IekTs connectors.This design k based only upon parameters shown,and Is for an individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate Ihk design into the overall building design. Brac6g 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 6904 Parke East Blvd. fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality CANda,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin T12862152 14854T0 T25 Hip Girder 1• 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:46 2018 Page 2 ID:UIghMpvukCQ6hYcFOKOgovyHuh5-HFwKbdj??B170aT??nM6m16wZrmyFpS_sv8oA3zz7cB LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-60,3-7=-60,7-9=-60,15-18=-20 Concentrated Loads(Ib) Vert:3=-97(B)7=-97(B)14=-61(B)10=-61(B)21=-58(B)23=-97(B)25=-97(B)26=-97(B)27=-97(B)28=-97(B)29=-97(B)30=-97(B)31=-97(B)32=-97(B)34=-97(B) 36=-58(B)37=-116(8)38=-159(B)39=-61(B)40=-61(B)41=-61(6)42=-61(B)43=-61(B)44=-61(B)45=-61(B)46=-61(B)47=-61(B)48=-61(B)49=159(B) 50=-116(B) � _ 1 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.101031201S BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual bulding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly hrcorporate this design Into the overall bultdtng 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,seeANSIJIPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin T12862153 14854T0 T26 Common Supported Gable 1• 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 Milek Industries,Inc. Wed Jan 3 07:51:47 2018 Page 1 I D:UIghMpvukCQ6hYcF0KOgovyHuh5-ISTipzkemUA_ek2BYVtUVfIOEK4_QL75ZuLiW zz7cA 3-11-8 7-11-0 3-11-8 3-11-8 Scale=1:14.6 4x5= 3 5.00 I12 2x4 1 2x4 II 2 5 10 0 - 8 7 6 2x4 i 2x4 I 2x4 2x4 I I 2x4 0 7-11-0 7-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Ina YES WB 0.06 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight:28 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. OTHERS 2X4 SP No.3 REACTIONS. All bearings 7-11-0. (Ib)- Max Horz 1=-27(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,5,8,6 Max Gray All reactions 250 lb or less at joint(s)1,5,7,8,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=2ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)zone;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 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*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. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5,8,6. 9)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev_10/03/2015 BEFORE USE. Design valid for use only with Miiek,S 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/NPI1 Quality Criteria,DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from Truss Plate Institute.218 N.Lee Street Tulle 312,Alexandria.VA 22314. Tampa.FL.33610 Job Truss Truss Type Qty Ply Franklin T12862154 14854T0 127 (Common 2 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:49 2018 Page 1 I D:UIghMpvukCQ6hYcF0KOgovyHuh5-hgbTEflul6Qit2CagwwpOwkcK2_YSKgQZtNSnOzz7c8 3-11-8 I 7-11-0 3-11-8 3-11-8 455= Scale=1:16.7 2 5.00 12 a 1 • d 4 2x4 II 3x4= 3x6 11 3x4= 3x6 11 3-11-8 7-11-0 3-11-8 3-11-8 Plate Offsets(X,Y)-- [1:0 0 0,0 1 6i,[1:0-1-11,0-4-13),[3:0-0-0,0-1-6],[3:0-1-11,0-4-13) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.15 Vert(LL) -0.01 4-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.01 4-10 >999 180 BCLL 0.0 * Rep Stress Ina YES WB 0.06 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP I Weight:29 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.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=317/0-5-8,3=317/0-5-8 Max Horz 1=-29(LC 10) Max Uplift 1=-40(LC 12),3=-40(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-421/183,2-3=-421/183 BOT CHORD 1-4=-108/351,3-4=-108/351 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 6)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/I-PI 1. The building designer shall verify that this parameter fits with the intended use of this component. Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use oNy with MITek4 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 MiTe k Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erecifon and bracing of trusses and truss systems,seeANSI/IPI I Quality Criteria,DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin T12862155 14854T0 T28 Flat 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:50 2018 Page 1 I D:UIghMpvukCQ6hYcFOKOgovyHuh5-919rR?mW 3PYZVBnmEdR2x8HjdSHKBnPanX6?Jgzz7c7 -0-6-8 5-5-0 5-11-8 0-6-8 5-5-0 0-6-8 Scale=1:15.8 1 3x4= 2x4 II 2 7 8 3 4 w ■ MN r 6 5 2x4 I 3x4= 5-5-0 5-5-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.00 3 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) 0.02 4 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight:31 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=246/5-5-0,5=246/5-5-0 Max Horz 6=-64(LC 8) Max Uplift 6=-56(LC 8),5=-56(LC 9) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=40ft;L=Soft;eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-0-6-8 to 4-5-8,Interior(1)4-5-8 to 5-11-8 zone;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) Provide adequate drainage to prevent water ponding. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,5. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 4 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon purarrieters 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' k always required for stability and to prevent collapse with possrle personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery-erection and bracing of trusses and truss systems.seeANSI/TPI1 Quality Criteria,DSB-59 and BCSI Building Component 6904 Parke East Blvd. Safely Informalon available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type 0ty Ply Franklin T12862156 14854T0 T29 Flat 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:50 2018 Page 1 ID:UlghMpvukCQ6hYcFOKOgovyHuh5-919rR?mW 3PYZV BnmEdR2x8HjdSHKBnXanX6?Jgzz7c7 -0-6-8 5-5-0 5-11-8 0-6-8 5-5-0 0-6-8 Scale=1:13.6 1 3x4= 2x4 II 2 7 8 3 4 ::ii**:i 1.111111:•;.0:•:•i:.;•ii K`Z •.::•X•;•: Job Truss Truss Type Qty Ply Franklin T12862157 14854T0 T3 Monopitch Girder 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:51 2018 Page 1 I D:UlghMpvukCQ6hYcFOKOgovyHuh5-dDj DfLn8pjgQ6LMynLyHTLgwfscgwEHjOBsZrHzz7c6 2-0-0 2-0-0 Scale=1:9.9 2 5.00 FIT 2x4 II „/ ■: li_il-, 7 JUS24 3 3x6 11 2x4 11 2-0-0 2-0-0 Plate Offsets(X,Y)-- (1:0-0-2,0-0-6),11:0-0-5,0-6-51,11:0-2-12,0-1-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.01 3-6 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=375/Mechanical,1=298/0-5-8 Max Horz 1=23(LC 8) Max Uplift 3=-63(LC 8),1=-35(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 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)3,1. • 6)Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent at 1-0-12 from the left end to connect truss(es)to front face of bottom chord. 7)Fill all nail holes where hanger is in contact with lumber. 8)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-2=-60,3-4=-20 Concentrated Loads(Ib) Vert:7=-525(F) � I , ©WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 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 rise,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracktg Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k Is always required for stability and to prevent collapse with possible personal lr4ury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/IPI I Quality Canada,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty I Ply Franklin T128621581 14854T0 T30 Flat 1 1 Job Reference(optional) I Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:52 2018 Page 1 I D:UIghM pvukCQ6hYcFOKOgovy Huh5-5P H bshnmal oHkVx9L2T W OZM37Fyofh9s Frb6Ojzz7c5 -0-6-8 5-5-0 5-11-8 0-6-8 5-5-0 0-6-8 Scale=1:12.4 1 3x4= 2x4 I 2 7 8 3 4 • va 'i•♦♦♦• ii• •::::::��ii♦♦iO�ii0i••OPO ••• •Oii:i�: :•.•: i••• •i i•� ♦!♦..♦.---i•!.- .♦♦♦•••c•♦c•.••••••••••ii•!•!i•!w•♦!ii•!iQ�!�!000!�!�.. ....ww••••c•••.ce•c•iP�l..... c•.�♦c♦•••• 6 5 2x4 I I 3x4 2-6-4 5-5-0 2-6-4 2-10-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.00 3 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) 0.02 4 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight:28 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=246/5-5-0,5=246/5-5-0 Max Horz 6=-43(LC 8) Max Uplift 6=-50(LC 12),5=-50(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=6f;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-0-6-8 to 4-5-8,Interior(1)4-5-8 to 5-11-8 zone;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) Provide adequate drainage to prevent water ponding. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,5. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. m11- Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an Individual holding 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 dways 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-ANSI/1PN I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job ITruss Truss Type Qty Ply I Franklin T12862159 14854T0 I T31 Flat 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:53 2018 Page 1 I D:U lghMpvukCQ6hYcF0KOgovyH uh5-acrz30oOLKw8Mf W Lvl_IYmvGlf KIO8nOTV Lgw9zz7c4 -0-6-8 5-5-0 5-11-8 0-6-8 5-5-0 0-6-8 Scale=1:12.4 1 3x4 3x4 I 2 7 8 3 4 11 • ::❖:Vl:••d•1:•JJ::❖:•O:•:•:•:'Os•:'.•:❖:•:•:•:•:❖:•::•:•:•:•:•PJ:•:•:•:❖:••.•:•O:•J:•:•:•.•:•:•:❖:❖:•J:l:❖:•:•:❖:•:•:•:•:•::❖:•:•:❖J:•1:•:•JJ: 6 5 2x4 !' 2x4 2-6-4 5-5-0 2-6-4 2-10-12 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.00 3 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.00 4 n/r 120 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 ' Horz(CT) 0.00 5 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=246/5-5-0,5=246/5-5-0 Max Uplift 6=-50(LC 12),5=-50(LC 12) 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=5.0psf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-0-6-8 to 4-5-8,Interior(1)4-5-8 to 5-11-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,5. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/I-PI 1. The building designer shall verify that this parameter fits with the intended use of this component. • � 1 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MUSK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. pot 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 fuss 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/1PI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin 712862160 14854T0 T32 Flat 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:54 2018 Page 1 I D:UIghMpvukCQ6hYcFOKOgovyHuh5-2oPM HMp16e2_zp4XTTV_5_SQG3gw7b19i94DSczz7c3 -0-6-8 5-5-0 , 5-11-8 0-6-8 5-5-0 0-6-8 Scale=1:12.4 1 3x4 I I 3x4 I I 2 7 8 4 e: i ...............................:!:::•:❖:J•:i i i•�'�'�'�•i i i i•i'::::'iii•i ii0•i•��i iii�i i:•:'::•:•:•:•:•:.:::•:'::•:':•:':•: 6 5 2x4H 2x4 H 2-6-4 5-5-0 I 2-6-4 2-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.00 3 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.00 4 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=246/5-5-0,5=246/5-5-0 Max Horz 6=-23(LC 10) Max Uplift 6=-50(LC 12),5=-50(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES • - 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-0-6-8 to 4-5-8,Interior(1)4-5-8 to 5-11-8 zone;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)Provide adequate drainage to prevent water ponding. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,5. 7)This truss is designed for a creep factor 01 1.50,which is used to calculate the Vert(CT)deflection per ANSI/IP!1. The building designer shall verify that this parameter fits with the intended use of this component. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE AM-7473 rev.1003/2015 BEFORE USE. Design valid for use only with MiTek®connectors.this design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the bolding 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/TPII Quality Criteria,OSB-89 and SCSI BuldIng Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin T12862161 14854T0 T33 Flat 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:54 2018 Page 1 I D:UIghMpvukCQ6hYcFOKOgovyHuh5-2oPMHMp16e2_zp4XTTV_5_SQI3gb7b19i94DSczz7c3 -0-6-8 5-5-0 5-11-8 0-6-8 5-5-0 0-6-8 Scales 1:12.4 1 3x4 II .3x4 II 2 7 8 3 4 r7 „ I I 6 5 2x4= 2x4= 2-6-4 I 5-5-0 2-6-4 2-10-12 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.00 3 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.00 4 Nr 120 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=246/5-5-0,5=246/5-5-0 Max Uplift 6=-50(LC 12),5=-50(LC 12) FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-305/174 BOT CHORD 5-6=-174/305 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-0-6-8 to 4-5-8,Interior(1)4-5-8 to 5-11-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL.-1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)6,5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,5. 8)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIt-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mllek/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 truss systems,seeANSI/WPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin T12862162 14854T0 T34 Monopitch 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:55 2018 Page 1 I D:UlghMpvukCQ6hYcF0KOgovyHuh5-W_ykUigftyArbzfk0A1 DeB_e3T3Qs11 Jxpgm_2zz7c2 2-9-12 4-1-12 14-8-0 2-9-12 I 1-4-0 10-6-4 • 1 11 _Scale=1:26.7 . 3.00 12 10 = — 9 - 8 7 — — 6 — — 24 5 — — 4x5% 3 — 2 1�\\ 0 _ _ 0 0 E 0' E 0 ¢ 23 22 21 20 19 18 17 16 15 14 13 4x5= 1-4-0I 2-9-12 4-1-12 I 14-8-0 1-4-0 1-5-12 1-4-0 10-6-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL .20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 * Rep Stress Ina YES WB 0.08 Horz(CT) -0.00 13 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight:88 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SP No.3 6-0-0 oc bracing:22-23. REACTIONS. All bearings 13-4-0. (Ib)- Max Horz 23=115(LC 12) Max Uplift All uplift 100 lb or less at joint(s)13,14,15,16,17,18,19,20,21,22 Max Gray All reactions 250 lb or less at joint(s)13,23,14,15,16,17,18,19,20,21,22 FORCES. (Ib)-Max.Comp./Max,Ten.-All forces 250(Ib)or less except when shown. WEBS 2-22=-69/267 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=2ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)0-0-0 to 5-0-0,Exterior(2)5-0-0 to 14-6-4 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)All plates are 2x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf 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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,14,15,16,17, 18,19,20,21,22. 10)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. int Design valid for use only with MITeke connectors.This design is based only upon parameters shown,and Is tor an Individual budding component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members oNy. Additional temporary and permanent bracing Mile k Is always required for stability and to prevent collapse wtth 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 Crlteda,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin • r T12862163 1485470 T35 HALF HIP 2 I 2 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:56 2018 Page 1 I D:UIghMpvukCQ6hYcF0KOgovyHuh5-_BW 6i2rHeFIiD7EwauYSAPXgptK2bS3SATZKXUzz7c1 3-4-0 9-0-0 10-7-0 14-7-8 14 -0 3-4-0 I 5-8-0 I 1-7-0 4-0-8 0-0-8 Scale=1:26.9 2x4 II 4x5 -1--- 5 3.00 12 4 110 1110 3x4// 13 3x4 II 3 7x10= 7 2x4 I I - . 2 I E 11 N a 8 0 d d l _ C1� 11 10 9 12 4x5= 2x411 4 ' 4x5= 1-4-0I 3-4-0 9-0-0 I 10-7-0 14-7-8 1418-0 1-4-0 2-0-0 5-8-0 1-7-0 4-0-8 0-6-8 Plate Offsets(X,Y)— 16:03-8,Edgel,19:0-2-4,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.08 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(CT) -0.13 11-12 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.22 Horz(CT) 0.01 9 nfa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Wind(LL) 0.01 11 >999 240 I Weight:147 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=1160/Mechanical,12=733/0-5-8 Max Horz 12=150(LC 12) Max Uplift 12=-28(LC 12) FORCES. (Ib)-Max.Comp./Max,Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-759/32,5-6=-258/0,7-9=-496/0 BOT CHORD 11-12=-163/670,10-11=-48/1210,9-10=-28/1299 WEBS 4-11=0/977,4-6=-984/190,6-11=-938/0,6-9=-1333/55,3-12=-978/0 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3*)nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 14-5-12 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7)*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. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12. 10)This truss Is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the Intended use of this component. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-5=-60,6-7=-248,8-12=-20 Concentrated Loads(Ib) Vert:1=-1 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AMTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design h bused only upon parameters shown,and Is for un iridividual 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 112. building design. Bracing indicated is to prevent buckling of IndMdual truss web and/or chord members oily.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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satisfy information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin r T12862164 14854T0 T36 Half Hip 3 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:57 2018 Page 1 I D:UIghMpvukCQ6hYcFo KOgovy Huh5-S N4UvOrvPZQZgGp68b3hjc4rNGZpKpW cO7Jt3wzz7c0 1 1-4-0 3-4-0 9-0-0 10-7-0 14-7-8 1413-0 1-4-0 2-0-0 5-8-0 1-7-0 4-0-8 0-0-8 Scale=1:26.9 2x4 11 4x5 ----- S 3.00 FIT 4 r 1 0111 3x4// 13 - 3x4 11 3 7x10= 7 • ._-2z4 N . . 1 . 2 �� t E 8 O IT 11 10 9 12 4x5= 2x4 II 4x5= 4x5= 1 1-4-0 9-0-0 1 10-7-0 14-7-8 14,6-0 1-4-0 7-8-0 1-7-0 4-0-8 048 Plate Offsets(X,Y)-- (6:0-3-8,Edge),[9:0-2-4,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (roc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.14 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0.24 11-12 >640 240 BCLL 0.0 ` Rep Stress!nor NO WB 0.59 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Wind(LL) 0.02 11 >999 240 Weight:73 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP SS*Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 6-7:2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=914/Mechanical,12=757/0-5-8 Max Horz 12=150(LC 12) Max Uplift 12=-29(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=807/31,5-6=-254/0 BOT CHORD 11-12=-162/713,10-11=-64/1285,9-10=-66/1338 WEBS 4-11=0/978,4-6=-981/218,6-11=-994/0,6-9=-1431/66,3-12=-1040/0 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 14-5-12 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12. 8)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-5=-60,6-7=-100,8-12=-20 Concentrated Loads(lb) Vert:1=-1 6=-376 1M NM V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/73/015 BEFORE USE le Design valid for use only with Mllekt 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 possbie personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPi1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin • T12862165 14854T0 T37 Monopitch 5 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:58 2018 Page 1 I D:UlghMpvukCQ6hYcF0KOgovyHuh5-wZes7ksXAtYQSQOIiJawFgcylguG3KgIdn2QbNzz7c? 1-4-0 5-10-0I 12-8-0 I 14-7-8 14, -0 1-4-0 4-6-0 6-10-0 1-11-8 0-0-8 2x4 II Scale:318"=1' 5 2x4\\ 3.00 FIT 4 Y w r 11 2x4 II 3 10 4x5 2 O. • 12 13 6 d S II • I I% g 7 9 4x5= 5x6= 2x4 11 1-4-0 5-10-0I 14-7-8 148-0 1-4-0 4-6-0 8-9-8 0-6-8 Plate Offsets(X,Y)-- [7:0-2-8,0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.34 7-8 >457 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.59 7-8 >266 180 BCLL 0.0 * Rep Stress Incr YES WB 0.34 Horz(CT) 0.00 7 rva n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:68 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-9:2x4 SP No.3 6-0-0 oc bracing:2-9. WEBS 2x4 SP No.3*Except* 5-7:2x4 SP No.2 REACTIONS. (lb/size) 9=614/0-5-8,7=519/Mechanical Max Horz 9=115(LC 12) Max Uplift 9=-94(LC 12),7=88(LC 12) Max Gray 9=614(LC 1),7=522(LC 17) FORCES. (Ib)-Max Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=414/17,3-4=-356/57,5-7=-82/312 BOT CHORD 2-9=-510/166,7-8=-112/342 WEBS 4-7=-749/293 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=40ft L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 14-5-12 zone;cantilever left exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 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)9,7. 6)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. k MM. Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.10103/2015 BEFORE USE. mit Design valid for use only with MiTekiS connectors.%Is 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 appiicabilly 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 Mile k Is always required for stability and to prevent collapse with possible personal Inlay and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems.seeANSi/TP11 Quality Criteria,DSa-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin • .. T12862166 14854T0 T38 Common Structural Gable 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:51:59 2018 Page 1 ID:UIghMpvukCQ6hYcF0KOgovyHuh5-OICFK4t9xAgH4azVF059o19GY4KEordusRo_8pzz7c_ 6-6-9 13-1-1 6-6-9 6-6-9 Scale=1:21.0 5x8= 2 27 26 5.00 12 28 25 I`° � 4 � o 3 3x4 3x4 p-4-41 6-6-9 12-8-13 13-1-1 4-4 6-2-5 6-2-5 p q 4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.07 4-18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.07 4-22 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.11 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:55 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 7-5-9 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=489/0-3-8,3=489/0-3-8 Max Horz 1=-44(LC 10) Max Uplift 1.185(LC 12),3=-185(LC 12) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-763/686,2-3=-763/686 BOT CHORD 1-4=566/648,3-4=-566/648 WEBS 2-4=-306/277 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-6-0 to 5-6-0,Interior(1)5-6-0 to 6-6-9,Exterior(2)6-6-9 to 11-6-9 zone;cantilever left and right exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'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. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 1=185,3=185. 9)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 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 MITekc connectors.This design is based only upon parameters shown,and Is for an indhAdual 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 k� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI l Quality CMeria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply % Franklin • r T12862167 14854T0 T39 Common 2 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:00 2018 Page 1 ID:UIghMpvukCQ6hYcFOKOgovyHuhb-symdXQuniUo8hkYhpkcOLFhReUhTX12255XWfFzz7bz 6-6-9 13-1-1 6-6-9 6-6-9 5x8= Scale=1:22.5 2 5.00 12 17 16 18 15 3 a o 1"".3 eX 4 Xe 3x8 I' 2x4 I I 3x8 II p-4-4 6-6-9 I 12-8-13 3-1-1 0-4-4 6-2-5 6-2-5 b-4-4 Plate Offsets(X,Y)-- [1:0-0-2,0-0-61,[1:0-0-5,0-6-51,El:0-3-8,Edge1,(3:0 0 2,0-0-61,(3:0-0-5,0-6-5],(3:0-3-8,Edge1 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.05 4-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.05 4-14 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 1 n/a n/a • BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS i Weight:47 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 8-2-2 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=524/0-3-8,3=524/0-3-8 Max Horz 1=-48(LC 10) Max Uplift 1=-198(LC 12),3=-198(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-687/615,2-3=-687/615 BOT CHORD 1-4=-488/570,3-4=-488/570 WEBS 2-4=-273/249 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=6ft Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 6-6-9,Exterior(2)6-6-9 to 11-6-9 zone;cantilever left and right exposed;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=198,3=198. 6)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. � I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. int Design valid for use only with Mick®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/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin T12862168 14854T0 T4 Roof Special Girder 1• 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:01 2018 Page 1 I D:UIghMpvukCQ6hYcFOKOgovyHuh5-L8K?ImuQTow?Ju7tNR7dtSEUUtudGZbBJIH4Bizz7by 2-0-0I 7-4-0 I 12-1-8 I 14-6-0 I 18-11-0 2-0-0 5-4-0 4-9-8 2-4-8 4-5-0 Scale:3/8"=1' 7x10= 4 Al Special 5.00 ITIY 7x10 ,,.6x6= i • '-_ 2 NAILED 'V 5 0 i 9 _ C �— colTl d ♦ 16 6 17 18 7 6 4x6 H 2x4 I I NAILED JUS24 7x10- 2x4 II 3x8 II Special 2-0-0I 7-4-0 I 12-1-8 [ 14-6-0 I 18-11-0 2-0-0 5-4-0 4-9-8 2-4-8 4-5-0 Plate Offsets(X,Y)— [1:0-2-12,0-1-5],[1:0-0-5,0-6-51,[1:0-0-2,0-0-61,[2:0-4-4,0-2-4],[5:0-3-8,Edge1,[5:0-0-5,0-6-51,[5:0-0-2,0-0-61,[7:0-3-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.30 7-8 >759 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.44 7-8 >517 180 BCLL 0.0 " Rep Stress Incr NO WB 0.84 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:82 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except* TOP CHORD Structural wood sheathing directly applied. 2-3,3-4:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2"Except" 1-7:2x4 SP SS WEBS 2x4 SP No.3`Except` 4-7:2x4 SP No.2 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=1056/0-5-8,5=862/0-5-8 Max Horz 1=50(LC 24) Max Uplift 1=-i88(LC 8),5=-122(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2216/399,2-3=-3985/636,3-4=-4946/844,4-5=-1544/241 BOT CHORD 1-8=-345/1982,7-8=-349/2023,6-7=-163/1357,5-6=-163/1357 WEBS 2-8=-36/324,2-7=-268/2010,3-7=-2208/428,4-7=-651/3730,4-6=0/255 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=188,5=122. 7)Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent at 5-3-4 from the left end to connect truss(es)to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)110 lb down and 72 lb up at 2-0-0 on top chord,and 25 lb down and 24 lb up at 1-9-14,and 13 lb down and 11 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Continued on nage 2 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED Ml7EK REFERANCE PAGE MM-7473 rev.10/0301015 BEFORE USE. Mil • 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/IPI l Quality Criteria,058-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin T12862168 14854T0 T4 Roof Special Girder 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:02 2018 Page 2 I D:UlghMpvukCQ6hYcFOKOgovyHuh5-pKtNy5v2E52sx2i4x8fsQgnfEHH_?OrLYPOdj8zz7bx LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-3=-60,3-4=-60,4-5=-60,9-12=-20 Concentrated Loads(Ib) Vert:16=-36(F)17=-11(F)18=-358(F) pit Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M9.7073 rev.1Or03/2015 BEFORE USE. Design valid for use only with MI lekT,connectors.This design 6 based only upon parameters shown,and is to 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 ile k is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tanya,FL 33610 1 Job truss truss Type Oty Ply Franklin 1 r 712862169 1485470 Tao Monopitch 1 1 Job Reference(optional) Building Component Supply,Jacksonville,Fl 32256 8.130 s Dec 12 2017 MiTek Industries,Inc. Wed Jan 3 09:01:14 2018 Page 1 ID:UIghMpvukCQ6hYcFOKOgovyHuh5-zzW 5Lb_OFW 5gATkugQcftae77oIBKsJbUHkr68zz7TJ 5 �0 4-4-0 1-10-2 70173 3-0-0 -'03 1-0-3 I 0.17-6 Ort-05 I 1-1-8 -9-8 I 0-3-0 2x4 II Scale:3/4'=1' 5 2x4 I! 13 — 5.00 FIF 4 — 2x4 II 3 — 1. — 4x6= T 5' 1 2 - - Ia Ayr . 8 7 6 2x4 II 2x4 II 2x4= 3x5= 4-4-0 1 0-6-0 1 1.0-2 101-f 3 3-0-0 I 3-11-5 4r0-1,5 I 6-1-8 460 1-4-2 1-f0 1-0-3 0-11-6 1-1b 1-9-8 0-3-0 Plate Offsets(X,Y)– 12:0-0-7,Edgel,(6:0-2-4,0-1-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.06 8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.07 8 >880 180 BOLL 0.0 * Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 2 n/a rVa BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):8 OTHERS 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=205/0-3-8 (min.0-1-8),2=224/0-3-8 (min.0-1-8) Max Horz 2=69(LC 12) Max Uplift 6=-37(LC 12),2=-i9(LC 12) 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=5.Opsf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 5-6-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 37 lb uplift at joint 6 and 19 lb uplift at joint 2. 5)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard t Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. tin Design valid for use only with Milek®connectors.This design Is based only upon parameters shown,arid 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 CrBerla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Soley Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Franklin 112862170 14854T0 141 Monopitch 2 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:03 2018 Page 1 ID:UIghMpvukCQ6hYcF0KOgovyHuh5-HXRIARwg?PBjYBGGUsA5ytJXAhjjkfFUn3mAGazz7bw 6-1-8 6-1-8 Scale=1:19.7 2x4 II 2 10 5.00 12 4 4x6= 1 I m Io 3 3x4= 3x5= 3x6 II 0-4-4 6-1-8 0-4-4 5-9-4 Plate Offsets(X,Y)-- 11:0-1-11,0-4-13),[1:0-0-0,0-1-61,[3:0-2-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.05 3-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.07 3-9 >999 180 BCLL 0.0 * Rep Stress Ina YES WB 0.00 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x6 SP No.2 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=201/0-3-8,1=245/0-3-8 Max Horz 1=70(LC 12) Max Uplift 3=-41(LC 12),1=13(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=40ft;L=Soft;eave�ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 5-6-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,1. 5)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. � I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-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 --MI le k Is always required for stability and to prevent collapse with possible personal fury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/lPil Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdlabie from Truss Plate Institute.218 N.Lee Sheet Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin T12862171 14854T0 T42 Half Hip Girder 2r 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:04 2018 Page 1 ID:UIghMpvukCQ6hYcFOKOgovyHuh5-Ij?8NnxlmjJaALrS2ZhKV5s1_5OLT2rd?jVkoozz7bv 2-0-0 5-8-4 9-8-0 , 10-3-8 2-0-0 3-8-4 3-11-12 0-7-8 Scale=1:19.1 3.00 I12 NAILED Special NAILED 2x4 II NAILED 4x5= 5x6= 2 15 3 16 17 4 5 I _it nn nflil nn 1 _-------= 9 - • n n Ipp 3x4= > NAILEDa NAILED NAILED 7 S20 2x4. 18 4x10 19 4x5 II , al 6 3x8 II P� 0-7-13 2-0-0 5-8-4 9-8-0 10-3-8 0-7-13 I 1-4-3 I 3-8-4 I 3-11-12 ' 0-7-8 Plate Offsets(X,Y)-- (1:0-3-6,Edgel,[1:0-0-0,0-1-71,[2:0-1-4,0-2-81,[7:0-2-8,0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.04 8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.06 8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:44 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 6=352/0-5-8,1=446/0-3-8 Max Horz 1=15(LC 8) Max Uplift 6=-70(LC 8),1=-100(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-655/169,2-3=-1145/263,3-4=-1145/263,4-7=-298/83 BOT CHORD 1-9=-162/609,8-9=-160/607,7-8=-81/377 WEBS 2-8=-105/550,4-8=-186/784 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=Ib) 1=100. 6)'NAILED"indicates 3-10d(0.1485(31 or 3-12d(0.148)(3.25")toe-nails per NDS guidlines. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)20 lb down and 42 lb up at 2-0-0 on top chord,and 14 lb down and 34 lb up at 2-2-2 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-60,2-4=-60,4-5=-20,6-10=-20 Concentrated Loads(ib) Vert:9=-14(B)18=-4(B)19=-4(B)20=-4(B) t A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/201S BEFORE USE. Design valid for use only with Mitek`connectors.This design is based only upon parameters shown.and Is for an IndMdual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing g .M;�l lei" is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,SeeANSI/TPI1 Quality Criteria,DS8-89 and BCSI Building Component 6904 Parke East Bled. Solely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin A T12862172 14854T0 T43 Half Hip 2 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:05 2018 Page 1 I D:UlghMpvukCQ6hYcF0KOgovyHuh5-DvZW b7xwW ORRoVQfcHCZ2I PEvVLIC WjnENFHKTzz7bu I 4-0-0 9-8-0 10-3-8 4-0-0 5-8-0 0-7-8 Scale=1:19.1 4x5= 3.0012 3x5 I I 2 12 4 Ti' 6 1 c Jr • 1 — X 4x5— X 6 4x5= 3x8 I I 5 0-7-13I 2-0-3 I 4-0-0 6-8-4 I 9-8-0 10-3-8 0-7-13 1-4-6 1-11-13 2-8-4 2-11-12 0-7-8 Plate Offsets(X,Y)-- (1:0-3-6,Edge],E1:0-0-0,0-1-15],[3:0-2-4,0-1-0],16:0-1-12,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.10 6-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.16 6-11 >752 180 BCLL 0.0 * Rep Stress lncr YES WB 0.19 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:41 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 except end verticals. WEBS 2x4 SP No.2'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-6:2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 5=343/0-5-8,1=429/0-3-8 Max Horz 1=30(LC 12) Max Uplift 5=-41(LC 12),1=-52(LC 12) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-658/298,2-3=-316/88 BOT CHORD 1-6=-295/618 WEBS 2-6=-311/213 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=40ft;L=50tt;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,1. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/I-PI 1. The building designer shall verify that this parameter fits with the intended use of this component. t Ai WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mil Design valid for use only with MITek®O 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 verity the applicability of design parameters and properly Incorporate this design into the overall building design. @acing 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 potable personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSi/IPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin T12862173 14854T0 T44 Half Hip 2 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:06 2018 Page 1 I D:UlghMpvukCQ6hYcF0KOgovyHuhS-h67uoTyYHKZIQf?rA_joaWxOzvhlX?NwT1_rsvzz7bt 6-0-0 9-8-0 10-3-8 11 6-0-0 3-8-0 ' 0-7-8 Scale=1:19.1 4x5= 2x4 II 3.00 12 2 3 4 12 r •. 1 • 11 4x5= axe 11 5 I 0-7-13 I 3-0-3 6-0-0 7-8-4 9-8-0 10-3-8 0-7-13 2-4-6 2-11-13 1-8-4 1-11-12 0-7-8 Plate Offsets(X,Y)-- (1:0-3-6,Edge),[1:0-0-0,0-1-71,[6:0-1-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.13 6-11 >950 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.20 6-11 >602 180 BCLL 0.0 • Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 1 n/a rVa BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:39 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 except end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-6:2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 5=343/0-5-8,1=429/0-3-8 Max Horz 1=45(LC 12) Max Uplift 5=44(LC 12),1=-50(LC 12) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-501/216 BOT CHORD 1-6=-232/462 WEBS 2-6=-319/232 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=40ft;L=Soft;eave- ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 6-0-0,Exterior(2)6-0-0 to 9-8-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,1. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. A WARNING-Verity 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 taus system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of lridMdual 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/1PI1 Quallly Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdiable from Truss Plate institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin r . T12862174 14854T0 T45 Half Hip 2 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:07 2018 Page 1 ID:UlqhMpvukCQ6hYcFOKOqovyHuh5-9lhG?pZA2eh8l paljiEl7jUYOIORgSf4ihkOPLzz7bs 7-0-0 8.0-0I 9-8-0 10-3-8 7-0-0 1-0-0 1-8-0 0-7-8 Scale=1:19.1 3x6= 2x4 I 3 4 5 2x4 3.00 I 2 e C 13 410., 0 r; N 1 _ C Ii 3x4= 7 57(6= 6 3x811 0-7-13 7-0-0 8-0-0 8-8.4I 9-8-0 10-3-8 0-7-13 6-4-3 1-0-0 0-8-4 0-11-12 0-7-8 Plate Offsets(X,Y)-- 11:0-3-6,Edge],11:0-0-0,0-1-71,13:030,0-2-12],17:0-2-8,0-2-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.14 7-12 >860 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.23 7-12 >536 180 BCLL 0.0 * Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 1 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:39 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 except end verticals. WEBS 2x4 SP No.2`Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-7:2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 6=343/0-5-8,1=429/0-3-8 Max Horz 1=61(LC 12) • Max Uplift 6=-47(LC 12),1=46(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-468/185 BOT CHORD 1-7=-224/429 WEBS 2-7=-403/271 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave�ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 8-0-0,Exterior(2)8-0-0 to 9-8-0 zone;C-C for members and forces Sr MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,1. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. • 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MtI-7473 rev.10/03/2015 BEFORE USE mi 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 Mile k is always required tot 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/1Pl1 Quality Criteria,DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Sheet,State 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin ■ • T12862175 14854T0 T46 Roof Special 11 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:08 2018 Page 1 ID:UIghMpvukCQ6hYcFOKOgovyHuh5-dUFeD9_ppxp?fz9DH PIGfxljviMYPvrDW KTxxozz7br 7-0-0 9-8-0 7-0-0 P-8-0 Scale=1:18.9 2x4 I I 3 4 3.00 I12 2x4 2 13 11111-, 12 1 • 6 3x5- ax6- 3x8I 5 0-7-13 10-3-8 0-7-13 9-7-11 Plate Offsets(X,Y)-- 11:0-3-6,Edgle1,[1:0-0-0,0-1-71,[6:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.14 6-11 >841 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.23 6-11 >525 180 BCLL • 0.0 * Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:40 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 except end verticals. WEBS 2x4 SP No.2`Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-6:2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 5=343/0-5-8,1=429/0-3-8 Max Horz 1=73(LC 12) Max Uplift 5=-50(LC 12),1=43(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-471/160 BOT CHORD 1-6=-219/432 WEBS 2-6=-422/264 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 9-8-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,1. 5)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 4 1 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. hut 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 verity the applicability of design parameters and properly incorporate this design Into the overall building design. 8racing 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Nexandfla,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin 1 T12862176 14854T0 T5 Roof Special 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:09 2018 Page 1 ID:UlghMpvukCQ6hYcF0KOgovyHuh5-6hp0QV?RaFxsH6kQr7HVC8Zy46h381AN9_DVTEzz7bq 4-0-0 9-4-0 12-1-8 18-11-0 4-0-0 I 5-4-0 2-9-8 I 6-9-8 Scale:3/8'=1' 5x8= 4 6718 7x10= 15 5.00 F1T 2 di d 16 4 cn 5 a i 1 O n • • a O d 7 6 3x811 4x5= 7x10= 3x8 II 4-0-01 12-1-8 I 18-11-0 4-0-0 8-1-8 6-9-8 Plate Offsets(X,Y)-- [1:0-3-8,Edge],[1:0-0-5,0-6-5],[1:0-0-2,0-0-61,[2:0-3-12,0-2-8],[5:0-0-2,0-0-6],[5:0-0-5,0-6-5],[5:0-3-8,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 0.49 Vert(LL) -0.11 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.18 6-7 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.36 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:80 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 9-1-5 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (Ib/size) 1=757/0-5-8,5=757/0-5-8 Max Horz 1=-50(LC 10) Max Uplift 1=-97(LC 12),5=-97(LC 12) FORCES. (Ib)-Max Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1417/330,2-3=-1287/329,3-4=-1272/321,4-5=-1285/295 BOT CHORD 1-7=-253/1265,6-7=-409/1828,5-6.198/1118 WEBS 2-7-0/356,3-7=-579/175,3-6=-844/258,4-6=-96/676 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 9-0-0,Interior(1)9-0-0 to 12-1-8,Exterior(2)12-1-8 to 17-1-8 zone;C-C for members and tomes&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 1 _ 1 _ A WARNING-Verity design parameters and READ NOTES ON MS AND INCLUDED MITEK REFERANCE PAGE M5-7473 rev.10/03/2015 BEFORE USE. bet 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. &acing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Bled. Safety Information available from Tries Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin a T12862177 14854T0 T6 Roof Special 1 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:10 2018 Page 1 I D:UIghMpvukCQ6hYcFOKOgovyHuh5-atMPeq?3LY3juGJcPgoklM63xW 3vtouW Oey2?gzz7bp 6-0-0 i 12-1-8 2-10-c 18-11-0 6-0-0 6-1-8 0-8-13 6-0-11 Scale:3/8'=1' 8x10= 4 7x10 2 15 16 ' 3 5.00 FIT 14 18 O 19 0 1 I 5 4 y 0 7 6 It 3x8 11 7x10= 4x5= 3x8 11 6-0-0I 18-11-0 6-0-0 12-11-0 Plate Offsets(X,Y)-- [1:0-3-8,Edgel,[1:0-0-5,0-6-51,[1:0-0-2,0.0-61,[2:0-3-12,0-2-81,[3:0-1-8,Edgel,[5:0-0-2,0-0-61,[5:0-0-5,0-6-51,[5:0-3-8,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.06 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.10 6-7 >999 180 BOLL 0.0 ` Rep Stress Incr YES WB 0.13 Horz(CT) 0.02 5 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:79 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-4 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=763/0-5-8,5=769/0-5-8 Max Horz 1=-50(LC 10) Max Uplift 1=-111(LC 12),5=116(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1347/445,2-3=-1219/556,3-5=-1377/505 BOT CHORD 1-7=-291/1186,6-7.288/1193,5-6=-402/1218 WEBS 2-7=0/253 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=40ft L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interlor(1)5-0-0 to 6-0-0,Exterior(2)6-0-0 to 16-11-4,Interior(1)16-11-4 to 18-11-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=111,5=116. 7)This truss is designed for a creep factor of 1.50,which Is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the Intended use of this component. 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/73/2015 BEFORE USE Ni Design valid for use only with MiTek®connectors.This design k bused 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute,218 N.Lee Street.Sulte 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin 712862178 14854T0 T7 Hip 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:10 2018 Page 1 ID:UlghMpvukCQ6hYcFOKOgovyHuh5-atMPeq?3LY3juGJcPgokIM61 SW OYtpjW Oey2?gzz7bp 8-0-0 10-11-0 18-11-0 8-0-0 2-11-0 8-0-0 Scale=1:30.8 6x6 it 6x6 11 2 3 1111 5.00 12 13 14 4 4 6 5 3x8 I I 656= 2x4 II a l l 8-0-0 I 10-11-0 18-11-0 8-0-0 2-11-0 8-0-0 Plate Offsets(X,Y)-- 11:0-0-2,0-0-61,(1:0-0-5,0-6-51,11:0-3-8,Edge],(4:0-0-2,0-0 61.14:0 0 5,0 6-5],14:0 3-8,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.24 6-9 >929 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.31 6-9 >743 180 BCLL 0.0 * Rep Stress!nor YES WB 0.08 Horz(CT) 0.03 1 rVa n/a BCDL 10.0 Code FBC2017/TPf2014 Matrix-MS Weight:71 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=757/0-5-8,4=757/0-5-8 Max Horz 1=59(LC 11) Max Uplift 1=-97(LC 12),4=-97(LC 12) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1205/310,2-3=-1038/323,3-4=-1205/310 BOT CHORD 1-6=-197/1033,5-6=-195/1038,4-5=-196/1033 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave�ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 8-0-0,Exterior(2)8-0-0 to 10-11-0,Interior(1)18-1-14 to 18-11-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,4. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/-PI 1. The building designer shall verify that this parameter fits with the intended use of this component. V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for sta ally and to prevent collapse with possible personal kyray and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of muses and truss systems.seeANSI/lPl1 Quality Criteria.D58-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin r T12862179 14854T0 T8 Common 3 1 I Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:11 2018 Page 1 I D:UIghMpvukCQ6hYcFOKOgovyHuh5-23wnrA0h6sBaW QuoyXJzHZfKnwK3cESfclicY7zz7bo 6-4-13 9-5-8 12-6-3 . 18.11-0 6-4-13 I 3-0-11 I 3-0-11 i 6-4-13 l Scale=1:31.0 5x8= 3 5.00 12 2x4 2x4...r,2 4 14. 1+ �� 15 13 16 5 1 ri cr I e [d 6 II 7x10= 3x8 II 9-5-8 18-11-0 9-5-8 I 9.5-8 Plate Offsets(X,Y)— 11:0-0-2,0-0-61,11:0-0-5,0-6-51,11:0-3-8,Edge),15:0-0-2,0-0-61,15:0-0-5,0 6-51,15:03-8,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 6-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.17 6-12 >999 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.24 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:79 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right 2x4 SP No.3 REACTIONS. (lb/size) 1=757/0-5-8,5=757/0-5-8 Max Horz 1=-69(LC 10) Max Uplift 1=-97(LC 12),5=97(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1279/310,2-3=-1014/255,3-4=-1014/255,4-5=-1279/310 BOT CHORD 1-6=-223/1126,5-6=-223/1126 WEBS 3-6=-136/635,4-6=-340/170,2-6=-340/170 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=5.Opsf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-0-0 to 5-0-0,Interior(1)5-0-0 to 9-5-8,Exterior(2)9-5-8 to 14-5-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5. 6)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. i 1 w . A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE Md-7473 rev.1010312015 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 1Tek • Is always required for stability and to prevent collapse with possible personal Injury and properly damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin r . T12862180 14854T0 T9 COMMON GIRDER 1 2 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:13 2018 Page 1 ID:UIghMpvukCQ6hYcFOKOgovyHuh5-_S2XGs2xeTRIlk1 B4yLRM_kZjjz140zy4cBic?zz7bm 4-9-2i 9-5-8 l 14-1-14 i 18-11-0 4-9-2 4-8-6 4-8-6 4-9-2 5x8= Scale=1:33.0 3 5.00112- 4x5 .00 124x5 4x5 2 4 4 ` 1 _ _ _ __ s O eJ • Id 8 15 16 7 17 18 6 19 20 38 THD26 THD26 1014 MT20HS— THD26 3x8 THD26 x 7x10= x — 7x10= THD26 THD26 THD26 4-9-2l 9-5-8 l 14-1-14 i 18-11-0 l 4-9-2 4-8-6 4-8-6 4-9-2 Plate Offsets(X,Y)-- 11:0-0-0,0-3-3),13:0-4-0,0-2-01,15:0-0-0,0-3.31,16:0-4-4,0-1-81,(8:0-4-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.19 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.28 7-8 >819 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.75 Horz(CT) 0.05 5 n/a rt/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:205 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3`Except* 3-7:2x4 SP No.2 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=4979/0-5-8,5=7097/0-5-8 Max Horz 1=-69(LC 6) Max Uplift 1=-675(LC 8),5=973(LC 8) FORCES. (lb)-Max-Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-11356/1556,2-3=-9197/1300,3-4=-9205/1301,4-5=-12532/1738 BOT CHORD 1-8=-1390/10383,7-8=-1390/10383,6-7=-1563/11506,5-6=-1563/11506 WEBS 3-7=-893/6674,4-7=-3378/506,4-6=-302/2504,2-7=-2139/315,2-8=-167/1642 NOTES- 1)2-ply truss to be connected together with 10d(0.131'x3')nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=4Oft;L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=675,5=973. 9)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 6-0-12 from the left end to 18-0-12 to connect truss(es)to back face of bottom chord. 10)Fill all nail holes where hanger is in contact with lumber. 11)This truss Is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the Intended use of this component. LOAD CASE(S) Standard .,nntim>Pr1 nn vane 2 A WARNING-Verify detlgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev.I0A3/2015 BEFORE USE. mi Design valid for use only with MilekO 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 Ibis design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k Is always required for stability and to prevent collapse with possble personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety informallon avdiable from Truss Plate institute,218 N.Lee Street,Suite 312,Nexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Franklin T12862180 14854T0 T9 COMMON GIRDER 1 2 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:13 2018 Page 2 ID:UlghMpvukCQ6hYcFOKOgovyHuh5-_S2XGS2xeTRIlk1 B4yLRM_kZjz140zy4cBic?zz7bm LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-60,3-5=-60,9-12=-20 Concentrated Loads(lb) Vert:6=-1326(B)15=-2600(B)16=-1326(B)17=-1326(B)18=1326(B)19=-1326(B)20=-1333(B) 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE Mit-7473 rev.101932015 BEFORE USE. Design valid for use only with Mllek®O 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(Tek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/1PI l Quality Criteria,DSB-89 and BCSI Building Component Safely Informalon available from Truss Plate institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin T12862181 14854T0 V1 Valley 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:14 2018 Page 1 ID:UlghMpvukCQ6hYcF0KOgovyHuh5-SecvTC2ZPnZ9NucNegsgvCHw17YDpez6JGwG8Rzz7bl 1-10-0 3-8-0 1-10-0 1-10-0 3x6= Scale=1:6.8 5.00 12 2 3 o iiiii�iiii�ii0.'�'�•P•O•�.��••::..... re ::i••.••...••...................• .....•••.••..... .... 3 ❖:•:i•:O i i ii0'ii'i'i'i'i'i'i'i'�•i i i i ii••i i•i'i•:i ii i•.•i.:�.•:'ii'i'i'i i'i'iiiii••ii':i i'::•.::•.:'.�:•.:::•i i.•i i i i i i i iiii'ii1•i'i'i'i'i'i:::5••.:•i i•.•.•.• •. iiiiii'�i i i•�•�'�i i:i::'�:•�::::::•i•'�ii'�•iiiiiii.i•.i i•�'�•�•�'�'�'�:::•i.•:::•i•i:i•:•. i'iiii�'�'i�'iiii.�i'.'.'iiiii.•i.•i.•iii Viii�'�'�•iii�•�•i.•i.'.'.' .'.'.' iiii.'iiiiii.•i.•i.' 2x4 2x4 00-p- 0 J 0 3-8-0 3-7-6 Plate Offsets(X,Y)-- f2:0-3-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=86/3-6-13,3=86/3-6-13 Max Horz 1=-8(LC 10) Max Uplift 1=-11(LC 12),3=-11(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 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 Mllek®connectors.Rus design Is l'used only upon parameters shown-and Is lot an Individual building component.not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSViPlI Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tress Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin • T12862182 14854T0 V2 Valley 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:15 2018 Page 1 ID:UlghMpvukCQ6hYcF0KOgovyHuh5-wgAIhY3CA5h0?1 BaBNOvRPp3OXtiYSOFXwgphuzz7bk 7-9-10 11-1-10 7-9-10 3-4-0 5x6_ Scale=1:21.4 3 5.00112 9 2x4 II 4 •2x4 II y . 2 \� 8 11 1 — — — 7 6 5 3x4 2x4 II 2x4 II 2x4 II 11-1-10 11-1-10 Plate Offsets(X,Y)-- 13:0-3-0,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress!nor YES WB 0.05 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight:41 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-1-0. (Ib)- Max Horz 1=49(LC 12) Max Uplift All uplift 100 lb or less at joint(s)5,6,7 Max Gray All reactions 250 lb or less at joint(s)1,5 except 6=272(LC 1),7=335(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-7=-253/179 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-9-1 to 5-9-1,Interior(1)5-9-1 to 7-9-10,Exterior(2)7-9-10 to 10-11-14 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,6,7. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev.10/03/2015 BEFORE USE mll Design valid for use only with Mitek®connectors.This design Is based only upon parameters shown,and Is for an Individual braiding 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/IPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. i Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin • T12862183 14854T0 V3 Valley 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:16 2018 Page 1 ID:UIghMpvukCQ6hYcFOKOgovyHuh5-01 kguu4gxOptcBmml5v8_dMBdxALGYhPmaPMDKzz7bj 5-9-10 9-1-10 5-9-10 3-4-0 Scale=1:17.3 4x5 I I 2 5.00 12 2xaII a 9 N 1 • O — Q o 5 4 2x4 2x4 II 2x4 II 9-1-10 9-1-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress lncr YES WB 0.05 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=185/9-1-0,4=100/9-1-0,5=374/9-1-0 Max Horz 1=31(LC 11) Max Uplift 1=-29(LC 12),4=-25(LC 12),5.30(LC 12) Max Gray 1=185(LC 1),4=122(LC 22),5=374(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-254/155 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,4,5. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. t � A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED ATITEK REFERANCE PAGE MN-7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mirek2 connectors.Ibis design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before rise,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'ratify and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI1 Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from truss Plate Institute.218 N.tee Street.Stile 312,Alexandria,VA 22314. Tampa.FL 33610 'Job Truss Truss Type Oty Ply Franklin s T12862184 14854T0 V4 Valley 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:17 2018 Page 1 ID:UlghMpvukCQ6hYcFOKOgovyHuhs-tDH26E5SiixkELLyJoQNXgvPEKYK??BY?E9WImzz7bi 3-9-10 7-1-10 3-9-10 3-4-0 Scale=1:14.0 455 II 2 5.00 12 3 O .........................:................................................................................................. 4 2x4 2x4 H 2x4 0- i 0 7-1-10 0-0210 7-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight:22 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. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=120/7-6-1,3=120/7-6-1,4=247/7-6-1 Max Horz 1=-22(LC 10) Max Uplift 1=-25(LC 12),3=-25(LC 12),4=-13(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=40ft L=50ft;eave�ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-707?rev.f0r03/2015 BEFORE USE hut • Design valid for use only with MiTekK connectors.this design is t.Wised 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 Mire k Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and buss systems,seeANSUTPI I Quality Criteria,DSB-89 and BCSI Bulking Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 33610 'Job Truss Truss Type Qty Ply Franklin b T12862185 14854T0 V5 Valley 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:17 2018 Page 1 ID:UIghMpvukCQ6hYcF0KOgovyHuh5-tDH26E5SiixkELLyJoQNXgVRIKZz??jY?E9wlmzz7bi 1-9-10 3.7-4 1-9-10 1-9-10 3x6= Scale=1:6.7 5.00 I12 2 3 1 \' 0 0 a 10 0 0 '.•i..�'.•.•:::::i:.•i i.•:.•:..we i: .•:iii'.•.•.•.•`i:'�•i. 2x4 2x4 O-pP- 0 3-7-4 00�0 3-6-10 Plate Offsets(X,V)-- 12:0-3-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a - n/a 999 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-P Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=84/3-6-1,3=84/3-6-1 Max Horz 1=-8(LC 10) Max Uplift 1=-11(LC 12),3=11(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat, II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Mil Design valid for use only with Milelai connectors.this design Is based only upon paramelers shown,and is for an individual building comlxonent,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 1Tek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII Quality CAteda,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Oty Ply Franklin t 1 T12862186 14854T0 V6 Valley 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:18 2018 Page 1 ID:UIghMpvukC06hYcF0KOgovyHuhs-LPrQJa64T04bsVw8tVxc32RaukulkSzhDuuTIDzz7bh 4-0-0 4-05-0 Scale=1:11.1 2 2x4 II .00'12 11111 1 ■ 3 2x4 2x4 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a - n/a 999 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=124/3-11-6,3=124/3-11-6 Max Horz 1=39(LC 12) Max Uplift 1=-8(LC 12),3=-24(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.0psf;BCDL=5.0psf;h=25ft;B=40ft;L=Soft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 6)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/-PI 1. The building designer shall verify that this parameter fits with the intended use of this component. A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERANCE PAGE A70.7173 rev.1693/2075 BEFORE USE. Design valid tot use only with connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MI Tek • Is always requked for stability and to prevent collapse with possible personal VW and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and trans systems.seeANSI/TPI1 Quality Criteria,055-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Franklin t 1 T12862187 14854T0 V7 Valley 1 1 Job Reference(optional) Building Component Supply, Jacksonville,FL-32256, 8.130 s Sep 15 2017 MiTek Industries,Inc. Wed Jan 3 07:52:19 2018 Page 1 I D:UIghMpvukCQ6hYcFOKOgovyHuhS-pcPoXv6iDJCRTfVLQDSscF_mn8FOTvDrSYe1 gfzz7bg 2-0-0 2-0-0 Scale=1:6.9 5.00 FIT 2 1 a3 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a - n/a 999 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=50/1-11-6,2=37/1-11-6,3=12/1-11-6 Max Horz 1=16(LC 12) Max Uplift 1=-3(LC 12),2=-16(LC 12) Max Gray 1=50(LC 1),2=37(LC 1),3=25(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;B=40ft;L=50ft;eave=6ft;Cat. II;Exp B;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. 7)This truss is designed for a creep factor of 1.50,which is used to calculate the Vert(CT)deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. t _ V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREfERANCE PAGE AIA-7473 rev.10/03/2015 BEFORE USE. mil. Design valid for use only with MIlek®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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSt/IPI I Quality Criteria,DSB-89 and SCSI BuSdIng Component 6904 Parke East Blvd. Safety Informallon avdlable from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' 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 I (Drawings not to scale) Damage or Personal Injury MIIIIrDimensions are in ft-in-sixteenths. , IApply 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 13-1/1,4' 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves o W14,\. 1.0A1) may require bracing,oralternativeTorI�� Op D bracing should be considered. c■_ O 0 3. Never exceed the design boding shown and never o stack materials on Inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate '' "� '— designer,erection supervisor,property owner and plates 0-1/16"from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each 1 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 colates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design Is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 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 , 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/TPI 1 14.Bottom chords require lateral bracing at 10 ff.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 MiTek®All Rights Reserved approval of an engineer. 411111110 reaction section indicates joint 1111111111111111111 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �II� �' A 18.Use of green or treated lumber may pose unacceptable ._ environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal WF(/I 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pbtures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. p, is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, e k ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 CAL HEADFR UNG TYPI -NAI E TOP.. WINDOW SILL SCHEDULE 1X3 TQ RS 0.13 E NAILS US P CONNECT TOP PLATE NAILING: S TYPICAL » ION_ . SPECIFICATIONS AT_ DESIGN - 2X6" 2x8. 5 NAILS LENGTH , O � 0 MIN. SPL GE LE _.._ TYPICAL STUD NAILING: •'f...n n:.1rf - /�\ AI All C FrA c`TrAI AI I Tl1D DI ATCC / /w n\ n www:-�,,. •, A„ n DESIGN CODEC 2017 FLORIDA BUILDING CODE - RESIDENTIAL YEAR AFTER THE DATE OF THE ORIGINAL PLANS, DESIGN IS VOID ONE YE UNLESS PLANS HAVE BEEN REVIEWED FOR CODE COMPLIANCE. DESIGN LOADS: ACTUAL AND UNIFORM - ROOF FLOOR ROOF LOADING (cd=1.25) (cd=1.00) TOP -CHORD LIVE LOAD 20 psf 40 psf TOP CHORD DEAD LOAD 7 psf (ARCH SHINGLES) 10 psf 0 f CLADDING COMPONENTS &CLA ALLOWABLE DESIGN PRESSURES TRIBUTARY AREA (sf) INTERIOR EDGE STRIP (PSF): ZONE (PSF) 'a' = 4'-6" 10 +25.6 -27.7 +25.6 -34.2 50 +22.9 -25:0 +22.9 -28.8 100 +21.8 -23.9 +21.8 -26.6 GAR AGE DOOR PRESSURES PSF 1 CAR T THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). HE ABOVE WIND PRESSURES HAVE BEEN REDUCE 9v -0.60 AS PERMITTED BY REDUCTION THE ALLOWABLE STRESS DESIGN METHODOLOGY. N0 FURTHER RED SHALL B E PERMITTED OR BOT . COMPONENT &CLADDING WALL ELEMENTS SHALL BE DESIGNED F H RES SHOWN IN TABLE ABO VE. POSITIVE AND NEGATIVE PRESSURES INTERPOLATION IS PERMISSIBLE.PERMANENT LINEAR IN - _ PLUS - PRESSURE AND MINUS -SUCTION. OF WINDOWS DOORS FASTENING TO THE WALL FRAMING 1S THE DOORS DESIGN WINDOWS/ OF THE WINDOW DOOR MANUF. SUPPLIER & SHALL MEET RESPONSIBILITY / / LVE PRESSURES. THE ABOVE NOTED POSITIVE AND NEGATIVE a a �-- --� a a a �k � o I � �� DENOTES EDGE STRIP, __ o SEE C & C CHART IF -ON DIMENSION ABOVE F OR a .DIM 1 D 1 L I GARAGE +22.9 DOOR -28.8 (8'x7') RAISED HEADER 2 CAR - GARAGE +21.8 DOOR -23.9 {16'x7') TO FTG. LhIV �n - ,�.+ {/•,J ILIA ,",�.� iv ��,�-.+ : IV HILJ UNLIT I ,, / k-) V.IJIh 0.131x3" END NAILS: VL 11" LVL = 7 NAILS OGETHER w _;3 ROWS VENLY SPACE CONNECTOR OR FAS ENERS FL CODE s L O T / { ) 4 » 2 C� 2x - „ AGGERED. , NAILS 12 O.C. ST VL 16 LVL 9 F .131x3 C� O 14 L 0 SPF , SYP ( ) (3) � 2x6, 9 1Odx1 / USP A35 450 450 ( ) 2 (4) ®2x8. SYP��• USP- RT7 585 495 (5)8d EA. END USP'RT8A 775 650 (5)10dx1' 2" EA. END TYPICAL WALL FRAMING NOTES: ROOF SHEATHING, 6�' 1195 860 7 10dx1' °' EA. END 1. USE SPF#2 OR BETTER FOR SEE SPECIFICATIONS. USP MTW12 { ) z 0 1450 1245 12 10dx1 /z" EA. END ALL WALL STUDS.. USP HTW2 { ) SEE 5/S0.0. 2x_BLOCKING ONLY iICo..hiCTAOA 1AAt) 1ari�i (Q)1nd.F FNS 2.. HRF SYPA2 FOR ALL TOP F. nrnlllDCn IC CUCADU/AII li � I -- -- - - II TOP CHORD DEAD LOAD 20 psf TILE SHINGLES) I Ps P ( 0 psf BOTTOM CHORD LIVE LOAD 10 psf P BOTTOM CHORD DEAD LOAD 5 sf 5 psf P DEFLECTION CRITERIA. F FRAMING. LIVE LOAD L/ 240 TOTAL LOAD L/180 R00,5. 60 &TOTAL LOA D L 240 FLO R FRAMING: LIVE LOAD L/3 � , MAX ANY CASE 0.7,5,.... T THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). HE ABOVE WIND PRESSURES HAVE BEEN REDUCE 9v -0.60 AS PERMITTED BY REDUCTION THE ALLOWABLE STRESS DESIGN METHODOLOGY. N0 FURTHER RED SHALL B E PERMITTED OR BOT . COMPONENT &CLADDING WALL ELEMENTS SHALL BE DESIGNED F H RES SHOWN IN TABLE ABO VE. POSITIVE AND NEGATIVE PRESSURES INTERPOLATION IS PERMISSIBLE.PERMANENT LINEAR IN - _ PLUS - PRESSURE AND MINUS -SUCTION. OF WINDOWS DOORS FASTENING TO THE WALL FRAMING 1S THE DOORS DESIGN WINDOWS/ OF THE WINDOW DOOR MANUF. SUPPLIER & SHALL MEET RESPONSIBILITY / / LVE PRESSURES. THE ABOVE NOTED POSITIVE AND NEGATIVE a a �-- --� a a a �k � o I � �� DENOTES EDGE STRIP, __ o SEE C & C CHART IF -ON DIMENSION ABOVE F OR a .DIM 1 D 1 L I U SP' MSTA36 2065 2065 (13)10d A. END -INTERIOR PLA TES AND SOLE PLATES. 3. USE SYP#2 FOR ALL # HEADERS 4• ,:ALL WALLS BE BALLOON FRAMED FULL- HEIGH T TO ROOF OR FLOOR BEARING ELEVATION, U.O. ON PLAN. 5.) FASTEN BOTTOM PLATE OF LOAD BEARING WALLS TO CONCRE TE SLAB MASONRY CUT NA ILS @ SON w tOd MA\ /� O.C.O.C,MINIM SEE FOUNDATION PLAN ADDITIONAL ANCHORS AT SHEARWALLS SIZE CING. RAISED HEADER _ I L-- TRUSS BRACING BY :OTHER. FULL HEIGHT ANCHOR AT INTERIOR WALLS , -TYPICALLY FULLBY10:75WHEN HEIGHT THREAD ED RODS 0 6'-0" O.C. BLOCKING ONLY REQUIRED AT SHEARWALL SA ND STUCCO FINISH. 16d COM MONS - - - -- - - - - � I I I - ---J .FASTEN LOWER. STUD 8d TO TALLER STUD w / ON COMM 2 -ROWS OF 40d OOMS ®_3 " O.C. ' 12" O.C. TYPICAL SOLE G: LATE NAILING; 0.131x 3" TOE NAILS: (3) ®2x4, (4) ®2xs, 5 0 2x8. PT. SYP#2 SOLE PLATE: SHEATHING .:. WALL S HEATH . A DETAIL 1 SO p a SEE D / G FOR SPLIC NOTEM OPTIONS: ------ ___-__ 3 X 0.229" 3x 4" 1105 1105 '/2"0 ROC USP LTS20B /2 TO FTG. 1305 1305 6 1Od T USP JUS28 { ) HEADER 3x3xO.229" 4290 „ 0 R0 429 4 6 / USP HTT1 e TO FT G. I I aa FOUNDATION,SEE PLAN 5370 s HTT22 5370 b RO USP /a TO F TG. WIND, LOADING. DESIGNED WITH A - S SHALL BE DESIG FOR WIND UPLIFT, TRUSSES ASC 7 10 E MIN. D EAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF BOT TOM CHORD: REACTIONS CALCULATED FOR THE BEARING POINTS LLY ATTIC FLOOR OF R00 F TRUSSES SHALL BE REDUCED. SPECIFICALLY, MULTIPLIED OF LIVE SHALL BE MU LIVE LOADS. COMBINED WITH ROOF ED w DE AD LOAD. COMBINED / - - - -M. BASIC WIND SPEED (ASCE 7-10) -- - - - - 130 MPH IMPORTANCE FACTOR --------------- 1.00-�` - - MEAN ROOF HEIGHT ------------ 25.0 Fr - - - - - ------- ------ PITCH. - 7 12 ROOF / BUILDING CATEGORY .- - - - --- ---- ----__ II ' - -- `` --------------- RY C EXPOSURE CATEGORY CA TION ------ ENCLOSED D CLASSIFICATION SURE SSIFI ENCLOSURE CIEN T - --- f '18 INTERN AL PRESSURE COEFFICIENT EFFI 5/,,"0 R 0 2535) USP PAU44N. w 12 16d / { s 4 ROD USP PAU66 2535 /s w 12)16d / { ' USP MSTAM24 1545 1455 (5)/,"x2-1/, TAPCONS SIIVIPSO NCO N NCO �'']� ("`T f�.� CONNECTOR:' UPLIFT FASTENERS ' FL CODE # SYP SPF SEE PLAN FOR STD AND O 4LK CONTINUOUSI WITHIN FL W TH A35 450 450 12 8dx1 /z 10446.4 H2.5T 600 520 5-$d EA. ND t 1478.3 HTS16' 1 0 1 5 1085 16-10d EA END 10456.6 M TS12 1000 860 _ 7 10dx1 / z EA. EN D 10456 .3 , . K 4 w. 0INGHTS2 1450.. 1245 - , 24 10 dxi. » END EA. 1 3872.3 MSTA24 1765 1270 -A. 9 10d E END 13872 .4 SYP#2 DBL. HEADER, TOP PLATE. PER PLAN. - 4 SPF #2 < 4'4" 1 2x (4)12d d TOE NAILS . 6'-4" (2)2x4 SPF #2 (5)12d TOE NAILS 4 8'-4" (3)2x4 SYP #2 1 (1)A34 + (4)12d TOE NAILS 5 12'-0" (3)2x6 SYP #2 RAISED HEADER EDGE DISTANCE Y � EPDXY. 2 ARCHED TRANSOM OPTION* 2x SPF DIAGONAL BLOCKING 2 4" 3 X 0.229" 3x 4" I I' I i i L T 42" rHED NSOM ON RIGHT. WINDOW SILL SEE SCHEDULE FOR SILL `SIZE AND CONNECTION EACH END. 3x3xO.229" 4N' 2 " aa FOUNDATION,SEE PLAN ROUGH DROPPED HEAD " MINIMUM END OPENING. OR SILL PLATES FASTENER EACH END - 4 SPF #2 < 4'4" 1 2x (4)12d d TOE NAILS . 6'-4" (2)2x4 SPF #2 (5)12d TOE NAILS 4 8'-4" (3)2x4 SYP #2 1 (1)A34 + (4)12d TOE NAILS 5 12'-0" (3)2x6 SYP #2 (1)A35 + (4)12d TOE` NAILS 4'-0" MIN. SOLE PLATE ANCHOR SCHEDULE ANCHOR EXT. WALL SPACING SHEARWALLS' SPACING WASHER SPEC. EMBEDMENT DEPTH EDGE DISTANCE Y � EPDXY. 2 ARCHED TRANSOM OPTION* 2x SPF DIAGONAL BLOCKING 2 4" 3 X 0.229" 3x 4" 3/ 2 » a " " TITEN HD Yz 4X6 42" FASTENED w/ 3-0.131"x3" 3x3xO.229" 4N' 2 " DROPPED DR EA. END TYPICAL. HEADER SHEATHING MAY EXTEND 2" PAST BLOCKING- -WINDOW ATTACHMENTS MUST SYP#2 HEADER, ANCHOR INTO 2x MATERIAL. PER PLANS. JACK: AND ' KING STUDS SEE PLAN. W STORY CONDITIONS, ATT 0 WINDOW SILL SEE PROVIDE SOLID BLOCKING SCHEDULE. WITHIN FLOOR SYSTEM AT ALL S TS & JACK P LEVEL POS UPPER STUDS. SDWC15600 SCREW SEE 8/SO.0: :. 12" 1'/z ' 11 snt F TE ANCHOR. BO VE. __ PLA E POST ISR MAX. MIN. IONS 8" O.C.OFRAMING AT ECIF LCAT a WALL FRAM MATERIAL SP �, - WALL FRAM ING AT - 13872.8 - SCHEDULE 10d EA END SEE E 1870 13 - - 2050 -� FROM SOLE M STA36 r NDITI N D ' ° - TRUSS/BEAM 8d FLOOR SHEATHING I PLATE CHANGE CONDITION RAISED HEADER CO PLATE BREAK L 18 16d T TR / SEE SPECIFICATIONIS. HTT4 3480 3080 1.1496.2 .:.COMMON ARE AND ANCHORS. ,. I- I BUILDER MAY CHOOSE EITHER THE 'DROPPED HARDWARE -s » WALL FRAMING AT 1 � ROD FTG. / r e �'�` ' � 3 O.C.. N. �� ADER CONDITIO BOLTS &THREADED ROD. SHALL BE IN ACCORDANCE WITH [NOT ACTUAL PLAN] a a I HEADER CONDITION OR RAISED HE ANCHOR B P E ITL GRADE 36. 32-16d T TRUSS BEAM ASTM A 307 OR ASTM F 1554 TRUSS/ BEAM GRADE B . 5250 4670 „ 11496.2 F HERS. SHALL' BE IN ACCORDANCE WITH ASTM A50 ( ) HTT5 -s I I 2 TYPICAL WALL FRAMING WASHERS: SCOPE OF SERVICE • SHALL B IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. 1 /e R D TO FTGr NUTS. SH L E I I METAL CONNECTORS. ALL METAL CONNECTORS WHICH ARE EXPOSED TO 6-10d TO EADER I • g 9.30 780 10655.113 I S0.0 EXTERIOR SHALL BE GALVANIZED. MEANS AND METHODS. LUS2 4-1Od TO JOIST I I � EXTER OR BE RESPONSIBLE 77I I SOLE PLr".TE ANCHOR OF RODS OR REBAR THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL RETROFIT REBAR R00 INSTALLATION. EMBEDMENT I I I' / ODS TECHNIQUES PROCEDURES, OR � FOR CONSTRUCTION MEANS, METH 14-tsd TO HEADER - - � Q$, HOLD DOWN. M HOLES SHALL BE / L - - - - - - J » 2 BAR DIAMETER MINIMUM, a E DOWELS SHALL- BE 1 TOR OR ANY 7g5 10531.36 • HE ACTS OR OMISSIONS -OF THE CONTRACTOR HU410 905 SEQUENCES, FOR T _ „ 3x3xYa SLOTTED 6 16d TO JO lST 23/ ER THAN THREADED ROD SIZE. � a SIX. AND LARGER HE FAILURE FOR ANY OF THAN REBAR /a THE WORK OR FORT SEE 1 S0.1. WASHER PUSHED ;' LARGEROTHER PERSONS PERFORMING SYP 2 DBL. � / CT „ # SEE 5 SO 0. TO OUTSIDE BUTT JJINT CONSTRUCT THE WORK IN ACCORDANCE WITH THE CONTRA s "D 6 MIN 10849.6 / i (U.O.N.) THEM TO ABU44 2200 /a � ROD EPDXIED TOP PLATE. ' HALL BE ONE OF THE FOLLOWING PRODUCTS . ANCHORING ADHESIVE. S DOCUMENTS. A s ,, „ 3x3xYa SLOTTED FACE OF WALL. .� 2300 / 9, ROD EPDXIED 6 MIN 10849;6 2 (DUAL CARTRIDGE INSTALLATION ONLY). ABU66 a BLOCKING ONLY REQUIRED WASHER PUSHED -ENGINEERING DESIGN RESPONSIBII ITIES .' Itl� AL ENGINE rcu u I I R rU1 ISI ,., :4 AT>SHEARWALLS AND : WALL 'SHEATHING OUTSIDE EPDXY: I IN RED HEAD A7 LIMITS OF STRUCTURAL R N A N A SIMPSON OXY -TIE 11506 TO ASTM A615 GRADE 60. SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE SET / / I G STEEL. SHALL BE S THE ITEMS SPECIFICA STUCCO FINISH. SEE DETAIL 1 /S0.1 FACE OF `WALL _ M POST • 50. CONTINUOUS LOAD PATH FOR WIND UPLIFT, 10 1fid T STUD BEA / AN VIEW SHEATHING, STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE LIMITED TO THE FOLLOWING. CONTIN / STR FOR SPLICING PL RATED S E , 1675 1675 11496.3 FRAMING AND REQUIRED SHEATHING AND LTT206 BOUNDARY F NERAL NOTES: RE FABRIC (WWF): SHALL BE ASTM A185. WOOD PANEL SHEARWALLS, WALL _, OPTIONS. WELDED WI ( ) t /z a R D TO FTG. „ i SEE GE HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED 0 VENEER LUMBER (LVL)-. ALL LAMINATED :VENEER LUMBERHE "12"1y2 SHEATHI G. LAMINATE ( ) 13872.5. ROD .. .. - THREADED G NOT10d ELASTIC PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES; FLOOR FRAMING LSTAt2 9:1"705� 05695. 10 Yz MEET OR EXCEED THE FOLLOWING .DESIGN PROPERTIES A PRE ENFULL HEIGHT PT. SYP#2 SHALL MEE Y " R "4x6° MAX. MIN. -TO-TRUSS CONNECTION, AND AN SPECIFICALLY ADDRESSED, TRUSS THING EPDXIED 4 0 Y2 . 1 OOksi BENDING STRESS Fb 2600 sl1705 13-8d 10852:1 SHEATHING MODULUS (E) ,9 ( ) P CS16- HANICAL OR ELECTRICAL SYSTEM:SILL PLATE. EXAMPLE OF P NELARCHITECTURAL, MECTO BE 1 EDGE w/ BLOCKING SIMPSON TITEN HD. SOLE' PLATE BREAK CONTINUOUS WHERE REQUIRE BY -INTERIOR BEARING SPECIFICATIONS T� UPPER TER R EAR G GENERAL N TES. GENERAL NOTES £ CONSTRUCTION SPE TOP PLATE. WALL. SEE SCHEDULE. SECTION VIEW FOR STUD SIZE AND O.C. SPACING. FLOOR SHEATHINGSPECIFIC ATIONS TO „ WALL SHEATHING i 23/32 T&G OSB OR PLYWOOD SHEATHING, GLUE AND NAIL WITH 10d COMMON @ 6 O.C. EDGE &FIELD SOLE PLATE RAISE Y8' FROM ROOF SHEATHING F S » ETA LS SEE `DETAILS " f 4 0 OF ROOF EDGE. SEE D BOTTOM OF SOLE GE 'NAIL SPACING TO 4 O.C. WI N } FIELD AT GABLE ENDS DECREASE ED � 3 ., SHANK NAILS. � 6 O.C. EDGE & 6 O.C. ( Sd 01 7TED OSB OR PLYWOOD SHEATHING, NAILED w 0.113x2 RING 51.01 ON S1. PLAN AND FASTEN MIN. /ts 24/16, APA RA / ON „ �- @ 3 _. - COMMON - CO w Sd „ SPACING TO 4 O.C.WITHIN 4 0 OF OF EDGE). - - - - - _ / �� SHEATHING, NAILED w 0.113x2 RING SHANK � 6 O.C. EDGE & 6 O.C. FIELD (AT GABLE ENDS.: DECREASE EDGE NAIL SPAC ) 2 32 16 APA RATED PLYWOOD SHEATH N / F � � � F , 0 C- / NAIL SPACING AT SUPPORTED ED ES, GENERAL N TES. EXAMPLE OF UNSUP ORTED (UNBLOCKED) PANE EDGE TILE - PAIN. I /3 r " , ,, I (I Y ICAL), _ I _ m. WITHIN 4 OF ROOF EDGE). w _ + r •,E NAIL SPACING TO 4 O.C. ) ° ,;d, LE NDS DECREASE O.C.CELD AT GAB E AILS @ 6 O.C.ODGE & 6 0 � :w - .<.- •.. .- w ( NOTES: ,. APA RATED PLYWOOD SHEATHING; NAILED.. w 0:11..3x2 RING SHANK N ( - MIN. 1 2 24 16. / I .METAL - / r / I ARE REQUIRED AT ALL EXTERIOR; WALLS AND ADJACENT TO 1. SOLE PLATE ANCHORS - •� NAILING TO INTERM DIATE .. I I CORNERS AND PLATE BREAKS AND KING STUDS.: �u�;, » LATE: I I I „ WALL SHE ATHING>• HEIGHT FROM BOTTOM PL TE TO UPPER TOP P I LL BE EXTEND FULL HEI . 8d @ 4 O.C.EDGE AND 6 O.C. FIELD. SHEATHING SHA SUPPORT IS 6 0. MAX. ROOF � STRUCTURAL. 1 SHEATHING, FASTENED w/ _L - - - - _ - _ _ 24 16 APA RATED OSB OR PLYWOOD FLEXIBLE FIN L BE CONSIDERED BRITTLE FINISH. . BRICK. ALL OTHER WALL SHALL OR VINYL SIDING HARDI PANEL. & S INCLUDE. WOOD, CEMENT, � TRUSSES, OR FLEXIBLE FINISH WALL 2. WASHERS SHALL BE SLOTTED. ` , (LION). " AND 6" O.C. FIELD. SHEATHING SHALL BE EXTEND FULL HEIGHT FROM BOTTOM PATE TO UPPER TOP PLATE. 7 SHEATHING FASTENED w 8d @ 4 O.C. EDGE A I - APA RATED OSB OR PLYWOOD STRUCTURAL 1 , / » » » » ` ''" , STUCCO FINISH.. MIN. /ia 24/16, FLOOR :JOISTS: ORY MUL'TY STORY 3. AS AN ALTERNATE TO THE 3X3 XYa PLATE WASHER, A 3 X3 X 1 /z"4 ROUND • AY COMPRESSIVE STRENGTH OF SINGLE ST STEEL WASHER MAY BE USED MASONRY SPECIFICAilON5• GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 D MASONRY HAS BEEN DESIGNED IN ACCORD WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI53U:1-05. 3 ` " M TO ASTM'C270 AND TYPE M OR S. TYPE N MORTAR MAYBE USED IN BRICK 'VENEER• F ANCjFLOOR SI•-'IEt�"(•I'-•�INCj (�IAILI(�ICj � 2000 s, PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF /a PLACED AT AN 8 TO 11 SLUMP. MORTAR SHALL CONFORM P 1 TYP. WALL SECTIONS 3 SOLE PLATE ANCHOR DETAIL Et SCHEDULE 4 CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING. SO.O � S0.0 SCALE: 3/4" SCALE: 3/4" = 1'-0" TF JNITS (CMU 1: L M ON R MASONRY S � psi f m-1500 psi). GROUT :ALL CELLS CONTAINING VERTICAL G• . C. F - HT VrtlH A MINIMUM COMPRESSIVE STRENGTH. OF 1900 p ( p ) �`' 90-75 HOLLOW LOAD-BEARING CMU TYPE 1, GRADE N 1, NORMAL WEIG CMU SHALL BE IN ACCORDANCE WITH ASTM C (CMU), ,I SE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5'-C". REINFORCEMENT IN 5'-0 MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM OF COURSE " COURSING SHALL BE RUNNING BON S, STACK BOND SHALL NOT BE BE COMPOSED OF ASTM C90E, E GRADE.N. CONCRETE MASONRY UNITS WITH TYPE S MORTAR. WALL C MASONRY ALL CONCRETE MASONRY UNITS SHALL ... EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT (3) ROW OF 10d I U SED. GR STEMLL CEL T. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS. ALL EXT EMENT WITH 3000 PSI. PEA ROCK GONORET;E-- U CONTAINING VERTICAL REINFORCEMENT ,• CELLS CONT v, USED. GROUT ALL ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR NAILS'(Aa 8 O.C. ° » WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR MASONRY ELEM .AND 2 PLY STAGGERED p ° _ T EACH CORNER WALL END, „ H - 4 @ 4 0 O.C. MAX: AND A E ; - COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON WITH # JOINT REINFORCEMENT AT 16 O.C: VERTICALLY, (EVERY OTHER COU ), _ °„ 2x4 BLOCKING DIAMETERS INTO EACH ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL J BEAM. 1 N @24" O.C. FASTEN ,I WISE. LAP :JOINT ' -REINFORCING SHALL BE A MINIMUM OF 6". 1 S1.0. UNLESS NOTED OTHERSC1560N / SDWC15600 -•• 3 PLY BEAM. • a ° EACH END w/3 -10d 2x4 MEMBERS. TOENAILS. SEE ROOF 0 1 ROW OF 10d I; ° ° 'Y MASONRY BRICKI. { ) RESPECTFULLY. HOLLOW BRICK RES FRAMING -; ,+ ii G BRICK FACING BRICK, & H I BUILDING ICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, -0R C652 FOR BR PLAN FOR. EXTEND SHEATHING VERT. (4) ROWS 12d - NAILS @-4 O.C. ° AILS. TO TOP OF TRUSS AS SHOWN. CL AT 12" O.C. ° DET r ° 2x 6 MEMBERS: ERS: S. HOF 30 00 SI AT 28 DAYS YS I- TION STRENGTH CONCRETE A COMPRESSIVE CIFIC COM E RETE 'SPE A MINIMUM SIDE: ONC 1301. ALL CONCRETE SHALL HAVE LOCKING _ IN ACCORDANCE WITH AC PROVIDE 2x4 B D SHALL BE CONSTRUCTED ., EA E WITH ACI 318 08, AN _.. A • OW - T HAS BEEN DESIGNED IN ACGORDANC 2 ROW OF 10d STUD BEL ALL CONCRETE N � {) - A AT :HORIZONTAL JOINTS, 4 10d COMPRESSIVE STRENGTH 0 F 3000 PSI. HEATHING SEE „ ETE AT GARAGE AND PORCH SLABS SHALL HAVE A ..:....., ROOFS _ _ LOWER TOP CONGR e,• - (3) ROWS 12d NAILS '@ 4 O.C. COMMONS SPECIFICATIONS BELOW. „ AT 12 O.C. STAGGERED PLATE AT BREAK. OVER LAP DOUBLE TOP PLATES. -O EA. SIDE WALL INTERSECTION GENERAL NOTES*PRE-ENGINEERED WOOD H GONA V 2 BEAMS & 3 PLY CONDITIONS ROOF TRUSSES. POST TO VERIFY SUITABLE BLOCKING 2x OUND INVESTIGATION REPORT IS RECOMMENDED 2x SPF BL 2x OR 2x6 :POST FOOTING. AND. F 9ILQN i� FARING DESIGN MAXIMUM OF 2000 PSF. A SOILS INVE I WITH LOCAL BUILDI NG CODES. FOOTING HAVE BEEN DESIGNED WITH A SOIL B ( ) 4 OFCORNER E fN ACCORDANCE. TION AND FILL RIPPED TO FIT- OUNDATIONS SHALL. B LAND COHESIVE :CLAY SOILS. SOIL COMPAC FOOTINGS; AND F TIFIED. SOIL SHALL BE FREE OF ORGANIC MATERIA (_ STABLE SOIL THE ENGINEER SHALL BE NO - SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN :OCCUR IN A DISTURBED OR UN WITH GAP SHOWN. CL 4' . WITH ASTM D 1557. COMPACTED TO A MIN. OF 95 MODIFIED PROCTOR IN ACCORDANCEQ BE MP ALL ., » SH F 6 c� WS 0 �' (3)ROWS F 5 3 a HTS ETC. SEE ARCHITECTURAL PLANS: DO NOT SCALE FOOTING DIMENSIONS A D LOCATION FROM THE (3)ROWS 0 ( ) CAL EMBEDS STEP. HEIG , OR GENERAL FEATURES, CON DUITS ELECTRICAL = ` TRUSSLOK TRUSS LOK INFORMATION. F CATION IS NOT M � d' ONLY CONVEYS STRUCTURAL N FOUNDATION PLAN. iF FOOTING S SIZE OR LO SIMPSON FOUNDATION PLAN AL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED 0 DETERMINE FOOTING LOCATION .BASED ON EITHER THE ARCHITECTURAL FOUNDATION PLAN SHOWN ON S1:0. DO NOT DETE SDWC15600 ENGINEERED WOOD ENGINEERED WOOD PLAN THEN CONTACT ENGINEER OF RECORD (EOR) SEE ROOF FASTENERS � 24"o.c FASTENERS ®24"o.c • DETERMINED. ON AS SHOWN- AS SHOWN ' O.C.R ROD CHAIRS. FRAMING. CORNER WALL INTERSECTION „ S PROVIDE 3 @ 48 EKED SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS SIMPSON � IL GS AND MESH SHALL L BE CENT IN REINFORCING SHALL B E 3 IN FOOTIN CONDITIONS OVER FOR .REI PLAN FOR C DITTO MINIMUM CONCRETE C PERMITTED, SHALL BE 48` NOTED ON DRAWINGS,.. ELEMENT. SPLICES IN -REINFORCING, WHERE PE UNLESS OTHERWISE MINIMUM OF 40 BAR DIAMETERS INTO EACH ELE -CONCRETE ELEMENTS B Y INSTALLING CORNER BARS;. MIN SDWC15600 REINFORCING AT IN, OF PERPENDICULARDETAILS: rTER THING MAY ` PROVIDE CONTINUITY OF REINFSEE ROOF BAR DIAMETERS (NATE' AT SIMPSON 33 -PLY 4 -PLY NOTES: FRAMING �-Y SIMPSON S AT CORNERS AND INTERSECTIONS. OF DBL. SDWC15600 .. 1. OVERLAP P PLATE SDWC1560 0 PLAN FOR VERTICAL. ' 1 .0 EE NOTE C� 6 O.C.0 S DENOTES 3.x0.131. GUN NAILS 1 GREATER 2 DE 0 ntirp�"r� CI ABS[] SUBTERRANEAN PATE: RE GRADE. OF SUBTER TOP L AND G N PR VENTION 14 LVL i CHEMICAL SOIL TREATMENT C COMPACTED EARTH OR FILL WITH APPROVED LED OVER CLEAN SEE NOTE 1. DETAILS. PED 6 AND SEA , POLYETHYLENE VAPOR RETARDER WITH JOINTS LAP DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE: MINIMUM 6 MIL POLYET �_ 3 R M DS: OVER METHODS. INSTALLED � 0 FOR ALTERNA IVF M SHALL BE THROUGH OUT SLAB CALL EOR SLAB IN A 12x12 GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS L CUT A 1 SAWCUT INTO TYPICAL .CONNECTION NOTES: 4. SOLE PLAT ANCHOR` NOT REQUIRED WHEN HOLD DOWN IS INSTALLED. TERMITES. �AW�IITS. FOR CONTROLLED CRACKING 5" < HEEL < 1'-0" „ O HEEL < 5 1. TYP: CONNECTION AT STUD COLUMNS, 5. CONTRACT R MAY CHOOSE EITHER OPTION WHERE MULTIPLE _ OPTIONS A E SHOWN. ' I = KING ASSEMBLIES CORNER POST, ETC. �"0 FRAMING SPECIFICATIONS: NS. XPOSED TO WEATHER OR IN CON TAC WITH .MASONRY; :CONCRETE OR �- OD CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS E JACK TO SPECIFICATIONS NDS FOR WO NOTES: ACCORDANCE WITH NATIONAL' DESIGN S (NDS) LL BE BEEN DESIGNED IN ACCO USED, ALL ATTACHED FASTENERS SHA ALL WOOD FRAMING HAS B BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS S , `. ALL ATTACHED FASTENERS SHALL D STUD SD C ONLY REQUIRED :WHEN STUD IS DIRECTLY BELOW TRUSS. - ATE PRESERVATIVE TREATMENT IS .USED, 1. TOP PLATE TO SOIL SHALL BE PRESSURE -TREATED. IF, ACQ OR NON DOT BOR STAINLESS STEEL. 2. H2.5T MAY BE SUBSTITUTED FOR TRUSS CONNECTION. PROVIDE ADDITIONAL H2.5T 2. SPECIFIED NAILING REQUIRED FOR EVERY PLY FRAM D WALL CORNER AND AT TOP PLATE TO STUD SPACE 0 48" D.C. IN ADDITION TO (2) PLYS ES: I GIS 1N TALLED AT ALL TRUSSES AS 7 INTE ECTIONS STUDS CONFIGURATIONS RE ENGINEERED W000 TRUSS CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEAR N OF TRUSS CONNECTION P LLT AND SHALL COMPLY WITH NEPA, TPI, AND RITC 100. 5 RO HERE PROJECT IS BEING eu 6 BUILT UP MEMBER FASTENING. THE SEAL OF AN ENGINEER IN THE STATE W TEMPORARY BRACING PER 'COMMENTARY' AND SHALL BEAR E T THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE L ILES ARE THE RESPONSIBILITY OF - - NS AND TRUSS PROF USS CONNECTIONS USS TO TR THE TRUSS SHOP DRAWINGS. ALL TR S THROUGH TRUSS. WHEN USING 2 STRAPS ON S0.0 INDICATED IN MULTIPLE STRAP CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICT { ) S0. `' RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91. AT M ACROSS DBL. TOP PLATE FROM EA. OTHER. KING STUD TO TOP' PLATE: '' TRUSS TO PLATES SINGLE PLY .TRUSSES, PLACE STRAPS. DIAGONALLY SDWC15600 SCREW, SDWC :SCREW TOP PLATE TO HEADER FASTENING: NOT REQUIRED AT GABLE TOP PLATE HEADER FASTENING: ` EE DETAIL AT RIGHT. NOT REQUIRED S .. SHALL BE M UFACTURER S REQUIRE MENTS. CLAY DETAIL AT RIGHT, OT REQUIRED ROOF COVERINGS ��• BE INSTALLED ACCORDING TO THE A SYSTEM. ASPHALT SHI�dG S SHALL COMPLY WITH ASTM 03161 AND ENDS OR OPENINGS LESS SEE COVERINGFOR GABLE .ENDS. � CATION OF THE ROOF CO SHALL BE RESPONSIBL E FOR THE AND INSTAL - I CONTRACTOR „ � ALL COMPLY WITH 'ASTM E1514 AND BE INSTALLED THAN 4'-6" FOR GABLE ENDS. THE „ MANUFACTURER'S REQUIREMENTS.. STANDING SEAM -METAL ROOFS SH T Y ROOF TILE IN MANUAL. AND THE MAN AND TILE ROOFS SHALL BE INSTALLED PER THE CONCRETE AND CLAY OF ALL METAL FLASHING AND VALLEY MATERIALS. KING STUD TO TOP PLATE: CTR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION ACCORDING TO THE MANUFACTURERS REQUIREMENTS. THE CONTRACTOR SDWC15600 SCREW TOP PLATE TOHEADERFASTENING: NOT REQUIRED AT GABLE SEE` DETAIL AT RIGHT. NOT REQUIRED WATERPROOFING. ENDS OR OPENINGS LESS GABLE ENDS. DESIGN INSTALLATION OF ALL WATER PROOFING FOR THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE / THAN 4'-6 " PLATE TO HEADER: I: SDWC SCREW @ Al� / /� ONS & JACK_x .. , SCHEDULE BRICK NOTES LINTEL SCHD PLAN LEGEND AND ABRE V I!"''�TI KINGKING &JACK. � 4 O.G. WOOD FASTENINGS STUDS SEE PLAN STUDS :SEE PLAN. � 2 WALL HEAD _QR SILL NN ON INTERIOR LOAD BEARING _ HE WALL (2)12d TOE C LL111LGd BUILT-UP POST IN T FASTENER ON MIN. BRIG. MAX. SPANVN MEMBERS LINTEL DIMENSION NAILS' E.E. PLATES SEE II ' D OR SILL 's<.X6 WALL CE NAIL 2 -GUN NAILS @ 12 STAG. » " GABLE x -BRACE SEE DETAIL to SO.t (MIN) SCHEDLSEE LATES SEE. TRUSS TO TOP PLATE TO TOP PLATE FA L3' x3' x'/ 4 6 -0 -�- /z /z a SCHEDULE PLATE: SDWC „ „ r HEADER SIZE; JACK :AND ROUGH OPN'RCH. a• SCREW 2-16d 3 -GUN NAILS 1" 1 g 8-0(2)2x8-1/2, INTERSECTION FADE NAIL ( ) L4x3/z x/a LL. THE KING sruo QUANTITY. SILL KING STUD TO FRAMING BELOW: TOP PLATE, LAPS/ » ROUH OPN G, SEE ARCH. DESIGNATES SHEAR WA OF HEAD Q$ 10dx1 " HIDDEN LINE DESIGNATES SIDE PLATES SEE CS18 STRAP w/6- Y2 STUD FACE NAIL 2-16d) 3 GUN NAILS , " 1 10 -0 DBL TOR PLATE' TO S { L5x3 /z x /a 6 _- _ WALL THE SHEARWALL-SHEATHING SCHEDULE NAILS EACH END. STRAP 6 „ TO BE APPLIED. 8d 0 3/6 E NAIL Sd @ 6 GUN NAIL @ » , _ „ „TE ATTACHMENT CAN BE INTERIOR OR RIM GIST TO TOP PLATE TO ( ) 1 g 12 0 SW 3 6 �� KING STUD TO BOTTOM PLA L6X3 /z x /a % MONS 3 , DESIGNATES 8d COM • N ARCH. EXTERIOR SIDE OF WALL. ,, I CONNECTON. SIMPSO ROUGH OPN:G SEE - - »� TOE NAIL 3 Sd _5 GUN NAILS " _ O.C. IN THE TOP PLATE { ) 1 6 16 0 O.C. EDGE & 6 CEILI G JOIST TO L7x3 / "XVI M z - SDWC15600 SCREW. OMIT IF STRAP NOT REQUIRED AT THE °'' PLATE TO HEADER: FIELD R -�•- - LE ENDS 0 M 'i � NAILS " A L HOLD DOWN IS FOLLOWING, GAB PARTITIONS FACE NAIL 3_16d) 4 -GUN SHEARW L I G JOIST OVER { CELL STEEL LINTELS TO BE MINIMAL 36 1. JACK TRUSSES .LESS SPECIFIED. NOT REQUIRED AT SDWC SCREW @ - .BRICK F T 1� 24 O.C. N ORROS 0 _ G Lon. GUN NAILS MUST HAVE C L .FACE NAIL 6 16d 8 LINTEL U ,�-- ADJ ADJACENT 9 CEILING JOIST TO ROOF RAFTER ( ) 2 -STORY THAN 8 OR .OPENINGS LESS ,, 2X4 WALL GABLE ENDS OR 2 STOR BASED VENEER acture » - RESISTANT :COATING OF EPDXY B - BEAM MAN :F Manufacture R BM B S - ' I 2 -16d 3 GUN NAILS WALL THAN 3 6 SECTION TOE NAIL ) � _ ON ''- Monolithic USS TO PLATE { PAINT. BOT BOTTOM M JOIST TR WEATHER •-==y, HEADER FASTENING S - -BEARING OC On Center 3 GUN NAILS BARRIER BRG RAFTER TO PLATE TOENAIL (3-8d) N 8'-0". SHOULD •___-• - MASONRY UNIT OSB -:.Oriented Strand Board 2. LINTEL MORE THA� CMU CONCRETE KING STUD TO FRAMING BELOW: - 4 -GUN NAILS I _ ERP Perpendicular � TOE NAIL (3 tOd)-4 GU BE LATERALLY SUPPORTED NOT TO RAFTER TO HIP: ; DBL DOUBLE P P JACK RA - -. •. CS18 STRAP W 6-1ODX1Yz" „ ed � _i _ PRE NG Pre Engineered g ... .. x3 WD. DIA DIAMETER 9 r 3. w _ .. - EXCEED 6 FT.` O.C. w 2 /a , E NAIL 2 16d 3 GUN' NAILS EXC / a. � _. .. .• .STRAP ATTACHMENT CAN BE ' M. TO { ) Foot RIDGE B ,. LINTEL _ Pounds per Square RAFTER TO 2x_ , _____ PSF q ROOF _ EACH P t EA NAILS EACH .END A , VIDE . • .:.. F WALL. S INTO "HEADER PRO /z .. . INTERIOR OR EXTERIOR SIDE 0 •, ;, SCREW per Square Inch STUD OR 2X10 ATTACHMENT _ `:PSI Pounds S G EE EACH END, P q 16d@ i 6 O.G. @ EDGE NAIL REW. , FACE FOR SC FOLLOWING: . I PIECES CAL SLOTTED HOLE STRAP NOT REQUIRED AT THE CONT. HEADER, TWO VERTICAL ====i SEE NOTE 2 _ PT PRESSURE TREATED BLOCKING FASTEN EOR ENGINEER OF RECORD PLATE ANCHOR _' SOLE ENDS DR � - NOT RE UIRED _ GABLE 6d 4 GUN NAILS TOR STRAPPING N Q TOE NAIL 3 1 ) _ T Quick Tie SOLE PLATE CONNECTOR w 8 10d COMMONS • „ CONT. HEADER TO STUD { EQ EQUAL Q 0 ATTACHMENT- __, EDUCE / 3. BRICK VENEER ATTR PER SCHEDULE _ - force aT LOWER LEVEL HEADERS. JACK TRUSSES .LESS " OR REIN ......Rein WITHIN 6 OF STUD _ EXT EXTERIOR LOCATED 16d 4 GUN NAILS AIL 3 T. N -VER TOE .C. N LESS TE ( ) HORIZONTAL TIES 24 O AN THAN 8 OR OPENINGS STUD TO `SOLE PLATE HORIZO Square Foot UNLESS SPECIFIED ON PL MULTI STORY : r " FBC -FLORIDA BUILDING CODE SF q PACK. OMIT IF .SHEARWALL FLASHING MULTI STORY � .. " h - 130m .C..` FOR R _ THAN. 3 6 TIES CSD 12 0 HEADER, _ Pine Fur , -Spruce P 8 - ( SPF FLED GUN NAIL @ :TION DOWN IS SPECT ING FACE NAIL 16d @ 1fi ,- FDN FOUNDATION P HOLD SINGLE STORY A E TO JO>IIST BLOCK ( ) , 5f1LE_PL T / (STACKED WINDOWS) VERT. TIES ®16 -0.C.. SEE PLAN CK LI Southern Yellow Pine DOWS) WIND -ZONE) BRI LINTEL, FT FOOT SYP S _ (UNSTACKED _WIN PACE TIES W ITHIN CIFICATIONS AT ALL OPENINGS. S SEE SCHEDULE _ THR - Through NAIL SPE FrG FooTING 9 " G 3 DERSTRAPPIN. , _ _ - TYPICAL H E 3%0.131"o : �= GUN NAILS 2x0.113 4 RINK ,SHANK 12 OF OPENINGS: PROVIDE /,6 4 WEEP HDR HEADER TYP Typical 8 „ „ - Noted , _ SF _ ON Unless Otherwise N : IMMEDIATELY ABOVE SECTION VIEW HORIZONTAL U _ d 2 /z x0.131 4 - 8d HOLES C� 33 O.C. -IMM HORIZ 2%0.1111,3"0 6 _ S0.0 » VER Vertical - „`., , _ FLASHING. OF BRICK LINTEL LBS POUNDS 3 x .148 O= 10d 3 /z x0.162 2 16d 0 „ , WWF - Welded Wire Fabric , » " _ , „ xO.131 4 = 8dx1'/ _1/z x0.148 4 10dx1 /2 1 /z z li ri SOLE PLATE ANCHOR SCHEDULE ANCHOR EXT. WALL SPACING SHEARWALLS' SPACING WASHER SPEC. EMBEDMENT DEPTH EDGE DISTANCE Y � EPDXY. 2 42" 2 4" 3 X 0.229" 3x 4" 3/ 2 » a " " TITEN HD Yz 4X6 42" 24" 3x3xO.229" 4N' 2 " NAIL SPACING AT SUPPORTED ED ES, GENERAL N TES. EXAMPLE OF UNSUP ORTED (UNBLOCKED) PANE EDGE TILE - PAIN. I /3 r " , ,, I (I Y ICAL), _ I _ m. WITHIN 4 OF ROOF EDGE). w _ + r •,E NAIL SPACING TO 4 O.C. ) ° ,;d, LE NDS DECREASE O.C.CELD AT GAB E AILS @ 6 O.C.ODGE & 6 0 � :w - .<.- •.. .- w ( NOTES: ,. APA RATED PLYWOOD SHEATHING; NAILED.. w 0:11..3x2 RING SHANK N ( - MIN. 1 2 24 16. / I .METAL - / r / I ARE REQUIRED AT ALL EXTERIOR; WALLS AND ADJACENT TO 1. SOLE PLATE ANCHORS - •� NAILING TO INTERM DIATE .. I I CORNERS AND PLATE BREAKS AND KING STUDS.: �u�;, » LATE: I I I „ WALL SHE ATHING>• HEIGHT FROM BOTTOM PL TE TO UPPER TOP P I LL BE EXTEND FULL HEI . 8d @ 4 O.C.EDGE AND 6 O.C. FIELD. SHEATHING SHA SUPPORT IS 6 0. MAX. ROOF � STRUCTURAL. 1 SHEATHING, FASTENED w/ _L - - - - _ - _ _ 24 16 APA RATED OSB OR PLYWOOD FLEXIBLE FIN L BE CONSIDERED BRITTLE FINISH. . BRICK. ALL OTHER WALL SHALL OR VINYL SIDING HARDI PANEL. & S INCLUDE. WOOD, CEMENT, � TRUSSES, OR FLEXIBLE FINISH WALL 2. WASHERS SHALL BE SLOTTED. ` , (LION). " AND 6" O.C. FIELD. SHEATHING SHALL BE EXTEND FULL HEIGHT FROM BOTTOM PATE TO UPPER TOP PLATE. 7 SHEATHING FASTENED w 8d @ 4 O.C. EDGE A I - APA RATED OSB OR PLYWOOD STRUCTURAL 1 , / » » » » ` ''" , STUCCO FINISH.. MIN. /ia 24/16, FLOOR :JOISTS: ORY MUL'TY STORY 3. AS AN ALTERNATE TO THE 3X3 XYa PLATE WASHER, A 3 X3 X 1 /z"4 ROUND • AY COMPRESSIVE STRENGTH OF SINGLE ST STEEL WASHER MAY BE USED MASONRY SPECIFICAilON5• GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 D MASONRY HAS BEEN DESIGNED IN ACCORD WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI53U:1-05. 3 ` " M TO ASTM'C270 AND TYPE M OR S. TYPE N MORTAR MAYBE USED IN BRICK 'VENEER• F ANCjFLOOR SI•-'IEt�"(•I'-•�INCj (�IAILI(�ICj � 2000 s, PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF /a PLACED AT AN 8 TO 11 SLUMP. MORTAR SHALL CONFORM P 1 TYP. WALL SECTIONS 3 SOLE PLATE ANCHOR DETAIL Et SCHEDULE 4 CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING. SO.O � S0.0 SCALE: 3/4" SCALE: 3/4" = 1'-0" TF JNITS (CMU 1: L M ON R MASONRY S � psi f m-1500 psi). GROUT :ALL CELLS CONTAINING VERTICAL G• . C. F - HT VrtlH A MINIMUM COMPRESSIVE STRENGTH. OF 1900 p ( p ) �`' 90-75 HOLLOW LOAD-BEARING CMU TYPE 1, GRADE N 1, NORMAL WEIG CMU SHALL BE IN ACCORDANCE WITH ASTM C (CMU), ,I SE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5'-C". REINFORCEMENT IN 5'-0 MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM OF COURSE " COURSING SHALL BE RUNNING BON S, STACK BOND SHALL NOT BE BE COMPOSED OF ASTM C90E, E GRADE.N. CONCRETE MASONRY UNITS WITH TYPE S MORTAR. WALL C MASONRY ALL CONCRETE MASONRY UNITS SHALL ... EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT (3) ROW OF 10d I U SED. GR STEMLL CEL T. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS. ALL EXT EMENT WITH 3000 PSI. PEA ROCK GONORET;E-- U CONTAINING VERTICAL REINFORCEMENT ,• CELLS CONT v, USED. GROUT ALL ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR NAILS'(Aa 8 O.C. ° » WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR MASONRY ELEM .AND 2 PLY STAGGERED p ° _ T EACH CORNER WALL END, „ H - 4 @ 4 0 O.C. MAX: AND A E ; - COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON WITH # JOINT REINFORCEMENT AT 16 O.C: VERTICALLY, (EVERY OTHER COU ), _ °„ 2x4 BLOCKING DIAMETERS INTO EACH ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL J BEAM. 1 N @24" O.C. FASTEN ,I WISE. LAP :JOINT ' -REINFORCING SHALL BE A MINIMUM OF 6". 1 S1.0. UNLESS NOTED OTHERSC1560N / SDWC15600 -•• 3 PLY BEAM. • a ° EACH END w/3 -10d 2x4 MEMBERS. TOENAILS. SEE ROOF 0 1 ROW OF 10d I; ° ° 'Y MASONRY BRICKI. { ) RESPECTFULLY. HOLLOW BRICK RES FRAMING -; ,+ ii G BRICK FACING BRICK, & H I BUILDING ICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, -0R C652 FOR BR PLAN FOR. EXTEND SHEATHING VERT. (4) ROWS 12d - NAILS @-4 O.C. ° AILS. TO TOP OF TRUSS AS SHOWN. CL AT 12" O.C. ° DET r ° 2x 6 MEMBERS: ERS: S. HOF 30 00 SI AT 28 DAYS YS I- TION STRENGTH CONCRETE A COMPRESSIVE CIFIC COM E RETE 'SPE A MINIMUM SIDE: ONC 1301. ALL CONCRETE SHALL HAVE LOCKING _ IN ACCORDANCE WITH AC PROVIDE 2x4 B D SHALL BE CONSTRUCTED ., EA E WITH ACI 318 08, AN _.. A • OW - T HAS BEEN DESIGNED IN ACGORDANC 2 ROW OF 10d STUD BEL ALL CONCRETE N � {) - A AT :HORIZONTAL JOINTS, 4 10d COMPRESSIVE STRENGTH 0 F 3000 PSI. HEATHING SEE „ ETE AT GARAGE AND PORCH SLABS SHALL HAVE A ..:....., ROOFS _ _ LOWER TOP CONGR e,• - (3) ROWS 12d NAILS '@ 4 O.C. COMMONS SPECIFICATIONS BELOW. „ AT 12 O.C. STAGGERED PLATE AT BREAK. OVER LAP DOUBLE TOP PLATES. -O EA. SIDE WALL INTERSECTION GENERAL NOTES*PRE-ENGINEERED WOOD H GONA V 2 BEAMS & 3 PLY CONDITIONS ROOF TRUSSES. POST TO VERIFY SUITABLE BLOCKING 2x OUND INVESTIGATION REPORT IS RECOMMENDED 2x SPF BL 2x OR 2x6 :POST FOOTING. AND. F 9ILQN i� FARING DESIGN MAXIMUM OF 2000 PSF. A SOILS INVE I WITH LOCAL BUILDI NG CODES. FOOTING HAVE BEEN DESIGNED WITH A SOIL B ( ) 4 OFCORNER E fN ACCORDANCE. TION AND FILL RIPPED TO FIT- OUNDATIONS SHALL. B LAND COHESIVE :CLAY SOILS. SOIL COMPAC FOOTINGS; AND F TIFIED. SOIL SHALL BE FREE OF ORGANIC MATERIA (_ STABLE SOIL THE ENGINEER SHALL BE NO - SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN :OCCUR IN A DISTURBED OR UN WITH GAP SHOWN. CL 4' . WITH ASTM D 1557. COMPACTED TO A MIN. OF 95 MODIFIED PROCTOR IN ACCORDANCEQ BE MP ALL ., » SH F 6 c� WS 0 �' (3)ROWS F 5 3 a HTS ETC. SEE ARCHITECTURAL PLANS: DO NOT SCALE FOOTING DIMENSIONS A D LOCATION FROM THE (3)ROWS 0 ( ) CAL EMBEDS STEP. HEIG , OR GENERAL FEATURES, CON DUITS ELECTRICAL = ` TRUSSLOK TRUSS LOK INFORMATION. F CATION IS NOT M � d' ONLY CONVEYS STRUCTURAL N FOUNDATION PLAN. iF FOOTING S SIZE OR LO SIMPSON FOUNDATION PLAN AL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED 0 DETERMINE FOOTING LOCATION .BASED ON EITHER THE ARCHITECTURAL FOUNDATION PLAN SHOWN ON S1:0. DO NOT DETE SDWC15600 ENGINEERED WOOD ENGINEERED WOOD PLAN THEN CONTACT ENGINEER OF RECORD (EOR) SEE ROOF FASTENERS � 24"o.c FASTENERS ®24"o.c • DETERMINED. ON AS SHOWN- AS SHOWN ' O.C.R ROD CHAIRS. FRAMING. CORNER WALL INTERSECTION „ S PROVIDE 3 @ 48 EKED SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS SIMPSON � IL GS AND MESH SHALL L BE CENT IN REINFORCING SHALL B E 3 IN FOOTIN CONDITIONS OVER FOR .REI PLAN FOR C DITTO MINIMUM CONCRETE C PERMITTED, SHALL BE 48` NOTED ON DRAWINGS,.. ELEMENT. SPLICES IN -REINFORCING, WHERE PE UNLESS OTHERWISE MINIMUM OF 40 BAR DIAMETERS INTO EACH ELE -CONCRETE ELEMENTS B Y INSTALLING CORNER BARS;. MIN SDWC15600 REINFORCING AT IN, OF PERPENDICULARDETAILS: rTER THING MAY ` PROVIDE CONTINUITY OF REINFSEE ROOF BAR DIAMETERS (NATE' AT SIMPSON 33 -PLY 4 -PLY NOTES: FRAMING �-Y SIMPSON S AT CORNERS AND INTERSECTIONS. OF DBL. SDWC15600 .. 1. OVERLAP P PLATE SDWC1560 0 PLAN FOR VERTICAL. ' 1 .0 EE NOTE C� 6 O.C.0 S DENOTES 3.x0.131. GUN NAILS 1 GREATER 2 DE 0 ntirp�"r� CI ABS[] SUBTERRANEAN PATE: RE GRADE. OF SUBTER TOP L AND G N PR VENTION 14 LVL i CHEMICAL SOIL TREATMENT C COMPACTED EARTH OR FILL WITH APPROVED LED OVER CLEAN SEE NOTE 1. DETAILS. PED 6 AND SEA , POLYETHYLENE VAPOR RETARDER WITH JOINTS LAP DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE: MINIMUM 6 MIL POLYET �_ 3 R M DS: OVER METHODS. INSTALLED � 0 FOR ALTERNA IVF M SHALL BE THROUGH OUT SLAB CALL EOR SLAB IN A 12x12 GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS L CUT A 1 SAWCUT INTO TYPICAL .CONNECTION NOTES: 4. SOLE PLAT ANCHOR` NOT REQUIRED WHEN HOLD DOWN IS INSTALLED. TERMITES. �AW�IITS. FOR CONTROLLED CRACKING 5" < HEEL < 1'-0" „ O HEEL < 5 1. TYP: CONNECTION AT STUD COLUMNS, 5. CONTRACT R MAY CHOOSE EITHER OPTION WHERE MULTIPLE _ OPTIONS A E SHOWN. ' I = KING ASSEMBLIES CORNER POST, ETC. �"0 FRAMING SPECIFICATIONS: NS. XPOSED TO WEATHER OR IN CON TAC WITH .MASONRY; :CONCRETE OR �- OD CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS E JACK TO SPECIFICATIONS NDS FOR WO NOTES: ACCORDANCE WITH NATIONAL' DESIGN S (NDS) LL BE BEEN DESIGNED IN ACCO USED, ALL ATTACHED FASTENERS SHA ALL WOOD FRAMING HAS B BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS S , `. ALL ATTACHED FASTENERS SHALL D STUD SD C ONLY REQUIRED :WHEN STUD IS DIRECTLY BELOW TRUSS. - ATE PRESERVATIVE TREATMENT IS .USED, 1. TOP PLATE TO SOIL SHALL BE PRESSURE -TREATED. IF, ACQ OR NON DOT BOR STAINLESS STEEL. 2. H2.5T MAY BE SUBSTITUTED FOR TRUSS CONNECTION. PROVIDE ADDITIONAL H2.5T 2. SPECIFIED NAILING REQUIRED FOR EVERY PLY FRAM D WALL CORNER AND AT TOP PLATE TO STUD SPACE 0 48" D.C. IN ADDITION TO (2) PLYS ES: I GIS 1N TALLED AT ALL TRUSSES AS 7 INTE ECTIONS STUDS CONFIGURATIONS RE ENGINEERED W000 TRUSS CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEAR N OF TRUSS CONNECTION P LLT AND SHALL COMPLY WITH NEPA, TPI, AND RITC 100. 5 RO HERE PROJECT IS BEING eu 6 BUILT UP MEMBER FASTENING. THE SEAL OF AN ENGINEER IN THE STATE W TEMPORARY BRACING PER 'COMMENTARY' AND SHALL BEAR E T THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE L ILES ARE THE RESPONSIBILITY OF - - NS AND TRUSS PROF USS CONNECTIONS USS TO TR THE TRUSS SHOP DRAWINGS. ALL TR S THROUGH TRUSS. WHEN USING 2 STRAPS ON S0.0 INDICATED IN MULTIPLE STRAP CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICT { ) S0. `' RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91. AT M ACROSS DBL. TOP PLATE FROM EA. OTHER. KING STUD TO TOP' PLATE: '' TRUSS TO PLATES SINGLE PLY .TRUSSES, PLACE STRAPS. DIAGONALLY SDWC15600 SCREW, SDWC :SCREW TOP PLATE TO HEADER FASTENING: NOT REQUIRED AT GABLE TOP PLATE HEADER FASTENING: ` EE DETAIL AT RIGHT. NOT REQUIRED S .. SHALL BE M UFACTURER S REQUIRE MENTS. CLAY DETAIL AT RIGHT, OT REQUIRED ROOF COVERINGS ��• BE INSTALLED ACCORDING TO THE A SYSTEM. ASPHALT SHI�dG S SHALL COMPLY WITH ASTM 03161 AND ENDS OR OPENINGS LESS SEE COVERINGFOR GABLE .ENDS. � CATION OF THE ROOF CO SHALL BE RESPONSIBL E FOR THE AND INSTAL - I CONTRACTOR „ � ALL COMPLY WITH 'ASTM E1514 AND BE INSTALLED THAN 4'-6" FOR GABLE ENDS. THE „ MANUFACTURER'S REQUIREMENTS.. STANDING SEAM -METAL ROOFS SH T Y ROOF TILE IN MANUAL. AND THE MAN AND TILE ROOFS SHALL BE INSTALLED PER THE CONCRETE AND CLAY OF ALL METAL FLASHING AND VALLEY MATERIALS. KING STUD TO TOP PLATE: CTR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION ACCORDING TO THE MANUFACTURERS REQUIREMENTS. THE CONTRACTOR SDWC15600 SCREW TOP PLATE TOHEADERFASTENING: NOT REQUIRED AT GABLE SEE` DETAIL AT RIGHT. NOT REQUIRED WATERPROOFING. ENDS OR OPENINGS LESS GABLE ENDS. DESIGN INSTALLATION OF ALL WATER PROOFING FOR THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE / THAN 4'-6 " PLATE TO HEADER: I: SDWC SCREW @ Al� / /� ONS & JACK_x .. , SCHEDULE BRICK NOTES LINTEL SCHD PLAN LEGEND AND ABRE V I!"''�TI KINGKING &JACK. � 4 O.G. WOOD FASTENINGS STUDS SEE PLAN STUDS :SEE PLAN. � 2 WALL HEAD _QR SILL NN ON INTERIOR LOAD BEARING _ HE WALL (2)12d TOE C LL111LGd BUILT-UP POST IN T FASTENER ON MIN. BRIG. MAX. SPANVN MEMBERS LINTEL DIMENSION NAILS' E.E. PLATES SEE II ' D OR SILL 's<.X6 WALL CE NAIL 2 -GUN NAILS @ 12 STAG. » " GABLE x -BRACE SEE DETAIL to SO.t (MIN) SCHEDLSEE LATES SEE. TRUSS TO TOP PLATE TO TOP PLATE FA L3' x3' x'/ 4 6 -0 -�- /z /z a SCHEDULE PLATE: SDWC „ „ r HEADER SIZE; JACK :AND ROUGH OPN'RCH. a• SCREW 2-16d 3 -GUN NAILS 1" 1 g 8-0(2)2x8-1/2, INTERSECTION FADE NAIL ( ) L4x3/z x/a LL. THE KING sruo QUANTITY. SILL KING STUD TO FRAMING BELOW: TOP PLATE, LAPS/ » ROUH OPN G, SEE ARCH. DESIGNATES SHEAR WA OF HEAD Q$ 10dx1 " HIDDEN LINE DESIGNATES SIDE PLATES SEE CS18 STRAP w/6- Y2 STUD FACE NAIL 2-16d) 3 GUN NAILS , " 1 10 -0 DBL TOR PLATE' TO S { L5x3 /z x /a 6 _- _ WALL THE SHEARWALL-SHEATHING SCHEDULE NAILS EACH END. STRAP 6 „ TO BE APPLIED. 8d 0 3/6 E NAIL Sd @ 6 GUN NAIL @ » , _ „ „TE ATTACHMENT CAN BE INTERIOR OR RIM GIST TO TOP PLATE TO ( ) 1 g 12 0 SW 3 6 �� KING STUD TO BOTTOM PLA L6X3 /z x /a % MONS 3 , DESIGNATES 8d COM • N ARCH. EXTERIOR SIDE OF WALL. ,, I CONNECTON. SIMPSO ROUGH OPN:G SEE - - »� TOE NAIL 3 Sd _5 GUN NAILS " _ O.C. IN THE TOP PLATE { ) 1 6 16 0 O.C. EDGE & 6 CEILI G JOIST TO L7x3 / "XVI M z - SDWC15600 SCREW. OMIT IF STRAP NOT REQUIRED AT THE °'' PLATE TO HEADER: FIELD R -�•- - LE ENDS 0 M 'i � NAILS " A L HOLD DOWN IS FOLLOWING, GAB PARTITIONS FACE NAIL 3_16d) 4 -GUN SHEARW L I G JOIST OVER { CELL STEEL LINTELS TO BE MINIMAL 36 1. JACK TRUSSES .LESS SPECIFIED. NOT REQUIRED AT SDWC SCREW @ - .BRICK F T 1� 24 O.C. N ORROS 0 _ G Lon. GUN NAILS MUST HAVE C L .FACE NAIL 6 16d 8 LINTEL U ,�-- ADJ ADJACENT 9 CEILING JOIST TO ROOF RAFTER ( ) 2 -STORY THAN 8 OR .OPENINGS LESS ,, 2X4 WALL GABLE ENDS OR 2 STOR BASED VENEER acture » - RESISTANT :COATING OF EPDXY B - BEAM MAN :F Manufacture R BM B S - ' I 2 -16d 3 GUN NAILS WALL THAN 3 6 SECTION TOE NAIL ) � _ ON ''- Monolithic USS TO PLATE { PAINT. BOT BOTTOM M JOIST TR WEATHER •-==y, HEADER FASTENING S - -BEARING OC On Center 3 GUN NAILS BARRIER BRG RAFTER TO PLATE TOENAIL (3-8d) N 8'-0". SHOULD •___-• - MASONRY UNIT OSB -:.Oriented Strand Board 2. LINTEL MORE THA� CMU CONCRETE KING STUD TO FRAMING BELOW: - 4 -GUN NAILS I _ ERP Perpendicular � TOE NAIL (3 tOd)-4 GU BE LATERALLY SUPPORTED NOT TO RAFTER TO HIP: ; DBL DOUBLE P P JACK RA - -. •. CS18 STRAP W 6-1ODX1Yz" „ ed � _i _ PRE NG Pre Engineered g ... .. x3 WD. DIA DIAMETER 9 r 3. w _ .. - EXCEED 6 FT.` O.C. w 2 /a , E NAIL 2 16d 3 GUN' NAILS EXC / a. � _. .. .• .STRAP ATTACHMENT CAN BE ' M. TO { ) Foot RIDGE B ,. LINTEL _ Pounds per Square RAFTER TO 2x_ , _____ PSF q ROOF _ EACH P t EA NAILS EACH .END A , VIDE . • .:.. F WALL. S INTO "HEADER PRO /z .. . INTERIOR OR EXTERIOR SIDE 0 •, ;, SCREW per Square Inch STUD OR 2X10 ATTACHMENT _ `:PSI Pounds S G EE EACH END, P q 16d@ i 6 O.G. @ EDGE NAIL REW. , FACE FOR SC FOLLOWING: . I PIECES CAL SLOTTED HOLE STRAP NOT REQUIRED AT THE CONT. HEADER, TWO VERTICAL ====i SEE NOTE 2 _ PT PRESSURE TREATED BLOCKING FASTEN EOR ENGINEER OF RECORD PLATE ANCHOR _' SOLE ENDS DR � - NOT RE UIRED _ GABLE 6d 4 GUN NAILS TOR STRAPPING N Q TOE NAIL 3 1 ) _ T Quick Tie SOLE PLATE CONNECTOR w 8 10d COMMONS • „ CONT. HEADER TO STUD { EQ EQUAL Q 0 ATTACHMENT- __, EDUCE / 3. BRICK VENEER ATTR PER SCHEDULE _ - force aT LOWER LEVEL HEADERS. JACK TRUSSES .LESS " OR REIN ......Rein WITHIN 6 OF STUD _ EXT EXTERIOR LOCATED 16d 4 GUN NAILS AIL 3 T. N -VER TOE .C. N LESS TE ( ) HORIZONTAL TIES 24 O AN THAN 8 OR OPENINGS STUD TO `SOLE PLATE HORIZO Square Foot UNLESS SPECIFIED ON PL MULTI STORY : r " FBC -FLORIDA BUILDING CODE SF q PACK. OMIT IF .SHEARWALL FLASHING MULTI STORY � .. " h - 130m .C..` FOR R _ THAN. 3 6 TIES CSD 12 0 HEADER, _ Pine Fur , -Spruce P 8 - ( SPF FLED GUN NAIL @ :TION DOWN IS SPECT ING FACE NAIL 16d @ 1fi ,- FDN FOUNDATION P HOLD SINGLE STORY A E TO JO>IIST BLOCK ( ) , 5f1LE_PL T / (STACKED WINDOWS) VERT. TIES ®16 -0.C.. SEE PLAN CK LI Southern Yellow Pine DOWS) WIND -ZONE) BRI LINTEL, FT FOOT SYP S _ (UNSTACKED _WIN PACE TIES W ITHIN CIFICATIONS AT ALL OPENINGS. S SEE SCHEDULE _ THR - Through NAIL SPE FrG FooTING 9 " G 3 DERSTRAPPIN. , _ _ - TYPICAL H E 3%0.131"o : �= GUN NAILS 2x0.113 4 RINK ,SHANK 12 OF OPENINGS: PROVIDE /,6 4 WEEP HDR HEADER TYP Typical 8 „ „ - Noted , _ SF _ ON Unless Otherwise N : IMMEDIATELY ABOVE SECTION VIEW HORIZONTAL U _ d 2 /z x0.131 4 - 8d HOLES C� 33 O.C. -IMM HORIZ 2%0.1111,3"0 6 _ S0.0 » VER Vertical - „`., , _ FLASHING. OF BRICK LINTEL LBS POUNDS 3 x .148 O= 10d 3 /z x0.162 2 16d 0 „ , WWF - Welded Wire Fabric , » " _ , „ xO.131 4 = 8dx1'/ _1/z x0.148 4 10dx1 /2 1 /z z li ri I 2x6 SYP#2 BLOCKING BETWEEN 2x6 SYP#2 NAILER EA. TRUSS. FASTEN TO TOP FASTENED TO TOP- PLATE w/ 10d 0 4" O.C. PLATE w/ 10d ®3" O.0 WALL SHEATHI G STUD WALL FRAMING 8d COMMON WIRE NAILS - w/ 2x SOLID BLOCKING AT SHEATHING EDGE TO BLOCKING 0 3 O.C. 6 1 BLOCKING ONLY REQUIRED AT SHEARWALLS AND DBL. TOP MAX NOTCH HEADER PLATEy BELOW TOP PLATE STUCCO FINISH 2x4 BLOCKING BETWEEN EA. 5-Sd COM r13 CH SHEATHING, � TRUSS. ATTACH AT EACH WALLEACH SIDE E SPECIFICATIONS HEADER I STUD w/ 3-16 NAILS' AT EA. 16d COMMONS OF SPLICE 16d COMMONS LOW '' �-N�- I •I PORCH FRAMING INTERSECTION. MIN. OF 2x4 SYP#2 HORIZ. BRACING 0 8 -GUN NAILS 0 8" O.C. SHEATHING SPLICE @ 8" O.C. 24" O.C. BETWEEN ••' SEE HEAPLAN. 6-16d BETWEEN EACH TRUSS) TWEE OUTER WALL HEADER & SUPPORT & FIRST INTERIOR TRUSS. NAIL :- PORCH A L FULL HEIGHT CONT. RIBBON CONT. PORCH POST, PER PLAN. (2)MSTA24 RIBBON 8d COM ® EACH "END w/ 3 -0.131x3" -NAILS TO WALL I STRAPS ANCHOR OR DTT2Z PERPENDICULAR TRUSS PERPENDICULAR HOLD DOWN AT MIN. (2)2x4 WOOD BOARD {TYP)NJBOARD (TYP) 3" O.C. (TYP)W. & 1 ADJ. EACH SIDE FLOOR TO WALL BASE OF POST BELO O DETAIL B WALL OPTION A TO PORCH HEADER. FLOOR FLOOR OF SPLICE TRUSS SHEATHING TRUSSES TRUSSES 24" 16 GUAGE POST BASE: OR JOIST. OR JOIST. I 2x4 SYP 2 - POT I STUD WALL FRAMING # I STRAP w/11 24 16` GUAGE 4x4 POST. ABU44 I SHEATHING SPLICE DIAGONAL "*BEI�BELOW - LID BLOCKING 10dx1 EA. ENDSTRAP w 11 6x6 POST. ABU66 , w/ 2x SO G FASTEN EA. LSTA12 FOLDED OVER TOP 10dx1Y2-EA. END �,- - AT SHEATHING EDGE DOUBLE TOP PLATE 8d COMMON WIRE NAILS�4' OSB pr PLYWOODEND w/ PLATE w/5 -10d NAILS:PORCH. CONTINUOUS OVER TO BLOCKING CSD 3" O.C.»3 10d COMMONS • • • •• INTO ;TOP PLATE & 5 ,�10d RIM BOARD - »Ya PORCH HEADER SLAB :• HEADER 6 NAILS'. INTO BEAM. SPt)iCEzSHORTER THAN SEE PLAN ,aMAX 0 48 O.C. OMIT IF W.LLWALL FRAMING FLOOR SYSTEM. ALIGN CEILING WALL FRAMING» SHEATHING IS INSTALLED I VERTICAL JOINTS WITH LINE WALL FRAMING TRAPS MSTA24 �€s ROD ROOF TRUSS / EPDXIED 6" MIN ON FACE OF BEAM \ SHEATHING SPLICE WALL SHEATHING STRAPS OR JOIST \ A I •• I i JOINTS STALL FLOOR TO FOR PERPENDICULAR „< G ONLY - REQUIRED ED _ L CKIN R l Q. Q J CONNECTION 5 8d COM FLOOR STRAPPING PER PLAN VIEW OF ELEVATION VIEW OF _TRUSS EC s. AT SHEARWALLS AND EACH SIDE OPTION 1 OR -2 8 -GUN a e SEE DETAIL B ABO E R PORCH HEADER PORCH HEADER CONTINUOUS 2x6 SYP 2 STUCCO. FINISH OF SPLICE NAILS # AT POST AT POST LEDGER FASTEN WITH OPTION 1 OPTION 2 FULL HEIGHT OVER LAP SHEATHING ANCHOR OR DTT22 5-0.131x3 EA. STUD. APA RIM BOARD OPTION FLOOR TRUSS PARALLELRCH SH ATHIN SP PO !!E HOLD DOWN AT MIN. (2)2x4 WOOD '/,"GYPSUM (WATER PROOF GREEN BOARD w 5d COOLER NAILS 0 6" O.C. EDGE & FIELD BASE F T NOTE 1. z ( ) / 0 POS BELOW. & (1) ADJ. PARALLEL TRUSS OR OPTION B TO PORCH :HEADER. C 1. CONTRACTOR MAY CHOOSE OPTION 1 2 OR 3. „ 3 DETAIL A OR GREATE OSB OR PLYWOOD w 8d COMMON `-NAILS 0 6 O.C. N /a ( ) / 0 EDGE AND FIELD 2. CONTRACTOR SHALL OMIT FLOOR T L 0 FLOOR STRAPPING WHEN FULL HEIGHT THREADED RODS ARE INSTALLED 1 FLOOR, TO FLOOR WALL SHEATHING AND STRAPPING OPTIONS 2 TYPICAL PORCH FRAMING DETAILS. 3 4 WALL ADJ. TO ROOF CONNECTION TYPICAL PORCH BEAM CONNECTION VNiEN S0.1 OTED SEE CONSTRUCTION SPECIFICATIONS FOR ROOF S0.1 S0.1 S0.1 AND WALL SHEATHING AND STUD FRAMING. SEE DETAIL 5/S0.1 FOR DIAPHRAGM ..ATTACHMENT WHERE APPLICABLE \ I IF TRUSS REACTION EXCEEDS ROOF TRUSS. 23001bs PROVIDE CRIPPLE STUDS DIRECTLY BENEATH TRUSS SYP. 2 2x4 NAILER FASTENED TO TRUSS ROOF # : F-1 TRUSS. BOT. CHORD w/ 0.131x3" 0 3" O:C. q A A 2-SIMPSON H2.5T. 4 Y " FLOOR OR " I B B 2x S P#2 CATS AT 12 FASTENED TO SHEATHING w/ 8d ®3 O.C. ROOF A A O,C. FASTENED TO TOP ROOF TRUSS. TRUSS. 11' » SDWC 15600 4 44 PLATE w/ 4-0:131x3 /a SHEATHING FASTENED TO --- - - - - - - - - - - - - - - _ - - - COMMON. MAX. TOP PLATE w 10d 0 3 O.C. S 32" O.C. II II II II / SCREWS 16" MAX. SHEARWA L El El FASTEN CATS EACH END w 2x SYP#2 CONT. ATTACH OSB WALL B / D D D D " TO TOP PLATE AND T SHEATHING B C B C 3-0.131x3 COMMON TOE NAILS � TRUSS W/ 0.1310 0 3 O.C. EDGE OF I 2x MAY OVERHANG TOP PLATE. SHEARWALL SHEARWALL OR SHEARWALL C G - EXTERIOR WALL S 8d@3" -/6" -SW 8d@3"/6„ mu ALTERNATE A 'ALTERNATE $ ALTERNATE C ALTERNATE PERFOR TED- SHEARWALL SEGMENTED 'SHEARWALL STRAP KING POST To G POST BELOW WITH 2-CS16 STRAP KING POST TO (A)- U TO LOWER STUDS A '- UPPER TO LOWER STUDS STRAPS WHEN FULL HEIGHT POST BELOW WITH 2-CS16 DIAPHRAGM FASTEN ROOF FLOOR DECK 10d 04"O.C: ANCHORS ARE 'NOT USED STRAPS WHEN FULL HEIGHT SB . TRrtSs 1 FI nna SW 8d03 6. (2) CS18 STRAPS SW 8dO3/6. (2) CS18 STRAPS ANCHORS ARE NOT USED .-.. ...,. Eo ... J /4\ on11. o� 0 3" d.Ir• 'FASTEN TO TOP �'!l!!!'2SG?�YI,Nf53U!%'/e'� PILATE w/ (2) ROWS SW 8d03 OF 8d 0 3» O.C. Lou lontigo and ►-. MWA Associates, Inc. II TO TRUSS BOT. CHORD w/ II 420 (sceola Avenue DULE ON'DETAIL 3 S0.0 SEE SCHEDULE ON DETAIL 3 SO.0 / / lax. Be�ic�h, Florida 32250 SW -2 SHEARWALL Ph. 242-Oi908 Fax. 241-9557 WITH COMMONS 0 3 O.C.O.C: AT PANEL BOUNDARIES AND 6 IN THE FIELD. 'LL FL: CA # 1344 SC: CA#3579 PANEL EDGES. PLATE w/ 4-0;131x3" � AT EXTERIOR WALLS 2. PROVIDE A MINIMUM OF � STUDS EACH END OF SHEARWALLS. KING & JACK STUDS AT HEADERS MAY SERVE AS 8� OUTLOOKER TO TRUSS. os- ,•Q�� M � m 0' 4 o C „ a � yvry B6y wp. S j1l �y{u 'S f Y ( ® 00 LOCATION. L MORE THAN (1) LATERAL BRACE IS NEEDED, OVERLAP BRACE osr hristoP hl r Sabourin PE ) FL PE#714 1 G SEE DETAIL 5/S0.1 FOR DIAPHRAGM ..ATTACHMENT WHERE APPLICABLE \ I IF TRUSS REACTION EXCEEDS ROOF TRUSS. 23001bs PROVIDE CRIPPLE STUDS DIRECTLY BENEATH TRUSS SYP. 2 2x4 NAILER FASTENED TO TRUSS ROOF # : F-1 TRUSS. BOT. CHORD w/ 0.131x3" 0 3" O:C. q A A 2-SIMPSON H2.5T. 4 Y " FLOOR OR " I B B 2x S P#2 CATS AT 12 FASTENED TO SHEATHING w/ 8d ®3 O.C. ROOF A A O,C. FASTENED TO TOP ROOF TRUSS. TRUSS. 11' » SDWC 15600 4 44 PLATE w/ 4-0:131x3 /a SHEATHING FASTENED TO --- - - - - - - - - - - - - - - _ - - - COMMON. MAX. TOP PLATE w 10d 0 3 O.C. S 32" O.C. II II II II / SCREWS 16" MAX. SHEARWA L El El FASTEN CATS EACH END w 2x SYP#2 CONT. ATTACH OSB WALL B / D D D D " TO TOP PLATE AND T SHEATHING B C B C 3-0.131x3 COMMON TOE NAILS � TRUSS W/ 0.1310 0 3 O.C. EDGE OF I 2x MAY OVERHANG TOP PLATE. SHEARWALL SHEARWALL OR SHEARWALL C G - EXTERIOR WALL S 8d@3" -/6" -SW 8d@3"/6„ mu ALTERNATE A 'ALTERNATE $ ALTERNATE C ALTERNATE PERFOR TED- SHEARWALL SEGMENTED 'SHEARWALL STRAP KING POST To G POST BELOW WITH 2-CS16 STRAP KING POST TO (A)- U TO LOWER STUDS A '- UPPER TO LOWER STUDS STRAPS WHEN FULL HEIGHT POST BELOW WITH 2-CS16 DIAPHRAGM FASTEN ROOF FLOOR DECK 10d 04"O.C: ANCHORS ARE 'NOT USED STRAPS WHEN FULL HEIGHT SB . TRrtSs 1 FI nna SW 8d03 6. (2) CS18 STRAPS SW 8dO3/6. (2) CS18 STRAPS ANCHORS ARE NOT USED .-.. ...,. Eo ... J /4\ on11. o� :Vw7Jl1}►7 I'All 0 3" d.Ir• 'FASTEN TO TOP �'!l!!!'2SG?�YI,Nf53U!%'/e'� PILATE w/ (2) ROWS SW 8d03 OF 8d 0 3» O.C. cam► +��lr�z� 2x4 SPF ►-. MWA SYP#2 2x4 NAILER FASTENED I ALL AROUND ©- SHEARWALL NOTES: II TO TRUSS BOT. CHORD w/ II `FLOOR COMMON. (2) ROWS 0.1310" 0 3" O.C. I� DULE ON'DETAIL 3 S0.0 SEE SCHEDULE ON DETAIL 3 SO.0 / / INTERIOR II CONTRACTOR MAY SHEARWALL NOTES SW -2 SHEARWALL :Vw7Jl1}►7 I'All ®- ENO �'!l!!!'2SG?�YI,Nf53U!%'/e'� ►'d Pd7{� SW 8d03 i cam► +��lr�z� C ►-. MWA �I ©- SHEARWALL NOTES: SOLE PLATE ANCHORS PLATE ANCHORS TEE `FLOOR COMMON. ix,r err ffz UUN IINUUUs - TRUSS. COMMON ®- ENO STUDS`TO FOUNDATION (B)- END STUDS TO FOUNDATION LEDGER FASTENED SW 8d03 '6: HTT5 OR HDU5 SW 8d03/6: HTT5 OR HDU5 TRUSS WEBS WITH C (1)MSTA24 STRAPS w/3-0.131 x3" ©- SHEARWALL NOTES: SOLE PLATE ANCHORS PLATE ANCHORS TEE `FLOOR COMMON. SEE SCH 1. AT ROOF TRUSS,-" DULE ON'DETAIL 3 S0.0 SEE SCHEDULE ON DETAIL 3 SO.0 / / FRAMING CONTRACTOR MAY SHEARWALL NOTES EACH END w 3- WA S WALL STUDS / LL STUDS 2x12 OR (2)2x6 OR (2)2x4 SYP#2 LEDGER, TOEN » FASTEN CATS EACH END w/ 2x4 SYP#2 CATS AT 2 CHOOSE A,B,C,D, OR G. 1. PROVIDE 3 " OSB SHEARMNG /�s8d WITH COMMONS 0 3 O.C.O.C: AT PANEL BOUNDARIES AND 6 IN THE FIELD. 'LL - O.C. FASTENED TO T 3 0.131x3' NAIL OP S 0 6' O.C. PROVIDE 2x BLOCKING ATS 2. USE ALTERNATE A. PANEL EDGES. PLATE w/ 4-0;131x3" � AT EXTERIOR WALLS 2. PROVIDE A MINIMUM OF � STUDS EACH END OF SHEARWALLS. KING & JACK STUDS AT HEADERS MAY SERVE AS SHEARWALL OR ENDING BETWEEN ROOF END POSTS FOR SW. 5-16d NAILSTRUSSES. FXTFRIOR WAIL _ HEADER DOWN -,-CONNECTION CONNECTION CALL OUT UPLIFT G%INECTQR A H2.5T 0 32 0: .TOP BOT B SEE PLAN C (1)MSTA24 STRAPS D FULL HGT THREADED RODS PLAN r OR HTT4 HOLD DOWN AT BASE (U.O.N) ALTERNATE D ALTERNATE E tITrluPIL} 3. FASTEN ALL INTERIOR S TO ROOF OR FLOOR TRUSSES PER 5/SO.1 ALTERNATE F 3. USE ALTERNATE E & F FOR FLOOR 4. INSTALL INTERIOR FOOT114G BELOW SHEARWALL PER DETAILS ON S1:0 USS ATTACHMENTs SHEARWALL ATTACHMENT AT ROOF £'; FLOOR 6 TYPICAL SHEARWALL ELEVATION MEN 7 HEADER TIE DOWN sw OTEO S0.1 PROVIDE SOLID BLOCKING WITHIN FLOOR .SYSTEM AT SW END POSTS. 50.1 THIS DETAIL ONLY .APPLIES WHEN NOTED ON PLAN d T MULTIPLE A TRUSSES, N TRU 8d COMMON NAILS 4-12 0 TIPLE BR CED T U SES, AS INDICATED I SS SPECIFICATIONS. HEADER AT 3" O•C.(TYP) CONNECTION CALL OUT 1 DIAGONAL ROOF NAILS (T , .) 2x4 SYP#2 OUTLOOKERS » B _ 2x4 BLOCKING. FAS FEN C TRUSS 1 CS16 STRAPS D 0 24 O. C. BACKSIDE OF WEB.. EACH END w 3- WA S WALL STUDS / LL STUDS 2x12 OR (2)2x6 OR (2)2x4 SYP#2 LEDGER, TOEN Od LLS 2„ 3„ 5/8 3 , /a �0 3 /a "0 H3 4R H2.5T HURRICANE CLIP 0 EA. BRACING APPLIED TO AT 16 O.C. AT 16 O.C. FASTEN TO ROOF FRAMING BELOW FRONT SIDE OF WEBS: :� OUTLOOKER TO TRUSS. ROOF SHEATHING w/ 4-12d NAILS AT EACH RAFTER. 6-10d COMMONS CONTINUOUS LATERAL BRACING, SEE OVERFRAME RAFTERS .SEE PLAN. LOCATION. L MORE THAN (1) LATERAL BRACE IS NEEDED, OVERLAP BRACE AS SHOWN. ROOF TRUSS ROOF TRUSS-/ I 2X6 ANGLE I: SIMPSON H3 w ` 10-8d COMMON N SYP#2 LEDGE TACH R / MM I C DBL.. SYP#2 LEDGER NAILS FROM RAFTER TO LEDGER BRACE TO EACH STUD, PER ATTACH TO EACH STUD, THESE STRAPS : AND LEDGER TO ROOF MEMBER. SCHEDULE BELOW PER SCHEDULE BELOW. -2x4 SPF 2 MAY BE OMITTED _ 2X4 T A BR CE. ONLY -WALL SHEATHING UP BLOCKING WHEN OVERFRAME REQUIRED FOR BRACE ' GABLE END TRUSS. - B - DOUBLE SINGLE LEDGER B DOUBLE LEDGER ALT.. To BOTH H3 ABOVE RAFTER LENGTH LENGTHS > 8'-0". VERTICAL PRODIDE MTS12 OR CS16 DIRECTLY LESS THAN 4'-0" VERTICAL. - FASTEN.w/10d COMMONS „ ® _ 6 ON CENTER: 2X4 #2 SYP .BLOCK 0 EACH REACTION LEDGER SIZE. & REACTION .SIZE &NAILING ROOF MEMBER. BETWEEN OVERFRAMING RAFTER GABLE BRACE. FASTEN EACH .NAILING." .LEDGER AND ROOF MEMBER. 0-775 2x6 w 5-0.131x3" 1.850-2345 2x8 w 6-' "0x6" SDS SCREWS / / /a _ END W 3-10d TOENAILS / 776-1250 2x8 w 8-0.131 x3' 1 " / 2346-3125 2x12 w 8- /a 0x6 SDS SCREWS / x3 1251-1540 2x10 w/ 10-0.131" BLOCK TO DBL TOP 1540-1850 2x12 w 12-0.131x3" 85 / PLT W/ , 2-H2.5T PROVIDE SOLID SPF#2 BLOCKING AT PANEL JOINTS ADJACENT �TO LEDGER A NOTES. WHERE A LEDGER IS INDICATED TIE IN OF OVERFRAME RAFTERS TO TRUSS FRAMING. I 0.1310" TOE NAILS @ 8"O.C. ON PLAN AND NO TRUSSES BEAR AT THAT LOCATION, I FROM BOT. CHORD OF TRUSS ' ..:. HEADER UP CONNECTION CONNECTION CALL OUT 1 DIAGONAL BRACE PER A 9 LS18 0 32" O.C. B (4), TRUSSES APPLIED C EMBEDMENT DEPTH 1 CS16 STRAPS D TO BACKSIDE OF WEB.. 2x2x'/8„ 4„ 4„ 2„ 3„ 5/8 3 , /a �0 3 /a "0 3x3x' /4 BRACING APPLIED TO 2/z " 3° FRONT SIDE OF WEBS: :� MONO STEM CONTINUOUS LATERAL BRACING, SEE TRUSS SHOP DRAWING FOR QTY. AND LOCATION. L MORE THAN (1) LATERAL BRACE IS NEEDED, OVERLAP BRACE AS SHOWN. HEADER UP CONNECTION CONNECTION CALL OUT 0 UPLIFT CONNECTOR A 9 LS18 0 32" O.C. B WOOD PLATE HOLE SEE PLAN C EMBEDMENT DEPTH 1 CS16 STRAPS D '/z 110 FULL HGT THREADED ROD SEE PLAN OR HTT4 HOLD DOWN AT BASE (U.O.N) SINGLE BRACING NOTES` AND SPECIFl ATION TRUSS BRACING mac` L t.)ALL' BRACING LUMBER SHOWN, EXEPT FOR T -BRACE SHALL BE 1x4 SYP 3 OR BETTER OR 2x4 SPF#2 OR BETTER. F (LION) 2.)BRACING LUMBER SHALL INTERSECT T �. HE WEB ,OF THE BRACED TRUSS PER DELEGATED TRUSS ENGINEER. II I I 3.)PERMANENT ENT PERMAN ENT BRACING I°I WHERE NOTED :ON TRUSS MFR. SHOP DRAWINGS. THE CONTRACTOR II SHALL PROVIDE 1x4 SYP#3 OR BETTER. I°I T -BRACE F STENED TOBOTTOM CHORD BRACING I°I WEB w PERPENDICULAR TO TRUSS BOTTOM II CHORDS AND ATTACHED TO EACH T -BRACE TO BE THEI°I TRUS WITH 2-8d COMMON SAME SIZE, SPECIES; N NAILS. AT I AND GRAPE AS WEB I GABLE END WALLS PROVIDE DIAGONALS TO E BR I°I AT END WALLS PROVIDE DIAGONALS , ACED. I I (APPROXIMATELY 457.) TO THE I`I ADJACENT EXTERIOR PERPENDICULAR I I WALL BETWEEN EACH LINE OF BRACING TO FORM A ZIGZAG PATTERN ALL CONSTRUCTED OF THE SAME BRACING co MATERIAL. THIS REQUIRMENT IS NOT NECESSARY AT HIP ROOFS. ALSO ALONG EXTERIOR WALLS PARALLEL TO THE LEDGER IS BEING USED TO ATTACH THE ADJACENTBOTTOM CHORD BRACING PROVIDE ROOF DECK. USE A 2x6 LEDGER PER NAILING SCHEDULE TO DBL. TOP PLATE r DIAGONALS IN THE END SPACE ABOVE. ATTACH ROOF DECK PER GENERAL NOTES. 2x4x6' SYP 2 LATERAL BRACE EA.BETWEEN THE WALL AND THE FIRST 8-10d I LSTA12 0 48" O.C.INE F X -BRACE w/ 2-1$d INTO BOTTOM I Q$ DBL TOP PLT' O BOTTOM CHORD BRACING AT A , CHORD -0F EA. TRUSS. COMMONS TO GABLE TRUSS BOTTOM CHORD W MAXIMUM SPACING OF 20 FEET: LEDGE CONNECTION DEC DG AT SDWC15600 0 36» O.C. OMIT IF s R MEN s K LEDGER OVERFRAME RAFTERS 10 GABLE END BRACING " 11 PERMANENT TRUSS BRACING SHEATHING: OVERLAPS GABLE 12 MIN OTED OTED .TRUSS TO LEDGER CONNECTION BY USS S0. SO USE THIS DETAIL TO FASTEN OVERFRAMED ROOFS, VALLEYS, ETC. S0.1 _ _ NOTES. 1. SPACE GABLE. END BRACING 0 4 6 MAX. S0.1 SCALE. 3 4 1 0 ENGINEER. NOT SHOWN FOR CLARITY 2. AL / MIN 2 PLY STU MIN 2 PLY STUD L MATERIAL TO BE SYP#2 IN LIEU OF 2 S UDS IN LIEU OF 2 STUDS ,D1 ITS ACCEPTABL ITS ACCEPTABLE ; GIRDER TRUSS TO SISTER A TO SISTER A - FULL HEIGHT OR BEAM GIRDER TRUSS WASHER I - -- PLAN Q I X I e , MIN 2 PLY 36" LONG STUD 36" LONG STUD ,. OR BEAM R ANCHORING SPECIFICATIONS D v-- A CATIONS O I F ----- (1)MSTA24 STRAPS STUD FASTEN w/12-1 � 4 STEFASTEN w/12- :_._____ FO OVER TOP PLATE 2 MSTA24 STRAPS I » k ANCHORING SYSTEM. THE THREADED0.131x3 GUN 0.131x3 GUN NAILS ROD ANCHORING SIMPSON FULL HT. FASTEN w 18-10d FOLD OVER TOP PLATE HTT5 OR / 2 MTS12 DOUBLE SYSTEM SHALL CONSIST OF A307 THREADED NAILS I ( ) SOLE __ % _ .. .._t HDU5. FASTEN FULL HT: ANCHOR FASTEN w 18 10d 2 TS12 RODS ORIENTED VERTICALLY AND ATTACHED TO THE / t=} I ( ) UPLIFT � �- TOP PLATE. , PLATE 26-10d COMO S ANCHOR 1 N FOUNDATION AND TO THE UPPERMOST T CONNECTOR � T PLATE A THE `. :: : . I' DOUBLE TOP LOCATIONS INDICATED IN THESE DOCUMENTS. ABOVE SIMPSON DTT SEEP � �' , .. 2Z I •.::: oo No PLATE LAN t - TOP PLATE PROVIDE A 2 x 2"x STEEL WASHER. - I` ' w/8 Y4 x1Y2 WALL STUD FASTEN WITH A NUT AND ALLOW AT LEAST 3 1' UI SDS SCREWS I OR POST: THREADS TO EXTEND ABOVE TIGHTENED NUT. TYP. a SIMPSON FULL HEI H' - ARCH OA ( FULL HEIGHT T MINIMUM 2 PLY hI� 2 H2.5T 2 N .ST -- _. ;ROD f LTT20B THREADED OD O {) 2 FULL HEIGHT . T o „ ________ ROD INSTALLATION. AT ALL PLATE PENETRATIONS, STUD I „ MINIMUM THREADED R II WITHIN THREADED ROD I G- I � 3i D 1 N 6 OF PROVIDE A HOLE IN THE PLATE ,4 .LARGER THAN THE ., I MINIMUM ---- - ✓ 2 PLY EPDXIED 4 MIN R GIRDER I DIAMETER OF THE THREADED I {SEE PLAN) SEE PLAN # i I . E E DED ROD USED. WHILE TURN TITEN HD " ) 2 PLY I ELEVATION I , , AT 2ND STORY 5/a THREADED . ° » I AT 2ND .STORY SINGLE CONTINUOUS RODS ARE PREFERRED, COUPLER STUD Yzx6 TITEN HD w COUPLER TIGHT l O� A `STUDS PROVIDE ROD EPDXIED ° °: T „ STUD STUDS PROVIDE FR, 0 (SIMPSON CNW OR EQUAL MAY BE USED IN CASES STEEL COUPLER �' t ) AGAINST PLATE „ °,< I Yz THREADED ROD 1 CS18 STRAPS 7.5 MIN „ 2 CS18 STRAPS C r WHERE ONE CONTINUOUS ROD IS UNFEASIBLE. THE I _ , O FULL HT.- EPDXIED 4 MIN OR AT DESI( OPTIONAL, LOCATE ,. � �- AT BASE OF STUDS I BASE OF STUDS ( ROD SHALL BE INSTALLED APPROXIMATELY CENTERED » __:.L IMPSON TIT ANCHOR S EN HD ROD COUPLER Yx6 TITEN HD F TO F , AS NEEDED) � IN HOLE RODS MAY BE SLANTED FROM TRUE „ (FLOOR TO FLOOR) ., � 2 (FLOOR FLOOR) C RODS - THD37634RC x63/a MINIMUM AT SILL PLATE AT TOP PLATE VERTICAL F A MAXIMUM OF 2 INCHES IN 10 FEET TO ( ) r AVOID CONFLICTS WITH FLOOR AND WALL FRAMING: A 2 PLY HOLD DOWN SEE PL _ FLOOR FRAMING FULL HEIGHT THREADED ROD FOUNDATION, SEE PLAN PER PLAN. EMBEDMENT ' DEPTH O FULL HEIGHT ANCHOR INSTALLATION CHART THREADED 0 © 9 9 0 ROD 0 WOOD PLATE HOLE CONCRETE: HOLE WASHER SPEC. EMBEDMENT DEPTH EDGE DISTANCE 3/8 '/z 110 '/2 "0 2x2x'/8„ 4„ 4„ 2„ 3„ 5/8 3 , /a �0 3 /a "0 3x3x' /4 7.5" 12" 2/z " 3° MONO STEM MONO STEM THE NUT ABOVE THE UPPERMOST PLATE SHALL BE = STUD s » SIMPSON DTT2Z /a ROD = DTT2Z SECURED OVER THE WASHER TO A SNUG-TKeHT » » CONDITION PULS ONE-HALF TURN OF A STANDARD w/8- Ya x1X HTT5 5/s ROD = HTT5 WRENCH APPROXIMATELY 30 FT. -LBS. OF SDS SCREWS _ BUILT-UP ( TORQUES � LT UP POST; BUILT-UP POST, DUE TO SHRINKAGE AND COMPRESSON OF BUILDING SEE PLAN. SEE PLAN. CONTRACTORS SHALL RE -TIGHTEN NUT TO 30 FT -UBS. OF TORQUE AFTER ALL TRADES ARE COMPLETE AND PRIOR TO INSULATION. EPDXY ANCHORING: ALL THREADED RODS SHALL BE HTT5 or HDU5 DTT2Z LTT208 DRILLED & EPDXY ANCHORED. SEE INSTALLATION C ALTERNATE FOR ALTERNATE FOR OPTION 1 OPTION 2 CHART EMBEDMENT AND EDGE DISTANCE „ FULL HEIGHT ANCHOR REQUIREMENTS FULL HEIGHT ROD z FULL HEIGHT ROD FULL HEIGHT TR CONVENTIONAL WALL SECTION THREADED ROD INSTALLATION CHART 3 of „ FULL HEIGHT ROD ALTERNATE 12o HEIGHT WOOD FULL O FRAME WALL ANCHORING SYSTEM 13ATTACHMENT 14 FULL HEIGHT THREADED ROD HOLD DOWN ATTACH 15 WTiEN 1 GIRDER /BEAM STRAPPING` SO.1 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN 50:1 0 S0:1 ALTERNATE S0.1 TED S .1/THIS DETAIL ONLY APPLIES WHEN NOTED ON 'PLAN i OVERLAP SIDEWALL TOP PLATE OVERLAP SIDEWALL TOP PLATE ALWAYS PLACE HEADER AT CRIPPLE TOP OF ROUGH STUD OPENING GARAGE ..' %"0 THREADED ROD HEADER . . :: . . . . . . . . . . w/3x3x{/4' PLATE GARAGE HEADER, GARAGE HEADER, ALWAYS PLACE GOAL POST. FASTEN TO STUD (2)20ga STRAPS - - - - - SEE PLAN SEE PLAN HEADER AT PACK WITH 2—ROWS OF 16d HEADER TO JACK » HTT5 W/ 14, TOP OF ROUGH . . . . . . THREADED ROD /s RING SHANK NAILS @ 12 O.C. EPDXIED 12' MAX OPENING 2)20ga STRAPS .. HEADER TO JACK ATTACH GARAGE DOOR THRU EXTEND HEADER TO 2x4 BLOCKING 4-0.13103 TOE NAILS 2 EA. SIDE {2)2x6 KING STUDS UPRIGHT BUCK DIRECTLY INTO 2 HTT5 W // FAR SIDE `OF WALL H3 ®EA. 2x ouTLoOKER / STUD PACK, PER GARAGE DOOR K STU (2)2x6 (2)2x6 S F#2/ AS SHOWN. o o (2)MSTA24 NOTE (2)2x6 JACK DS THREADED R00 SUPPLIER (2)MSTA24 OUTLOOKER AT 24" O.C. PLACE GABLE END TRUSS EPDXIED 12 JACKSTO THE — AND (1) ... » » 6 6 6 RD BALLOON FRAMED RAMED WALL ° 4 —0 x4 —0 PIECE OF WALL STUD SPACING SEE OF AND FASTEN TRUSS TOP KING. SHEATING INSTALL AT UPPER HTT5 w/ / HTTS w FRAMING PLAN EE A SHEATHING AND BOTTOM CHORDS TO (2)2x STUD CORNER THREADED ROD CORNER 1" BELOW GARAGE HEADER g „ E SCHEDULE. BALLOON FRAMED WALL I DETAIL A THREADED ROD 5-12d TOE STUDS w { ON EXTERIOR STUD TRIMED AS ALWAYS PLACE / 2-0.131X3" EPDXIED 12 ( EPDXIED 12 2x4 BLOCKING AT NAILS EACH s s s s s s : , .. ... � NAILS AT EA. STUD. P.T. SOLE PLATE SHOWN) HEADER AT TRUSS TOP OF ROUGH 48 D.C.BETWEEN � OPENING GABLE AND FIRST GARAGE SOLE PLATE HTT5 w/ FASTEN SHEATING TO HEADER w/ 8d COMMON Q$ GALV. BOX NAILS G INTERIOR TRUSS. FLOOR HTT5 w/ " JACKS AND KING FASTEN GABLE END ANCHOR %s THREADED ROD s „ IN 3 GID PATTERN AS SHOWN<AND 3 O.0 IN ALL FRAMING TRUSS w/ FULL HT. P „ THREADED ROD STUDS BLOCKING & SILLS TYP.' STUDS PER PLAN. ANCHOR AND HA4 SOLE PLATE s EPDXIED 12 EPDXIED 12 ( SILLS) r EA: END ANCHOR GARAGE WING WALL HTT5 w SECTION E DOUBLE BLOCKING AT PANEL JOINT, NAILED TOGETHER w/ 3-16d SINKERS s „ ICKENED SLAB EDGE � THREADED ROD.. �- AT GARAGE OPENING. - EPDXIED 12" __ THREADED ROD OVER ADDITIONAL P.T. SOLE / L DOUBLE PLATE BETWEEN. , • " " PLATE NOTES. THICKENED SLAB EDGE AT STUDS DRILLED AND EPDXIED'. w/ 12 EMBEDMENT & 3x3x /4 WASHER. I GARAGE OPENING. ' Fr I 1. ALWAYS PLACE GARAGE HEADER AT TOP OF ROUGH OPENING. a . a. I I GARAGE WING WALL ELEVATION q. < < 4 CONVENTIONAL sw a °a, d.' ° ANCHOR PER SCHEDULE. 4 NO FULL HEIGHT ANCHOR REQUIRED. GARAGE HEADS FRAMING W R RA ING @SO. GARAGE PORTAL WING WALL -3 GARAGE CENTER WALL FRAMING 4 BALLOON FRAMED ABLE END ZVMEN go Eo THIS D` ETAIL ONLY APPLES WHEN NOTED ON PLAN S0.2 S0. SPLICE 2xE x 4'-6" P.T. SYP NO.2 EXPOSED RAFTER TAIL TO EACH ROOF PORCH BEAM SUPPORT POST TRUSS ® 4" D.C. JACK STUD JACK STUD IF 4x4 IS SPECIFIED ON PLAN, AT DOOR 2x4 P.T. SYP No.2 AT DOOR USE (2)2x4 SPF#2 SUPPORT.. MIN. (2)2x4 PT SYP #2/ / BLOCKING CLOSURE FASTEN IF 6x6 IS SPECIFIED ON PLAN, WALL 3 w/ 3-12d TOE NAILS. RIP 24" MAX. `pa DOWN TO REQUIRED DEPTH 12" MIN: USE (3)2x4 SPF#2 SUPPORT: SHEATHING PRE—ENGINEERED RATED WALL SHEATHING w/ WOOD ROOF TRUSSES. Ya"x3Yi' 8d 0 6" O.C. EDGE & FIELD. ATTACH PORCH BEAM TO CS18 w/7-1 dx1Yz 12d COMMON PLAN VIEW TAPCON PLAN VIEW SIMPSON LTT206 SUPPORT POST w 2 HTS20. EACH END 48" RECESSED IN SLAB / O CH I WIRE NAILS SCREW ° w/Yz" THREADED ATTACH SUPPORT POST TO D.C. STRAP AN BE ( STAGGERED \ P INSTALLED E THEIR R00 EPDXIED 4" SOLE PLATE FOUNDATION WITH HTT4 ANCHOR FACE OF S D CS18 w/7-1Odx1J¢" s w/ /s.. 0x6" EMBED EPDXY ROD. U.O.N. EACH END ® 48" SYP#2 PT SOLE PLATE ( O.C. STRAP CAN BE UPLIFT CONE CONC. # ( BO9( COLUMN INSTALLED EITHER CONNECTOR SLAB ' SLAB I » I, FACE OF STUD MAY BE USED IN LIEU OF 4x4 OR 6x6. FLOOR FLOOR 8d 0 3 FLOOR WATER PROOFING AT TRUSSES TRUSSES TRUSSES I DOUBLE LOWER PORTION OF ELEVATION VIEW ELEVATION VIEW OR JOIST. 0 JOIST. TOP PLATE OR JOIST. r BOX COLUMN BY BUILDER I —4" IF PT MATERIAL IS NOT USED, OPTION $ BEAM SEE L OPTION A PLAN OPTION A OPTION B OVERLAP STRAPPING SHEATHING OPTION C DROPPED BEAM FRONT ENTRY : ; JAMB FASTENING s BOX COLUMN DETAIL wHl 7 WALL STRAPPING OVER BEAM s RAFT R TAIL DETIAL 0THIS DETAIL ONLY APPLIES WHEN NOTED O OTED Sp. N PLAN SO: S0. 2 THIS DETAIL ONLY .APPLIES WHEN ,NO ED ON PLAN S0. KING STUD TO ,TOP PLATE: SDWC15600 SCREW. STUD 0 OR TE: SOWC15 00 SCREW. 0 32" O.C. STUD TO TOP STUD TO TOP PLATE: SDWC15600 SCREW. SDWC15600 SCREW. ® 32" O.C. ® 32 O.C. STUDS TO TOP PLATE STUD To BOT PLATE: BOT PLATE M TRUSS " SDWC15600; SCREW: YDER TO JA4"x37i LAG SCREW 0 32" O.C. WITH RO ND WASHER 1— STA24 AT EACH LOOR TRUSS BOT PLATE TO FRAMING BOT PLATE TO FRAMING BELOW CS180 32" O.C. BELOW CS180 32 O.C. STUD TO BOT PLAN oT PLA' E To TRUSS TRUSSES PERPENDICULAR TO WALL ABOVE SDWC15600 SCREW. ' Y4"0V LAG SCREW ' CREW 0 32" O.C. WITH RO ND WASHER 24" o.c. TRUSS OR BEAM PARALLEL TO WALL ABOVE js s WALL STRAPPING DETAIL WHEN EN 10 WALL STRAPPING DETAIL 11 WALL STRAPPING DETAIL s WHEN OTEo 0Tm TED 50. THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN S0. THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN S0. THIS DETAIL ONLY APPLIES WHEN 'NOTED ON PLAN ' a csa��c{�rp►f . P i6t3. •«a o " w sil T ' q' NP ydy'gi. e r'. o 01 '✓ ya,pq. y4 hp .PSP. pie - V ! Pm PP tl.i"mm q H C «� q q (q \ i �q F s S q rl Christoph rJ Sabourin l E F L� P E#71461 REVI IONS DATE DO N" THESE t ARC FFF DOUBLE 2X4 TOP PLATE 2X4 LEDGER FASTEN TO TRUSS w/2 -12d COMMONS HTS16 STRAP. WRAP AROUND MAIN HOUSETOP PLATE i 16 GAUGE 24" STRAP AT EACH SIDE OF EACH CORNER (6 TOTAL) i ._ DOUBLE. 2X4 TOP PLATE AT SAME ELEVATION AS HOUSE TOP PLATE I WALL SHEATHING SEE CONSTRUCTION - SPECS DOUBLE 2X4 STUDS AT CORNERS HTS16STRAP. WRAP AROUND MAIN HOUSE TOP PLATE i 16 GAUGE 24" STRAP AT EACH SIDE OF EACH CORNER (6 TOTAL)-; i i DOUBLE 2X4 TOP PLATE AT SAME ELEVATION AS HOUSE TOP PLATE 2X4 STUD @ 16"--'-- 16 GAUGE COIL STRAP EACH CORNER MAIN HOUSE WALL I SHEATHING /-CONTINUOUS THRU ."ICHIMNEY FRAMING I d I I I I 9 i f I I I I i I MAIN HOUSE i EXTERIOR WALL I I ( I FLOOR FRAMING 16 GAUGE 24" STRAP AT EACH SIDE OF EACH CORNER (6 TOTAL) y USP HTT16 (1 AT EACH OUTSIDE CORNER, MAIN HOUSE 2 TOTAL TOP PLATE �s I I (2)2X- STUDS I I I I HTS16 STRAP. WRAP AROUND MAIN ;HOUSE TOP I PLATE I I ! MAIN HOUSE I • EXTERIOR WALL I i I I I HTS16 STRAP. WRAP I I AROUND MAIN HOUSETOP I DOUBLE I PLATE I 2X4 STUDS I AT CORNERS f I I (2)2X_ STUDS I MAIN HOUSE WALL I SHEATHING USP HTT16 (1 AT EACH CONTINUOUS THRU OUTSIDE CORNER, CHIMNEY FRAMING FASTEN STUD TO MAIN 2 TOTAL I HOUSE STUD w/1 -ROWS I I WALL SHEATHING OF }"x6" SDS SCREWS 0 32" O.C.. ( SEE CONSTRUCTION SPECS 2X4 STUD ® 16" =L R ELEVATION SOLE PLATE ANCHOR PLAN (MINIMUM 2 PER SIDE) SIDE OF BUILDING ATTACHMENT 1 2 -STORY CHIMNEY FRAMING S0.3 i i G 0. 114o a • O tee'; • ° .. 00 CA spa .• ®, o rfl�p�d9pp�3p1d4gE5'c®Elti49Sl�+'��,c> •--i :hristoph�r I Sabourin PE FL!PE#71461 i G 0. 114o a • O tee'; • ° .. 00 CA spa .• ®, o rfl�p�d9pp�3p1d4gE5'c®Elti49Sl�+'��,c> •--i :hristoph�r I Sabourin PE FL!PE#71461 i SYMBOLS LEGEND ----- DESIGNATES FOOTING LINE - DESIGNATES SAWCUT LINE INTERIOR LOAD BEARING 'WALL OF CONCRETE OR 6x6 W1.4xW1.4 DESIGNATES SLAB RECESS 66'-8 91-10 47, _ p» 9,-10" i 8' 2" 5' - _. 10" 1 > 81lo , - 9 00 1 3 S1.01 51,01 S1.01 F P-0 . _Y _ 4 "e,xwma cc O MONO FOOTING T 8—OLF Christopher_I Sabourin PE STEMWALL w/ 2–#5x30" I 3 � i S1.01 I FL PE#71461 DOWELS EPDXIED 6" MIN. I I I I Kx Kx 10B 0 I I I I S1.01 I I i °° �I S4.01 i E 3 J ^ I �. _ 51.01 - - O SAWCUT KX – – –� - L j I I- r--------- ---- _ STAIRS BY ! I o �° N SLIDING GLASS DOOR BUILDER FRAMES MUST BE RECESSED i� SEE ARCHITECTURAL PLANS I I' toe N o F FOR LOCATON OF SLIDING'__77'- I 0 ! S1.01 E GLASS DOORS. „ ( I I I I � I PAVERS 4'- 4 7 -5 8o -41f � I ^ BY OTHERS _ I I 9 6 I I 4 I 3 I S1.01 I I S1.01 S1.01 . _Ut ^8 d- ^F Z-s-t s1.01 I OF CONCRETE OR 6x6 W1.4xW1.4 BY I i WWF ON EMIL VAPOR B ARRIER — OTHERS I G IN PREPARED GRADE. -- - I co7 PROVIDE DE —I f I p �� CORNER CRACK BARS , rl PROVIDE SAW CUTS PER AT SLAB MID -DEPTH. 9 I ! 5/S1.01, BUILDER TQ S1.01 I o I ` ° I I COORDINATE WITH FINISH I I rn I FLOOR MATERIAL. ��.: _ I 8 I I r F2 U-, I 6 s1 .01 I o -- A - - T S1.01 1 - MONO FOOTING TO � „�31_'„ I STEMWALL w 2– 5x3Q. / #„ 8 3'-7" ( I`00 1701 g DOWELS EPDXIED 6 - MIN. 6 00 MONO FOOTING TO I I 00 00 S1.01 N1„ STEMWALL w/ 2-#5x30 _ 9 I I I0 I I DOWELS EPDXIED 6 MIN. s1.01 �- — — — — — — C —' - 20 x20 PIER OUT OF 8x16 I I I 1 20x 20 PIER OUT OF 8x1 BLOCK. REINFORCE w / » 1 -8 N S1.01 ', BLOCK. w: REINFORCE w / 1–#4 IN EACH CORNER. _ $ 2 » _ — _ 1 -,– —„ 6 8/2 4 1 p » 4 -6 1– 4 IN # EACH. CORNER. 4. » TOP OF PIER IS 6 ABOVE_10 - TOP OF PIER IS 6” ABO PAVERS (3 PLACES) 6-2 PAVERS (3 PLACES) ol 66' -8 8" AL F r L FOOTING SCHEDULE AND NOTES FOUNDATION PLA TYPE LENGTH WIDTH DEPTH BOTTOM BARS SCALE. 1/4 1-0 i F2.0 2'-0" 2'—O" 1'-0" 3—#5 EA. WAY BOT. DE. F2.5 '2'-6" 2'-6" 1'-0" 3—#5 EA. WAY BOT. F3.0 3'-0" 3'-0" 1'—O" 3—#5 EA. WAY BOT. t, F3.5 3'-6" 3'-6" 1'-0" 4—#5 EA. WAY BOT. F4.0 4'-0" 4'-0„ 1'-0" 4—#5 EA; WAY BOT. F4.5 4'-6" 4'-6" 1'-0" 4—#5 EA. WAY BOT. 1. THIS FOUNDATION P'iLAN ONLY CONVEYS STRUCTURAL INFO. RELATED < TO THE FOUNDATION. FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS' STEP HEIGHTS ECT., SE ARCH. PLAN. ARCHITECTURAL PLAN SHOWN HERE IN FOR t. .REFERENCE ONLY. 2. FIGS. & FND. SHALL BE IN ACCORDANCE w/ LOCAL BUILDING CODES. x 3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. TYPICAL WALL FRAMING AND TYPICAL WALL FRAMING AND ;ANCHORAGE TYPICAL WALL FRAMING ANCHORAGE PER PER CONSTRUCTION SPECS. AND ANCHORAGE PER CONSTRUCTION SPECS. (1)#5 'CONTINUOUS, .PROVIDE CONSTRUCTION SPECS. CORNER ;BARS (TYPICAL) SOLE PLATE ANCHOR AT WALLS GREATER THEN 12" HOOK INTO SLAB. 1—#5 CONT., PROVIDE ' _ # 8 CMU OPEN BOTTOM LINTEL SEE 3 SQ.O 4' 0" HIGH, NOTIFY'E.O.R. / MONO SLAB FOOTING AT PORCHES, 1 CORNER BARS (TYP.) SEE 7B/S1.01 BLOCK w 1—#5 CONTINUOUS FOR TEMPORARY BRACING 5- ,,- ----�_ WHEN SPECIFIED ON PLAN. 2 LAYOUT PLAN AND SEE ARCH PLAN PERMANENT LATERAL I SLAB ON GRADE, SLAB ON - SUPPORT DETAIL. - __.�a�a_._ • ' _. M SEE PLAN. O I ; . ..— 4- GRADE, '4 SEE PLAN: , ADE OR CONC. GR SLAB, SEE PLAN. 8 M 4 DOWEL TO MATCH VERT. CMU STEM WALL SHOW R P N SLOPES TO DRAIN SEE ARCH SLAB 0 E N STEMWALL SCHEDULE CMU REINFORCING COURSES fi TO 6 #4 VERT. @ 48"O. C. TO 10 #4 VERT. @ 24"O.C. 11 TO 12 #4 VERT. @ 8"O.C. STEMWALLS OVER 6 COURSES TO HAVE TRUSS TYPE HORIZ. JOINT REINF. BETWEEN EVERY OTHER COURSE. FILL CELLS SOLID. ]\_7"'� 4 VERTICAL DOWEL @ »NG SEE ,' A 24 O.C. STEMWALL REINFORCI » � _GRADEPLAN. MAI THIN 4 MIN. SLAB THICKNESS. �, _.,�,SCHEDULE w 6 HOOK INTO z 90 BEND INTO FTG. / SEE PLANFOOTING. LAP VERT REINFORCING � , 25 IF STEMWALL 1S GREATER ,, `e THAN 3 COURSES. a a \ e , „✓ �. CONTINUOUS CONCRETE CONT. CONCRETE FOOTING �`' /' STEMWALL SEE 1 S1:01 FOOTING » ' 8"d x 16"w 1—STORY, w/(2)#5 CONT. 3 CLEAR L » Q 10 d x 20 w 2 -STORY, w 3 4 OR 2 5 CONT. w 0 10»x20" U = w Z—#,:) CUN T. 1 STEMWALL FOOTING 2FO TING W/ SHOWER RECESS GARAGE STEM WALL �01 SCALE: 3/4" = 1'-0" S1.01 S1.01 (IF REQUIRED) (IF REQUIRED) TYPICAL WALL FRAMING- AND ANCHORAGE PER CONSTRUCTION SPECS. (1)#5 CONTINUOUS PROVIDE CORNER -BARS TYPICAL' „ STEP, SEE ., .�. 12 HOOK INTO SLAB. ARCH. 4MAX.)(» EQUAL TO SLAB THICKNESS. SLAB ON GRADE, 7B @ SLAB RECESS SEE PLAN. - BRICK VENEER IS WALL FRAMING--\ RAMING ACCEPTABLE WITHOUT INCREASE OF FOOTING SLAB ON GRADE, WALL FRAMING --\SIZE. 1" DEEP SAWCUT w/ 8 CMU STEM WALL W _ SEE PLAN / SLAB ON ELASTOMERIC SEALANT STEP, SEE #4 VERTICAL DOWELS @ 24" O.C. ARCH. PLAN SLAB ON ,. .. GRADE - 90° BEND INTO FTG. SLAB ON GRADE, = . r SEE ; PLAN . n GRADE, - " S'EE PLAN. ,. zs--- - NOTES: . - � - 4. �.. � SEE PLAN. r, .: 1) PROVIDE SAWCUTS TO CREATE`�� a00 • i, , • , CONTINUOUS CONCRETE w.. APPROXIMATE 12 X 12' MAX. SQ. _ ° :'�'r ''. FOOTING 2 SAWCUT CONC. SAB WITHIN 4 TO 12 HOURS OF CO C. PLACEMENT. OPTIONAL 3» CLEAR � >, NT. $x16 1—STORY, w/(2)#5 CO d 2 FLAIR „ , 8"x16'' 1—STORY w/(2)#5 CONT. LIJ x20 10 x20 2—STORY, w/(2)#5 CONT. 8"x2C» 2—STORY w/(2)#5 CONT. w/ 2—#5 CONT. = r� SAW CU DETAIL BEARING AT INTERIOR ONO 00STEP-DOWN 4 STEMWALL AT GARAGE 5 7 MONO. F ING AT S1.01 SCALE: 3/4" 1'-0„ �-o S1.01 �01 � TYPICAL WALL FRAMING AND ANCHORAGE PER 3 » PAVER BY MATCH DOOR /4 RECESS CONSTRUCTION SPECS. WITH, SEE ARCH. OTHERS BOND BEAM w/1—#5 SLAB ON °4. GRADE, l SEE PLAN. I� :4'�'\'`� PAVING BY X SLAB ON Q /, 8" -MASONRY GRADE \,>�STEM / BUILDER 112"x12" — P AN WALL w/ 1 #5 CONT. SEE PL as E.J. o �'`� 1—#4 @ 48 O.C. DETAIL 10B z x ao 4 o . \ \ GRADE OR CONC. CV MATERIAL SLAB, SEE PLAN. SLAB ON N a z.® A ,;' 4 __ rt GRADE ,/ 'r✓,�' ; �� ` ALT. FOOTING AT \ % / SEE PLAN. BUILDERS DISCRETION. \ a\ #3 @ 48 O.C. OR r ROD CHAIRS TYP. • , THICKENED EDGE X"' ROD ( )� w/ 1—#5 CONT. DETAIL 10A 20 w/(3)#5 CONT. 12 , THICK x 20 WIDE w/ (2)#5 CONT. 8 MONOLITHIC EDGE FOOTING PORCH STEM WALL1 Q HICKENED SLAB �.o �_o �-o x r x Y 4LV ysceoia /venue Jax. 6eoch, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 1344 SC: CA# 3579 woo 3 R 0. 4 r B 4 P. 4 ,ry yq geg g' S 8tAT o � Q C14 Christoph 'r I Sabourin PE FLi PE#71461 REVI IONS DATE r i FIELDI ALTERATIC._ CONTRACTOR SHALL CONTACT LOU PONTIGO�ASSOCIATES PRIOR TO nnrcvuir_ niv c-roUCTURAL FELD ®W-4 Irm I HIGH. MAY VARY OF THE ORIGINAL JCUMENTS. ANY S MADE PRIOR TO Y LOU PONTIGO E AY RESULT IN GINEER NG OR IN FEES. I -1 PLAN NAME CIAAAIIXIIAI _ ri.A sl SYMBOLS LEGEND _ - DESIGNATES SHEARWALL. THE HIDDEN ------ == LINE DESIGNATES SIDE OF WALL THE ;. .. s. SW: 3/6 SHEARWALL SHEATHING TO BE APPLIED. 8d CSD j DESIGNATES 8d COMMONS @;. 3 O.C. EDGE & 6 O.C. IN THE FIELD. DESIGNATES THE HEADER SIZE, NUMBER ' (2)2x8-1/2 OF PLY'S & JACK/KING STUDS NEEDED FOR SUPPORT HEADER. Lou onti3o and BEAM OR TRUSS, SEE PLAN Ass C i a t e S , Inc. ANCHOR, LEGEND 420 sceola AVenue Jax. Beach, Florida 32250 3 „ A307 DIAMETER FULL HEIGHT Ph. 242-01908 Fax. 241 9557 THREADED ROD; SEE DETAIL 12 S0.1 FL: CA # 344 SC: CA# 35 / $ 79 5/8. A307 DIAMETER FULL HEIGHT X5 THREADED `ROD, SEE DETAIL 12/S0.1 ieit iat �a{aasaa..taeftte�j .. 3b /a A307 DIAMETER THREADED e001�1 .. x�, ROD TERMINATES AT FIRST FLOOR ,wa '! . a p'A�c�ee TOP' PLATE SEE DETAIL 12 SO.1 a t a & .. � A307 DIAMETERTHREADED .: ROD TERMINATES AT FIRST FLOOR O p .. ,. m G Y SEE 3/S0.1 FOR TOP PLATE, SEE DETAIL 12/50.1 ,. N BEAM CONN. TYP j SHEATH WALL00 I R CD SIMPSON HTT5 SEE DETAIL 15/S0.1 w . a N 2 2x10-1 1 ---� CONTINUOUS THRU a e 2 2x10-1 1 O / I"I, 3 2x12 LL,. BUMP OUT WALLS o a - - - SIMPSON DTT2Z SEE DETAIL 15 S0.1 '6✓ ��n« � Sre 5 6x6 P.T. SYP#2 POST FASTEN TOP OF I SEE DETAIL (3)2X6 SPFL#2�__�s__a___L� Chrlsto h r J Sabourin PE w ABU66. SEE DETAIL WALL PER I 1 SO.2 P / L POST. I I 7 I / SIMPSON LTT208 SEE DETAIL 15/50.1 F � (' E # 714 61 2/S0.1. TYPICAL 1 DETAIL 5/S0.1. i w I N 0 REVISIONS [J""04 I IWALL STUD SCHEDULE DArE OS8 WALL \ Q SHEATHING. w _ I I =X PLATE STUD SIZE \ IN N LOCATIONM X W N HEIGHT &SPACING ?�,I ( N, 'U i EXTERIOR 91 MAX2x4 SPF#2 @ a6" a:C. to w I Q J > Q 10'-1 2x6 SPF#2 @ 16" O,C. or (n I EXTERIOR J f' _` "" I � I Q I ) MAX 2x4 SPF#2 @ 12" O.C. CO I PCS - 10'-1 TO <C I I SEE DETAIL EXTERIOR 14'-D.. 2x6 SPF#2 @ 16 O.C. 00 1 I l L --- - I I 3/SO.2 „ INTERIOR MAX 2x4 SPF#2 @16 O.C- -' SHEATH WALL INTERIOR12'-0"„ - FIELD ALTERATION 2x6 SPF#2 @ 16 O.C. or � r _. _ .-- ._ - - - - - - -I- - MAX ...2x4 SPF#2 @ 12 O.C. • I w. I I I. CONTINUOUS TH R U STUD NOTES CONTRACTOR SHALL CONTACT LOU 0 L -. - J B U PONTIGO ASSOCIATES PRIOR TO MP OUT WALLS i N 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY. C) I N' W 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. FROM THE I,I TENT OF THE ORIGINAL 0 1 1 N CONTRACTOR MAY INCREASE STUD SIZE TO MEET CONSTRU TION DOCUMENTS. ANY -Q FIELD ALTE�NATIDNS MADE PRIOR TO Lv X ARCHITECTURAL REQUIREMENTS. N I I I BEING APPROVED BY LOU PDNTIGO & 1f N N ASSOCI TE MAY RESULT IN \ ( 1� i i-., 3. SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN A $ XN ADDITIO AL ENGINEERING OR I N N lw YELLOW PINE. IN PECTION FEES. J ` �' � U I.7Q 2 FOR ALL TOP PLATES AND SOLE PLATES. 1 I 4. ) USE 5YP # X ):D I N S 1-11L I Q I ( HEATH WALL 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS N L 0 CANTILEVER TO `CONCRETE SLAB w/16d MASONRY CUT NAILS @ 16 O.C. AMS T POST EACH �- -- (3)2x6 CONTINUOUS TH`RU EVER STRAP BE O I SEE DETAIL _ MINIMUM. SEE 3/SO.0 FOR ADDITIONAL ANCHORS AT L SPF - 1-/-S& BUMP OUT WALLS BEAM sNEARwALLs END w/ (2}MSTA24 (TYP) 1 /S8 --S[ - -� POST. Z � ILErfj COMBINED USE PANEL NOTES I XZZ \ - ( )2X1 2 1. EXTERIOR WALL SHEATHING SHALL BE L 1 M) LD - - V (2) _x6 (2)2x6-1/2 j CONTINUOUS FROM BOTTOM. PLATE TO UPPER MOST J TOP PLATE. SEE DETAIL LI J " SPF_ L FOR SHEATHING P ST. , SPLICE LOCATIONS FOR MULTI STORYCONDITIONS(3)2x6 POST DIRECTLY i I I W Lu I BELOW POST ABOVE. � I HU210-2 2. sEE SHEET so.o fOR WALL SHEATHING i > x �"''� N H AN GER SPECIFICATIONS. L.rJ o PROVIDE SOLID BLOCKING .. C m N `� . I � � WITHIN FLOOR SYSTEM. 3. UPPER MOST TOP Q ( )2x 1 /1 S 0 PLATE SUPPORTING ROOF ;, MEMBERS SHALL BE STRAPPED AS SHOWN IN ` _j ro0 DETAIL 1 SO.0 00 ITr\A/=X1 W DO �= = - N UW N 4. INSTALL S L ,--�1 OLE PLATE ANCHORS. PER DETAIL N - = - ri 3/SO.0 T j X I STRAP HEADER ---- 4 L §, LO > OSB 'WALL a: ` n J PER bETAIL 7 S0.1. U04 '� / _- GENERAL NOTES ATHING. co. . SHE�, FASTEN TOP1. SEE DETAIL 2 S0.0 FOR WALL FRAMING /DETAIL. I SEE WALL STUD D SCHEDULE THIS SHEET FOR STUD I >- OF WALL PER O -� 3 _x4 I to \ SIZES AND SPACING. AT GIRDERS AND BEAMS, I ( )- DETAIL 5/SC .1. .. \ to ,, PROVIDE STUDS BELOW TO MATCH BEAM GIRDER SP --#2 IM BEAM/GIRDER W POST. - _ - - - (2X12 PLIES. 2. SEE SHEET SO.0 FOR ROOF AND FLOOR Lnm SHEATHING SPECIFICATIONS. MIN 2x8 LEDGER '� j (2)2x6 STUDS N 00HU210-2 I BELOW xl LANDING. FASTEN W/ '. 3. WHERE FRAMING "MEMBERS CONSIST OF MULTIPLE. X N I L; HANGER PLIES BEAMS, HEADER AND STUDS FASTEN PLIES 3 SDWC15600 ® EA. STUD CONTINUOUS N . -I ( ) co ( ) I .. N TOGETHER PER DETAIL 6 SO.0' 1 HEADER. N M I 4. INSTALL SOLE PLATE ANCHORS PER DETAIL ' t W ' - - -� (2)2x8-1 /2 I 22x12 3/SO.o - --- 00 Z 6x6 SY DIRECTLY P#2 POST SET 5. AT SHEARWALLS, PROVIDE DIAPHRAGM ON ST W ABU4.4. _ EMWALL BELOW / ATTACHMENT PER DETAIL 5 S0.1 ` (2)2x8-1 /1 2 2x8-1 1 DOUBLE TOP PLATE (3)2x 0 ,2/2 2 2x10-1 1 /Ln STRAP BEAMS TO TO BE CONT. SEE DETAIL 2/S0.1 :(TYPICAL) t m 6. FOR ATTACHMENT OF EXTERIOR WALLS THAT W+ .1 FOR D w SEE 3/SOY AT STAIRWELL TERMINATE BETWEEN POST EACH EN / B EEN TRUSSES, SEE 5A/So.1 -TYP) L 2 MSTA24 TYP ( ----� ( ) ( ) BEAM CONN. 7. AT PORCHES, SEE DETAIL 2/S0.1 FOR FRAMING CHIMNEY SEE 3/S0.1 FOR AND HOLD DOWNS FRAMING SEE-;" BEAM CONN. (TYP) a 0 DETAIL 1 /SO.3. CS18 STRAPPING DETAIL mini • CS18 STRAP w/ 10" END LENGTH. FASTEN ;r THIS END w/ 9-10d. =Ir z WALL FRAMING 'I w E' p z Y I FIRST FLOOR l�' NO NAILS REQUIRED IN CLEAR SPAN .F TRUS°s `I FRAMING OR JOIST. G o zFLAN WALL FRAMING. EI '" ca ' SHEAR ALL NOTE. SW. 3/6 CSt`8 STRAP w/ 10 SW. /6 DESIGNATES SHEARWALL ,: END LENGTH. FASTEN THIS END w/ 9-10d. NAILING - 8d Q 3 EDGE AND 6 FIELD DO NOT SC LE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS e. UNCLEAR REFER TO THE ' ARCHITECTURAL DRAWINGS OR SOLE PLATE ANCHORS - SEE SCHEDULE ON CONTACT THE E.O.R. ON DETAIL 3/ SO.0 7FRANL,N LAN NAME FIRST FLOOR FRAM NG PLAN - CLASSIC SCALE: 1 /4„ I -0'� SOLO PLATE ANCHOR SPACING SCHD ALL EX ERIOR WALL 42" O.C. UNLESS OTHER NOTED SHEA WALLS 24" O.C. (SW d@3"/6" ): DATE SOLE PLT @ # WHEN NOTED ON PLAN SEE NOTE 2 1. INSTALL SOLE PLATE ANCHORS PER DETAIL 4212 3/!;0.0 SHEET 2. AN HOR SPACING SHALL BE AS NOTED. FOR EX MPLE - SOLE PLT ® 36" = 36" ON CENTER SPACING 11 SHE T7 OF 10 DESIGN/ RAWN/CHECKED CS AS / LAP DATE 01, 17.18 SCALE S NOTED # TOLL LPA No. -18-00021 CONTROL No 1. INSTALL SOLE PLATE ANCHORS PER DETAIL 4212 3/!;0.0 SHEET 2. AN HOR SPACING SHALL BE AS NOTED. FOR EX MPLE - SOLE PLT ® 36" = 36" ON CENTER SPACING 11 SHE T7 OF 10 i m I SYMBOLS LEGEND TS16 DESIGNATES UPLIFT CONNECTION._ h { . 1. FDR TYPICAL ROOF SHEATHING AND FRAMING, SEE SHEET SO.O, 2. FDR SPECIFIC UPLIFT CONNECTORS, EE LAN. S P MIN. {1)SDWC CONNECTOR. 3. F R GENERAL DESIGN SPECIFICATIONS SEE SHEET SO.O.' 4. WHEN USING (2)H2.5T CLIPS ON V/2" WIDE LUMBER, PLACE CLIPSp D AGONALLY ACROSS DOUBLE TOP PLATE FROM EACH OTHER. ,11 t a. Lou onti3o and TRUSS .Ass ciates, Inc. Osceola Avenue s FASTENING DETAILS 420 ax. Beach, Florida a 3 250 Ph. 242-0908 Fax. 241-9557 . F . L. CA # 344 SC: CA#3579 , {hbleselllY W t 42-11 4-2 00 0 SArcc -.10RI v y 4 STU DIRECTLY ",. "'"ra ]AI_.�gs�`q� $EL TOP PLATE TO erealslsascs"e®��p°`� � TRUSS THDH26 2 13 OSB BLOCKING \ / I \ / J / THD26 \ s'r \/ RAFTER TAILS, PANEL SEE 13 _N I SEE DETAIL J DETAIL 5E S0.1, I /\ % / LL 8 S0:2 TYP. THD26 444/ SDWC15600 STUD SDWC15600 ChristoPhpr J Sabourn PE F'Lt P E#71461 T USS TIE DOWN WITH SIMPSON SO WC REVI (IONS BATE Rafter to Top Plate shown Truss to Top Plate similar THD2 / / \ Optimal 6 � p 22)z I if2l— -- r` I I 8 10' 0 - THDH26-2 BLOCKING x6 30 2 50.2 - _ BELOW WALL r , rABOVE. FASTEN r I' FIELD ALTERATION RAFTER TAILS J � , THD26 .,,,/, , . EA. END w/ (5)104 - SEE DETAIL CONTRACT R SHALL CONTACT LOU J r I / ` r - ----.— STU DIRECTLY PONTIGO 4 ASSOCIATES PRIOR T r r,r D 8 S0.2 TYP. /,i J , / MAKING NY STRUCTURAL FIELD / C ) , J _ BELOW TRUSS �I THD I "ODIFICA IONS WHICH MAY A Y MaxM�l C VARY 2 FROM THETENT OF THE ORIGINAL. 13 ` CONSTRUCTION DOCUMENTS. ANY FIELD ALTER JATI N MADE PRIOR TO BEING APPRDVED BY LOU PONTIGO & THD 126 y I SDWC15600 TOP PLATE TO ASSOCIATES MAY RESULT IN ADDITIO AL ENGINEERING OR STUD SDWC15600 N 13 IN PECTION FEES. 2 I/ �� I I Note: 1; Sloped—roof rafters may be toe ' THD t sloped u to and including P Y P P 9 SIM. • , „ a 12:12. pitch and must be blydsmouth cut. � I 2 Reference detail 4 for installation instructions: _ SI13 OSB BLOCKING PANEL M.:. f � _ 2 1 t BETWEEN EA. TRUSS --- I SOA RAFTER TAILS, _ THD26. L — � _._ _ ..Y _ �. � ..._. A_ ®_.._ - 5 0.1. SEE DETAIL SEE DETAIL 5E/S0.1. 2 HTS16 O I P DW I Z LD S SONS C INSTALLATION RANGE 8 S0.2 TYP. I f r' F12 THDas f i -% v 1 r r /J° THD46 .,-_=(2)HTS16 -r.:..PORCH CEILING SHEATHING AT BOTTOM CHORD OF W r S0.1. : W TRUSS SEE 2 / THD46 rn THD46 LL 114/6 F12 Iry THD46 � '` r� - WU.W F12 LL V _ z: SIM. THD462 F5 • �SO.1 .I.. f F12 I t I 1 1 / f r r THD46 i ST D NOT DIRECTLY _ BLOW TRUSS O ., F12 I PORCH CEILING SHEATHING , 2 HTS16 ,� � r � ) SDWC15600 I, AT BOTTOM CHORD OF THD46 W r / / / r —== -- — — Reference detail 2a for installation angle limit TRUSS SEE 2/S0.1. .. ,. J F12Note: S WC INSTALLATION F11 Rafter to Top Plate shown SIM. (Truss to Top Plate similar) F11 (2)HTS1 - 2 i OC) � I ' I — d CM co M M co co N .> Uj LL LL LL u_ LL LL LL LL u_ u u_ u_ S 0.1 _. _- : — F10 x STUD NOT DIRECTL I LJ J 1 BELOW TRUSS ji 1 2S0 S0. .1 SO.1 Do not Install SDWC in SIM. CHIMNEY hatched area n FRAMING SEE 0 O I SDWC15600 U DETAIL 1/S0.3. Overhan1 1/2" MIN fl g , i 2' MAX �I 1,. 4 SDWC INSTALLATION RANGE l FLOOR AND 11 �i TRUSS ROOF RAFT R NOTES: OTE STRAPPING NOTES ROOF TRUSS k s Rafter or Truss .� PLACEMENT E A c 1. STRAP TRUSSES AND ROOF RAFTERS TO BEARING" minimum ed e Pl- CEMENT WITH 2-12D TOENAILS & 1—SI'MPSON SDWC15600 distance for full 9 values with or ( S lice ma be In u er or LAN SCREW UNLESS OTHERWISE NOTED P Y PP without a plate. lower plate:.... splice) DO NOT SCALE DIMENSION S FROM THESE DRAWINGS, IF A DIMENSION IS UNCLEAR REFER TO THE Y. from top plate ARCHITECTURAL DRAWINGS OR - CONTACT splice Offset T T THE E.O.R - for full values STUD NOT DIRECTL FLOOR AND ROOF TRUSS PLACEMENT PLAN BELOW TRUSS PLAN NAME SCALE: 1/4" = l'—O" q FRAN LIN — CLASSIC DESIGN/ RAWN/CHECKED CS AS LAP` xl• =DATE SDWC AT TOP PLATE SPLICE 01.17.18 SCALE r, S NOTED LPA No. TO L-18-00021 C NTROL No. j 4212 SHEET 1.2 SHE T 8 OF 10 - I SYMbULS LLULNL>, DESIGNATES'SHEARWALL. fiHE HIDDEN LINE DESIGNATES SIDE OF WALL THE SW 3/6 SHEARWALL SHEATHING TO BE APPLIED. 8d @ S DESIGNATES 8d COMMONS @ 3" O.C. EDGE & 6" O.C. "IN THE FIELD" DESIGNATES THE HEADER SIZE, NUMBER (2)2x8-1/2 OF PLY'S & JACK/KING STUDS NEEDED FOR SUPPORT HEADER. ---- BEAM OR TRUSS, SEE PLAN ANCHOR LEGEND v 3/8' A307 DIAMETER FULL HEIGHT THREADED ROD, SEE DETAIL 12/SO.1 %" A307 DIAMETER FULL HEIGHT X5 THREADED ROD, SEE DETAIL 12/SO.1 ATDIAMETER THREADED ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 12/SO.1 %" A307 DIAMETER THREADED (95 ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 12/S0:1 SIMPSON HTT5 SEE DETAIL 15/SO.1 SIMPSON DTT2Z SEE DETAIL 15/SO.1 SIMPSON LTT208 SEE DETAIL 15/SO.1 WALL STUD SCHEDULE LOCATION PLATE HEIGHT' STUD SIZE & SPACING EXTERIOR 9'- 2x4 SPF#2 @ 16" O.C. MAX EXTERIOR 10'-1 2x6 SPF#2 @ 16" O.C. or MAX 2x4 SPF#2 @ 12" O.C. EXTERIOR 10'-1 TO 14'-0., 2x6 SPF#2 @ 16" O.C. INTERIOR 0 -0' 1MAX 2x4 SPF#2-@ 16" O.C. INTERIOR 12'-0" 2x6 SPF#2 @ 16" O.C. or MAX 2x4 SPF#2 @ 12" O.C. STUD NOTES 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. CONTRACTOR MAY INCREASE STUD SIZE TO MEET ARCHITECTURAL REQUIREMENTS. 3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE. 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS @ 16" O.C. MINIMUM. SEE 3/SO.0 FOR ADDITIONAL ANCHORS AT SHEARWALLS COMBINED USE PANEL NOTES 1. EXTERIOR WALL SHEATHING SHALL BE CONTINUOUS FROM BOTTOM PLATE TO UPPER MOST TOP PLATE. SEE DETAIL 1 /SO.1 FOR SHEATHING SPLICE LOCATIONS FOR MULTI STORY CONDITIONS 2. SEE SHEET SO.0 FOR WALL SHEATHING SPECIFICATIONS. 3. UPPER MOST TOP PLATE SUPPORTING ROOF MEMBERS SHALL BE STRAPPED AS SHOWN IN DETAIL 1 /SO:O 4. INSTALL SOLE PLATE ANCHORS PER DETAIL 3/SO.0 GENERAL NOTES 1. SEE DETAIL 2/SO.O FOR WALL FRAMING DETAIL. SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING_ AT GIRDERS AND BEAMS, PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2. SEE SHEET SO.O FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 6/SO.O 4. INSTALL SOLE PLATE ANCHORS PER DETAIL 3/SO.O 5, AT-SHEARWALLS, PROVIDE DIAPHRAGM ATTACHMENT PER DETAIL 5/SO.1 6. FOR ATTACHMENT OF EXTERIOR WALLS THAT TERMINATE BETWEEN TRUSSES, SEE 5A/SO.1 7. AT PORCHES, SEE DETAIL 2/SO.1 FOR FRAMING AND HOLD DOWNS CS18 STRAPPING DETAIL CS18 STRAP w/ 10" END LENGTH. FASTEN THIS END W/ 9-10d. 1 it o iE WALL FRAMING-/jll III R W O J ` -NO NAILS REQUIRED FLOOR k IN CLEAR SPAN 4IJ TRUSSES OR JOIST. WALL FRAMING `'' Z y R w CS18 STRAP W/ 10" END LENGTH. FASTEN THIS END W/ 9-10d. Christop h r J Sabourin PE F L P E#71461 R�VlNS DATE r SYMBOLS LEGEND TS16 DESIGNATES UPLIFT CONNECTION.F a FRAMING PLAN NOTES 1. FOR TYPICAL ROOF SHEATHING A - T ND FRAMING SEE SHEET S0.0: 2, F j. R SPECIFIC UPLIFT CONNECTORS; SEE PLAN. MIN. t SDWC CONNECTOR. 3. FOR GENERAL DESIGN SPECIFICATIONS SEE SHEET SO.0. 4. AHEN USING (2)H2.5T CLIPS ON 1'/2" WIDE LUMBER' PLACE CLIPS x D AGONALLY ACROSS DOUBLE TOP PLATE FROM EACH OTHER. Lou Pontigo and Ass ciates. Inc. TRUSS 420sceola Avenue FASTENING DETAILS )ax. 6ea�ch; Florida 32250 Ph. 242-0108 Fax. 241-9557 FL: CA # 344 SC: CA# 3579 I p�69iii eu61ti1tb . ®ma�m�� y�..,,pp'ae�'L�. $ppmnnamcnascy +'d*pr 5 e � RAFTER TAILS, dCja v.:.. 8 SEE DETAIL®• 14 S0.2 8/S0.2 (TYP.) ' ♦ e pp{ STU DIRECTLY °r r� - BE TOP ,PLATE TO d�, e lA$_ o � L W TRUSS SDWC15600 STUD SDWC15600 E2 FLL Chris toph�t ) Sabounn PE E2 I 0 P£#7146L H _ E2 HTS1 E2 T US S TIE DOWN WITH SIMPSON SDWC REVISIONS 1 DATE S1.4 Rafter to Top Plate shown RAFTER TAILS, Truss to Top Plate similar SEE DETAIL 1, V n N N Optimal 22 P Y 8/S0;2 (TYP.) T24 HTS1 RAFTER TAILS, 10 D' SEE DETAIL 30 ,I r8 i W�7 P. T23 S0.2 FIELD ALTERATION T22 STU CONTRACTOR SHALL CONTACT NTACLOU PONTIGOASSOCIATES PRIOR TO BEL W TRUSS MAKING XNY STRUCTURAL FIELD )//"Max MODIFICA1 IONS WHICH MAY VARY FROM THE INTENT OFTHE .ORIGINAL T21 CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO 2x4 DORMER WALL. 50.2:�Z BEING APPR�VED BY LOU PONTIGO a SDWC156DD TOP PLATE TO ASSOCI� TES MAY RESULT IN STUD SDWC15600 ADDITIONAL ENGINEERING OR FASTEN TOP &BOTTOMw15PECTIDN FEES: III 7r T201-1 w/ SDWC15600 SCREWS - RAFTER TAILS, @ 24"» O.C. Note: 1. Sloped -roof rafters may be sloped up to and Including SEE DETAIL N 8 a 12:12 pitch and must be "birdsmouth" cut. c�I N T19 `r, co M ch P- F S0.2 8/SO.2 '(TYP.) 2. Reference detail 4 for installation instructions: O17 z 2 2x4 BLOCKING @ 24 T19 SI P SON SDW C INSTALLATION RANGE. BELOW DOR-MER WALL w/ HTS1 _ _ ,� - - _ . _ ` ` __ 4 10D TOENAILS EA' END. �----- _-LD - H6 26■� THD26 T1 i ` Uj V J W iLIJ ---- _ .. THD26 E,►®� T16 11 LU ch �a ss v HD I � W T15 _ W 50.2 8 r 7 V TH 2 D 6^'0 T14 » S0.1 :' II STJD NOT DIRECT THD26 W L 0 Z ^ T13 = B HTS16 SDWC15600 THD26 .L Uj N N Note. Reference detail 2p :for installation angle limit i L r � HTS1 l Iff f S W C INSTALLATION I_ E2 0 l-- H I E2 C.0 CD w ra to (0 (0 co co C.0fl c0 to ca E w rn oo n: w w w w w w w w w- w w w w w Rafter to To ,. I— �— Plate ate shown , I Truss to To Plate similar I LU 0 1 00 I TFy� I L cP c� I STUD NOT .DIRECT L Ln _�— BELOW TRUSS W .RAFTER TAILS, 8 SEE DETAIL I .S0 - CHIMNEY S0.2 8 / 2 -TYP. Da not Install sDwC In FRAMING "SEE t ® hatched area - DETAIL 1/S0.3. 0SDWC15600 l U I� Overhang 1 1/2" MIN X 2" MAX k` SDWC INSTALLATION RANGE TRUSS /ROOF RAFTER NOTES: STRAPPING NOTES ROOF TRUSS Rafter or Truss PL CEMENT J4V'. minimum edge � distance for full N t valueswith or without (a plate Splice may be in upper or lower plate splice) ■ `'f DON T O SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE r from t0 plate ARCHITE URAL DRAWINGS OR splice Offset P P CO TACT THE E.O.R_ :' for full values STUD NOT DIRECTL ROOF TRUSS PLACEMENT PLAN x BELOW TRuss PLAN NAME SCALE: 1/4 1'-0' FRANKLIN CLASSIC DESIGN/BRAWN/CHECKED CS AS /LAP I DATE SDWC AT TOP PLATE SPLICE 101,17.18 SCALE S NOTED 1 LPA No. TOLL -18-00021 C TRO i�N L No. u 4212 SHEET 1 .4� SHE T 10 OF Q I W 0C Z ,m uo- w LL J O 0 w o�z w Q > m UJ O 0 E- w o0_ z= ¢�z 0 w � 0 oc .wz O o Cu O MCI 0 0 W oc c.v cn z w O a ,va oC cc z UJ a ;tn z w �a� cc 'o 0 w LL J (._ Z J _ a c� o oc � o d O J oa m _ Voce ,, O w -zcn U a oc O a O ,tn z ¢�owc W m z` o _0Z 0 Zq a LT - w =a Z uu Ed ¢ > Ed -i J O J H 0 LL_ w (n in00 cc J O V oc ao 0 aC a00 >- o u., m U C, w z vi (n 0 C9 z z w >_ z caUJ J � Q OC o� w Q 0 0 zz 3v)Wt) 0 V) j W z UJ 6 FE cc4ZA} a. Inem C7 oc w z z 0 > 0 3 dztj=, 4 w z �wU) cnw w60z .� ca 0 '1- Z uVa �ag "n - Ce m oawO w �> v cn 0 N ww ¢ N cc = Z a O w w c m O w o � v Uj o w 0 w W ig zO 0-4 =O w z u_ z o Mu, ABBREVIATION ATI ON LI ST Abbrev. Description ti on Abbrev. Description tI on Abbrev. Description tlOn # N UMBE R F.P. FIREPLACE_ PT. LD,_ POINT LOAD & AND FRT.. FRONT PWD. POWDER ER _ E U A L` Q FT. FEET PLW. PLYWOOD @ AT FTG. FOOTING STAN A ; D RD N T 0 ES & DETAILS F. . BC ,..5TH.. EDITION 2 014 AC .AIR CONDITIONING DITIONI NG F.O.M. FACE OF MA N SO RY R RISER ABV. ABOVE FULL NAME EL EV. CODE RA RETURN AIR ADJ. ADJUSTABLE GALALL G ON RAD. RADIUS A.F. ABOVE FLOOR G.A. GAUGE REF. REFRIGERATOR A.F.F. ABOVE FINISHED D FL OOR GD GARAGE DOOR REINF. REINFORCING NG AHU AIR HANDLING G UNIT GFI --INTERRUPTER GROUND FAULT RM. ROOM ALT. ALTERNATE GL GLASS R. 0. ROUGH OPENING NIN G UM. ALUMINUM UMINUM G.W.B. GYPSUM WALL BOARD RQD. REQ UIRED B.B.Q. BARBECUE H HIGH - R&SH R.W.C. ROD &SHELF RAIN WATER CHANNEL 13D. BOARD HB H O5E BIBB - ITALIAN ViLLA B.F.F.BELOW FINISHED FLOOR HD. /HDR. HEADER SFS ' / Q. FT. S QUARE F EET BOTT. BOTTOM HGT. / HT. HEIGHT` SGL`.. SINGLE B R. BRICK HORIZ. HORIZONTAL SHT. SHEET BKF ST. BRE AKFAST SH. SHELF INSUL U INSULATION N 0 SHWR: SHOWER CA LC. CALCULATIONS .TONS INT. INTERIOR SL. ``SLIDER C.J. CONTROL JOINT I.L.O. IN LIEU OF SPECS_SPECIFICATIONS CL CENTER LINE S.P.F. SPRUCE PINE FIR LG CEILING G KS KNEE SPA CESP R G. PT.. P SPRING POINT _CMU CONCRETE C TE MASONRY UNIT STD;, " STANDARD C.O. CLEAN OUT L LONG _; ,STL. STEEL COL. COLUMN LAV LAVATORY STOR." � RAGE COMP. COMPRESSOR PRESSOR LDRY LAUNDRY NC. C N C. CO CONCRETE LINEN � .;-� T TOP CONT. CONTINUOUS LT LAUNDRY.:.. TUB T&G TONGUE U & 'GROOVE M_ TE P. TEMPERED D6. b0 OR BELL M.B. MASTER BAT � '�THI� '� � ;. � CK DBL. DOUBLE MAX MAXIMUM , TO; DR. & SH. DOUBLE ROD 0 D &SHELF M.C. MEDICINE CABINET T70 -. :B., TOP 0 F BON :DECO. DECORATIVE' MFR. MANUFACTURER 7R. TREAD DET. .DETAIL MIL. MILLIMETER TRAM. TRANSOM DIA.` IA D METER MIN.. MINIMUM TYP. TYPICAL DIM.' DI MENSI N ti MIRK. MIRROR ' DN DOWN 0 N MLDG. MOLDING UC UNDER COU LATER DR. DOOR M.P.H. MILES PER HOUR'U.N.O.U UNLESS NOTED TED OTHERWISE ISE DS. DOWNSPOUT S OUT MT METAL THRESHOLD D.S.S. DENSE S SELECT STRUCTURE V.B. VAPOR BARRIER DW DISHWASHER N.T.S. NOT A 0 TO SCALE VERT VERTICAL DWG. DRAWING V.T.R. VENT THROU GH ROOF O.A.VE 0 RALL E EGRESS O.C.N 0 CENTER W WIDE E.E. EACH ENDH 0. OVERHEAD W/ WITH E.W. EA H C WAY OPT. ORTION(AL) W.C. WATER CLOSET EL. ELEVATI ONN OP G. OPENING WD. D` WOOD 0 E EC E. ELECTRICAL ECTRICAL OSB ORIENTED "-STRAND BOARD WDW .WINDOW ENCL. ENCLOSURE PED: PEDISTAL SINK WLC. WALK IN CLO ENG, ENGINEERED G NEERED ; POLY POLYVINYL WP GFI WATERPROOF GFI EQUIP EQUIPMENT P .S.F.POUNDSPER SQUAREUARE FOOT W.W.M. WELDED.: WIRE MESH EXT. EXTERIOR P.S.I. POUNDS PER S UARE INCH Q `W.W.F. WELDED WIRE FABRIC FIN.FLR. FINISH fL00R` PSL PA RELLEL STRAND LUMBER FLR. FLOOR P.R. POWDER ROOM FND. FOUNDATION P.T. PRESSURE TREATED GRAPHICS LEGEND PARTIAL SECT ION. DET AIL # ... INT ERI ELEVATION DETAIL # --- DRAWING "A __ DRAWING # BUILDING DIN G SECTION DETAIL. . i -� ALL- OUT DETAIL #- DET r AIL # --- --- DRAWING# -- DRAWING # CEILING HEIGHT CHANGE CENTER LINE SPANI 'x SH TIL E. Ilk ELEVATION ATION MARKER R SHAKE K SIDING- . SLAB RECESS SIDING � FRAME BEARING G WALL �_ BRI CK SQUARE F FOOTAGE NOTES AREA R A CALCULATIONS LATI ON S S. F. FIRST FLOOR 1464 SECOND FLOOR 1 583 TOTAL LIVING AREA -.3047 GENERAL N OTES IFIRST FLOOR DIFFUSER LAYOUT COVERED ENTRY 144 COVERED LANAI 393 GARA GE s 455 TOTAL 4039 BUILDING SECTIONS Y� SON - - CMU MASONRY ALL W _ = = EARTH GABLE °E D N WALL INSULATION 0 N _ FRAMED KNEEWA LL DECORATIVE_ STONE - __T LINTEL/ HEADER DROPPED SOFFIT PRE- DESIGN CRITERIA - - FRAME SINGLE FAMILYE. RESIDENC ROUP _ R3 4 OR FRAME, BUILDING TYPE, .. MVV B RISK S CATEGORY: GORY: I I BUILDING CODE WIND. DESv SED ON; _ ASCE 7-10 �. _ RESIDENTIALDENTIA- L ULTIMATE DESIGN WINDSPEE D 130 MPH _ _, HANICAL NOMINALDESI WIND.SPEED_ _-, 10 1 MPH N Rim—EX-1POSURE: - B x .ENE RGY ENCLOSED BUILDING INTERNAL �. p..+1 8/ .1 8 VIE. PRESSURE COEF. ` FUEL U L GAS F EE OR WINDOWS/DOORS, S FLOOR X ITV. PLAN R FOR ES. ACCESSIBILI TY 0 ACTUAL PRESSURES: 2011CNFPA 70 FEMA &REGULATIONS 2 A SC 7 _ E .10. MI DESIGN L MINIMUM DES OADS ND DESIGN IS VALID. FOR 12. MONTH AFTER FTER THE DATE IT IS, SIGNED AND SEALED OR WHILE I E CURRENT CODE ISVALID Man ]avii S w u LIST OF DRAWINGS N GS CLASSIC EL V E ATION C1 COVER S - HEFT Index ofDrawings �„ GN.1 GENERAL N OTES IFIRST FLOOR DIFFUSER LAYOUT FOUNDATION PLAN Al. 18FOUNDA I T ON .PLAN SECOND_ .....FL - FOUNDATION ON PLAN NOTES SCHEDULES, U , &DETAILS - -- FLOOR PLAN A2.18 FIRST FLOOR PLAN A3.18 SECOND FLOOR PLAN A3.N FLOOR PLAN NOTES, SCHEDULES, &DETAILS EXTERIOR ELEVATIONS A5.18R F ONT & SIDE I E ELEV ATIONS A5.1.18 REAR &SIDE ELEVATION &ROOF SLOPE PLAN INTERIOR WALL A5.2.18 EXTERIOR ELEVATION DETAILS (NON-BEARING) STUCCO FIN S H I.." gZ .�z ozo BUILDING SECTIONS Y� SON - - CMU MASONRY ALL W _ = = EARTH GABLE °E D N WALL INSULATION 0 N _ FRAMED KNEEWA LL DECORATIVE_ STONE - __T LINTEL/ HEADER DROPPED SOFFIT PRE- DESIGN CRITERIA - - FRAME SINGLE FAMILYE. RESIDENC ROUP _ R3 4 OR FRAME, BUILDING TYPE, .. MVV B RISK S CATEGORY: GORY: I I BUILDING CODE WIND. DESv SED ON; _ ASCE 7-10 �. _ RESIDENTIALDENTIA- L ULTIMATE DESIGN WINDSPEE D 130 MPH _ _, HANICAL NOMINALDESI WIND.SPEED_ _-, 10 1 MPH N Rim—EX-1POSURE: - B x .ENE RGY ENCLOSED BUILDING INTERNAL �. p..+1 8/ .1 8 VIE. PRESSURE COEF. ` FUEL U L GAS F EE OR WINDOWS/DOORS, S FLOOR X ITV. PLAN R FOR ES. ACCESSIBILI TY 0 ACTUAL PRESSURES: 2011CNFPA 70 FEMA &REGULATIONS 2 A SC 7 _ E .10. MI DESIGN L MINIMUM DES OADS ND DESIGN IS VALID. FOR 12. MONTH AFTER FTER THE DATE IT IS, SIGNED AND SEALED OR WHILE I E CURRENT CODE ISVALID O z -w ,.., a < ^ cn z A7;18 BUILDING SECTIONS oc Haw.a z � > p .... DIFFUSER LAYOUT .77... ... M1.18 IFIRST FLOOR DIFFUSER LAYOUT , •-'� N TSORY. FIRST FLOOR ISECOND FLOOR DIFUSSER LAYOUT SECOND_ .....FL - ELECTRI CAL LAYOUT - -- E1.18 DESIGN GN BA SED ON FLORIDA tn 5TH EDITION(2014) SECOND FLOOR ELECTRICAL LAYOUT _ DIT._I,ON i2 4 F.B.C. 5T _ .rU.� STANDARD NOTES &ET AILS Q F.B.C. HEDITION4 D3 F.B.C. H EDITION ON i2 14 CONSERVATION _' F.B .C.T 5 H EDITION (2014.) STAN A ; D RD N T 0 ES & DETAILS F. . BC ,..5TH.. EDITION 2 014 D8 NATIONAL ELECTRIC COD W , W _W m 1 zV J � J LL -z_j N•F•P. A. 1012014 .� THIS DRAW IN G HOUSE ELENA �._BBREV TLON A _ IATION S gZ .�z ozo BUILDING SECTIONS m J O z -w ,.., a < ^ cn z A7;18 BUILDING SECTIONS oc Haw.a z � > p .... DIFFUSER LAYOUT M1.18 IFIRST FLOOR DIFFUSER LAYOUT , •-'� N M2.18 ISECOND FLOOR DIFUSSER LAYOUT Lu ELECTRI CAL LAYOUT - -- E1.18 IFIRST FLOOR ELECTRICAL LAYOUT tn E218 SECOND FLOOR ELECTRICAL LAYOUT STANDARD NOTES &ET AILS Q W D3 STANDARD NOTES -4 DETAILS _' D7 STAN A ; D RD N T 0 ES & DETAILS Lei D8 NDARD N'TE 0 S &DETAILS W , W _W m 1 zV J � J LL -z_j 4 TT .� p HOUSE ELENA �._BBREV TLON A _ IATION S ABBR. FULL NAME EL EV. CODE MAN. MANOR 03 WIL. PRO. WILLI AMS6 URG PROVINCIAL O INCI AL 07 08 CHA. CHATEAU 09 .. VER VERSAILLES 10 CLA. MED. CLASSIC MEDITERRANEAN 18 19 TRA. TRADITIONAL 20 COU. COUNTRY MANOR 21 HER. CMN. HERITAGE CIMMARON 22 28 MSN. MISSION 30 CFT. a CRAFTSMAN 31 SCL SPANISH COLONIAL 32 BOR. BRO. BORDEAUX BROUGHAM 33 39 REN. RENAISSANCE 40 VIE. VIENNA 41 TUS. TUSCAN 44 CLS. CALAIS 46 ITV. ITALIAN ViLLA 58 PBC. PALM BEACH C 80 CRB. CARIBBEAN 81 CST. COASTAL 82 gZ .�z ozo 62 m J O z -w ,.., a < ^ cn z *� 00 00 oc Haw.a z � > p .... 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JZJ� J O �O u'F- O 0 THIS DRAWING COMMIES WITH THE AMICABLE MINIMUM BUDDING -. GENERAL NOTES �y OF FLO DOORS &WINDOWS PLUMBING NOTES 1. IT IS THE SUBCONTRACTORS L R 0 SOLE RESPONSIBILITY TO DETERMINE ERECTION P PROCEDURE ALL BED ROOMS REQUIRE AN OUTSIDE WINDOW OR D00 Q R OPERABLE FROM THE INSIDE WITHOUT THE ,. THESE PLANS ARE DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE. PLUMBING AND AND SEQUENCE T INSURE Q E 0 SU E THE .SAFETY F THE BUILDING AND ITS COMPONENT PARTS USE OF TOOLS AND PROVIDING OV ING A CLEAR OPENING OF NOT LESS THAN 20 INCHES WIDTH 24 INCHES IN HEIGHT & 5.7 �� SQ FT.. IN AREA. THE BOTTOM OF THE OPENING SHALL NOT BE MORE THAN 44 OFF THE - ,,, RESIDENTIAL - DURING ERECTION. THIS INCLUDES BUT IS NOT LIMITED TO THE ADDITION OF FLOOR AND. N0 PART OF THE OPE �� RATING MECHANISM SHALL BE PLACED HIGHER THAN 54 A.F.F. I HED W BACK FLOW PREVENTERS AND BE M ALL HOSE BIBS SHALL BE FURN S MOUNTED 26 ABOVE / WHATEVER TEMPORARY BRACING, GUYS _ R TIE DOWNS MAY BE NECESSARY, WINDOWS, GREATER THAN 72 ABOVE FINISHED GRADE SHALL HAVE THE WINDOW ILL H S EIGHT GREATER THAN 24 OR PROVIDE AN APPROVED FALL PREVENTION DEVICE PER R616.2. GRADE. ATI 0 NOT SCALE FOR THE EXACT LOCATION OF FIXTURES, PIP DRAWINGS ARE DIAGRAMMATIC. D XT S, ING, W THE OPERATING MECHANISMS FOR SINGLE HUNG WINDOWS SHALL BE AT OR NEAR THE SILL. EQUIPMENT, ETC. . WINDOWS INDICATED C ED WITH (E) OR (EGRESS) MUST BE MANUFACTURED TO CONFORM TO THE BLDG. y SHOWER HEAD CODE W/ RESPECT TO MIN. EMERGENCY EGRESS REQUIREMENTS PER Q R N F.P.A. 101 CHAPTER 24. , �_ " � - HEIGHT OF SHOWER HEAD AT MASTER:. ATH SHALL BE 7 4 >� Manuel Gonzalez, AIA ALL GLASS WITHIN 24 INCHES OF ANY DOOR SLIDING GLASS DOORS ALL GLAZING AT B TU AND AT SECONDARY BATH SHALL BE 6' -10 �� HEIGHT OF SHOWER HEAD S L Javier Hernandez, AIA SHOWER ENCLOSURES AND WINDOWS LESS THAN 60 ABOVE STAIR LANDINGS OR TREADS SHALL BE STRUCTURAL DESIGN CRITERIA TEMPERED SAFETY GLASS SEE ADDITIONAL 0 L SAFETY GLAZING REQUIREMENTS PER 2 / 014 FBC 2411.1.2 GENERAL NOTES :LIVE LOADS. R00 F 20 PSF REDUCIBLE SINGLE G SWING EXTERIOR DOORS CONNECTING A GARAGE TO LIVING AREAS SHALL BE EQUIPPED WITH Q A RDAN E WITH ALL DE R ALL WORK SHALL BE PERFORMED IN„,CCO C TT CODES, RULES, REGULATIONS AND RESTRICTIONS HAVING JURISDICTION ON THIS PROJECT. RESIDENTIAL FLOOR UNLESS , OTHERWISE IN 40 PSF S DILATED 40 PSF SOLID WOOD DOORS NOT LE 3 SS THAN 1 / INCHES 35 MM IN THICKNESS, S SOLID OR HONEYCOMB CORE ► 3 _ STEEL DOORS NOT LESS THAN 1 :::INCHES 35 MM THICK OR 20 MINUTE FIRE RATED DOORS. /. ( ) , _. CONTRACTOR SHALL. VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. THE ARCHITECT SHALL BE _ BALCONIES/DECKS DE S CKS 40 PSF , WHERE MASONRY OPENINGS RE QUIRE WOOD FRAMING TO FIT WINDOW OR DOOR SIZES PRESSURE ;< NOTIFIED OF ANY DEVIATION FROM THE PLANS PRIOR TO CONSTRUCTION. - • STAIRS ATTIC WITHOUT STORAGE 1 0 PSF N ' TREATED x8 T • 2 SUDS MAY BE SECURED TO THE MASONRY WITH 1 /4 DIA. x 3 1 2 TAPCON SCREWS 6 ► _FROM EACH C END AND 12 C/C. ADDITIONAL FRAMING MEMBERS SHALL BE NAILED TO PRIOR STUD W/ DRAWINGS HA TBE SCALED: GS S LL NO ATTIC WITH: STORAGE 20 PSF - 2 ROWS OF 10d'NAILS AT ,� O 10 C/C 7 .1. AN R 16. INSTALL SOFFITS PER FBCR R 03 3 D 6 HABITABLE ATTICS 30 PSF SLEEPING ROOMS 30 PSF WIND BORNE DEBRIS REGION SEER OF SLOPE, LAN FOR STANDARD GUTTER LOCATIONS (AS REQUIRED), CONCRETE CONCRETE UNLESS OTHERWISE INDICATED 3000 PSI EXTERIOR OPENINGS IN WIND BOR NE DEBRIS REGIONS AS DEFINED BY THE FLORIDA BUILDING CODE ` SHALL BE PROTECTED WITH WINDOWS DOORS 00 S OR SHUTTERS WHICH HAVE RECEIVED A MIAMI-DADE - STRENGTH LL LL m OR FLORIDA PRODUCT APPROVAL NOTICE OF ACCEPTANCE NOA .''THE NOA SHALL DEFINE THE 4 @ 28 DAYS [L 0015 MINIMUM REQUIREMENTS FOR CODE COMPLIANCE. IN AN EVENT OF A CONFLICT B ETWEEN THE WELDED WIRE FABRIC SH kLL CONFORM TO ASTM A185 APPROVED NOA AND THE CONSTRUCTION DOCUMENTS THE MOST RESTRICTIVE REQUIREMENT SHALLREINFORCING. ALL REINFORCING BARS _ ASTM A615-60 60,000 PSI PREVAIL AND ..THE ARCHITECT OF RECORD SHALL BE NOTIFIED. ALL STIRRUPS AND TIES , ASTM A615-60 60,000 PSI GYPSUM WALLBOARD POLYPROPYLENE FIBERS F DR SLABS ON GRADE MINIMUM 1.5 LBS. OF FIBERS PER CUBIC YARD �� ROVIDE 1 2 :NO SAG GYP. BOARD ON ALL CEILINGS. PROVIDE ” "" / GS. PROVIDE' 5/8 TYPE X GYP. BOARD ON ALL J CONCRETE - ASTM C90 01 STANDARD - , N D W -�� EIGHT UNITS fm 1500 PSI MORTAR TYPES 1 P 800 SI A G RAGE . CEILINGS INGS WHERE HABITABLE SPACE EXISTS ABOVE. GARAGE SHALL BE EP RESID ENCE AND ITS ATTIC AREA �� SEPARATED FROM OM THE BY NO LESS THAN 1 2 GYP. BOARD APP / LIED TO THE GARAGE SIDE. - MASONRY CONCRETE E GROUT 3000 PSI CONTINUOUS MASONRY INSPECTION P IS REQUIRED UNITS: DURING U G CONSTRUCTION t0 HARDIE BACKER TO BE USED AT ALLHOWER AND S TUB LOCATIONS, ATIO S, UP TO 8 ABOVE FINISHED FLOOR. STRUCTURAL T ALL L STRUCTURAL AND MISCELLANEOUS STEEL A36 36,000 PSI U.N.O SHOP AND FIELD ILD ., STEEL: E7 OXX ELECTRODES ALL BOLTS CAST IN CONCRETE. ASTM A _ 36 OR ASTM A 307 ENCLOSED ACCESSIBLE ECL UNDER - SSIB E SPACE UNDER STAIRS HAVE STAIR WALLS, UNDER STAIR SURFACE AND ANY SOFFITS ; R T P 0 ECTED ON THE ENCLOSED SIDE WITH 1/2" INCH CH GYPSUM BOARD. WOOD BEAMS RAFTERS, JOIST. o LATES. U.N.O.U.N.O: N0. 2 SOUTHERN YELLOW PINE (19% M.C.) - FRAMING: - ROOF DECK. PLYWOOD C /C -D, EXTERIOR or OSB t FLOOR SHEATHING: NG. • T&G H _ 48 -CGROUP1 APA RATED24 ( / ) GLASS BLOCK ce WALL SHEATHIN • G. PLYW . _ OD C C C D EXTERIOR DR OSB / _ , MORTAR „O HAVE COMPRESSIVE STRENGTH, TYPE S- 1800. psi AT 20 DAYS R VERSA LAM BEAM: Fb = 2900 PSI 2. S ( QE) EXPANSION STRIPS TO BE PLACED PER MFG. SPECS. WOOD COLUMNS. PARALLASS M 2.OE U.N.O.U.N.O.. BLOCK L SHALL BE INSTALLED AS SPECIFIED BY MANUFACTURERS SPECIFICATIONS.. WOOD ROOF DESIGN LOADS. SHINGLEROOF. TILE ROOF. BUILDING IDENTIFICATION TRUSSES: TOP CHORD LIVED: LOA 2 0 P SF 20 PSF APPROVED NUMBERS OR ADDRESSES BE PLACED ON ALL NEW AND EXISTING BUILDINGS IN SUCH Z- TOP C CHORD DEAD LOAD. 10 PSF 20 PSF POSITION AS TO PLAINLY BE LA VISIBLE AND LEGIBLEFROM THE STREET OR ROAD FRONTING THE PROPERTY. SAID NUMBERS SHALL BE A MININUM OF 4„ 2„ THICK AND TALL AND 1 / CONTRAST WITH BOTTOM CHORD DEAD LOAD: 10 PSFTHEI 10 PSF R BACKGROUND. TOTAL: 40 PSF 50 PSF LL (� W , W STUCCO WIND UPLIFT RESISTANCE: 10 PSF 10 PSF ALL EXTERIOR :CEILINGS :EXPOSED TO WIND FORCES ` H ” S ALL BE 7/8 THREE COAT STUCCO SEE DRAWING S FOR SPECIAL CONCENTRATED LOADS. DESIGN FOR NEW WIND FINISH OVER HIGH RIB 'P APER BACK METAL LATH OR VINYL PANEL OVER STRUCTURAL UPLIFT ASP R E SPECIFIEDD 0 ES, DEDUCTING E UCTING A MAXIMUM OF 5 P.S.F. DEAD PLYWOOD PANELS. LOAD BUT NOT EXCEEDING CEEDING ACTUAL DEAD LOAD. CONTRACTOR TO INSTALL STUCCO CONTROL JOINTS PER INDUSTRY STANDARDS. WOOD FLOOR; DESIGN LOADS: TRUSSES: DEAD LOAD: 20 PSF OUTDOOR 'ITCHENS • LIVE LOAD. 40 PSF ALL CONST CTION`WITHIN 24” OF EXTERIOR � 0 GRILLS AND COOK TOPS SHALL BE NON-COMBUSTIBLE. z TOTAL: 0 , 60 PSF CMU LIGHT STEEL A _ E.. GAUGE FRAMING OR OTHER MATERIAL DETERMINED AS NON-COMBUSTIBLE BLE$Y THE. ey Ij J ; FBC RESIDENTIAL, SHALL BE USED IN THE CONSTRUCTION OF PRIVACY WALLS ABUTTING EXTERIOR (DA Ul 9LULIJ GRILLS OR COOKTOPS. FOUNDATION/SITE PREPARATION: zzcri ANCHORAGE --:. W METAL AND WIRE LATH: � >= �RIALt NUMBER 1014.1 1. ALE�METAL, ALL BE LAPPED 1 INCH MINIMUM. 1. OOTIN S ,' � E DE I F G_'W_R S GNED FOR AN ALLOWABLE �.w .., _ SOIL BEARING PRESSURE SU OF 2,500 PSF, ALL ATTACHMENTS 2. HM NT OR SE ES `F CURING: METAL LATH WIRE LATH. AND WIRE FABRIC TO SUPPORTS SHALL - FOOTING EXCAVATIONS _ ONS AND SLAB SUBGRA E SHALL BE COMPACTED TO A DRY DENSITY BE PLACED �T MORE THAN 6 INCHES APART AND SIDE LAPS SHALL BE SECURED TO SUPPORTS AND BE OF AT LEA o ST 98 /o OF THE MODIFIED D R F E PROCTOR R MAXIMUM DRY DENSITY, DETERMINED / TIED BETWEEN 1V SUPPORTS AT NOT TO EXCEED 9 INCHES INTERVALS. ACCORDANCE WITH ASTM D-1557. 7. TREAT A L SOIL FOR TERMITE PROTECTION. METAL AND .,W,IRE LATH SHALL BE ATTACHED TO VERTICAL WOOD SUPPORTS WITH T HE EQUIVALENT �. 2. THE OWNER SHALL RETAIN T N THE SERVICES 01 AN INDEPENDENT GEOTECHNICAL ENGINEER 4D 3' OF G LVANIZ D A E OR BLUE COMMON ON NAILS DRIVEN T AP 0 PENETRATION OF AT LEAST a INCH AND. BENT OVER ER TO ENGAGE NOT LESS THAN THREE STRANDS OF LATH. METAL AND WIRE LAT. H SHALL BE .. TO V......ERI SIC..CESSFUL COMPLETION OF SITE EFFORTS. LOCATIONS ATTACHED ED T 0 CEILING JOISTS OR OTHER R HORIZONTAL WOOD SUPPORTS WITH THE 'EQUIVALENT OF NO FAiI TO MEEE� TH EOTECHNICAL ENGIN _ER S REQUIREMENTS SHALL BE RECOMPACTED 11 GAUGE, BARBED, GALVANIZED OR BLUED NAILS 1 INCHES LONG AV /2 HAVING A HEAD NOT LESS THAN /s INCH IN DIAMETER. I.. .., AND RETESTED AT THE C( ; . . 0.,.. . r, I PE,, SE, AND AS DIRECTED BY THE ENGINEER. 3. WRITTEN CERTIFICATION THAT THE MINIMUN DESIGN BEAR%NG CAPACITY AND THAT THE MIRRORS COMPACTION REQUIREMENTS HAVE BEEN Q EEN ME SHALL BE MADE BY THE GEOTECH. ENGINEER. MIRROR HA S SHALL BE ANCHORED TO STUDS WHEN , N IN EXCESS OF 9 S.F. H.V.A.C•'. NOTES S TERMITE SPECIFICATIONS:' THESE PLANS ARE DESIGNED ES GNED IN ACCORDANCE WITH THE FLORIDA BUILDING -CODE. MECHANICAL RESIDENT IAL, AND ENERGY CONSERVATION SECTION R318 PROTECTION AGAINST TER ITES MOUNT ALL THE - RMOSTATS AT +4 0 ABOVE FLOOR. TERMITE PROTE CTION SHALL BE PROVIDE) 0 DE PESTICIDES BAITING Y S STEM S PESTICIDES BY REGISTERED TERMITICIDES INCLUDING NG SOIL APPLIED APPLIED T0 WOOD, 0 OR OTHER APPROVED METHODS ALL INTERIOR 0 &EXTERIOR EQUIPMENT BE SECURELY FASTENED PLACE MOUNTED H.V.A.C. EQ S .AND OF TERMITE PROTECTION LABELED. FOR USE A PREVENTIVE TREATMENT TO. ( NEW CONSTRUCTION SEE .WHERE SHOWN ON THE"DRAWIN GS AS REQUIRED UIR ED BY THE LOCAL BUILDING LD NG CODES. THE H.V.A.C. CONTRACTOR SHALL L PROVIDE SHOP DRAWING S OF ALL OF THE ABOVE FOR APPROVAL. SECTION 202 REGISTERED TERMITICIDE' UPON COMPLETION OF THE APPLICATION .TION OF THE TERMITE: PROTECTIVE TREATMENT, 0 A MENT A CERTIFICATE F 0 COMPLIANCE SHALL BE ISSUED TO THE BUILDING ELECTRICAL NOTES DEPARTMENT BY THE LICENSEDT PES CONTROL COMPANY THAT H T CONTAINS S THE FOLLOWING STA EMEN . THE ARE E. DIAGRAMM ATTC & INDICATE TH E GENERALARRANGEMENT OF THE ELECTRICAL L WORK.,THE BUILDING HAS RECEIVED ACOMPLE E TREATMENT`F THE PREVENTION OF ANY DISCREPANCIES ON THE DOCUMENTS SHALL BE CALLED TO THE ARCHITECT'S ATTENTION PRIOR TERMITES. TREATMENT IS IN ACCORDANC WITH RULES AND LAWS ESTABLISHED ' BY THE FLORIDAFLORI _DWGS. TO THE COMMENCEMENT F N 0 WORK. DO NOT SCALE EL C ECTRICAL DRAWINGS. AND DEPARTMENT OF AGRICULTURE CONS JMERSERVICE- .D ALL WORD SHALL BE DONE IN ACCORDANCE WITH THE LATEST EDITION OF THE NATIONAL NOTE: tE E LYRICAL. CODE&ALL CODES REGULATIONS &RESTRICTIONS HAVING JURISDICTIONS. 1' METHOD OF TREATMENTHALL BE S PP Y ROVED B THE GOVERNING 0 ERNING JURISDICTION"LIQUID BORATE LI UIDBORATE ` GROUND FAULT CIRCUIT PROTECTION. ALL 120V SINGLE PHASE, 15 & 20 AMP OUTLET INSTALLEDOR BORA-CARE" PRODUCT METHOD APPROVAL DATA MUST BE ON FI 3 MUST BE DETERMINED AT PERMIT STAGE AND PRODUCT 0 UCT WITH H THEBUILDING DEPARTMENT. OUTDOORS, BATHROOMS & GARAGES SHALL HAVE G I F CIRCUIT BREAKERS OR RECEPTACLES. 2 PRESSURE TREATED LUMBER THAT AS BEEN CUT 0 DRILED THAT EXPOSES UNTREATED SMOKE CARBON MONOXIDE D E DETECTORS SHALL BE HARD WIRED (1 10 VOLT TYPE) T - PORTIONS 0F WOOD ARE REQUIRED RE TO LBE FIELD TREATED TO PREVENT INFESTATION. NON -SWITCHABLE KITCHEN OR BATHROOMSHALL NOT BE CONNECTED TO THE LOAD 0 D SIDE OF A GROUND FAULTCIRCUIT INTERRUPTER. SMOKE AND CARBON MONOXIDE P OPTIONAL BORATE APPLIED T DETECTORS SHALLBE PROVIDED 0 D W VISIBLE POWER ON INDICATOR" AND W/VISIBLE OR A TEST BUTTON' WITH Q �� _.. ALL FRAME MEMBERS WITHIN 24 A.F.F. BATTERY BACKUP'SYSTEM. M L MULTIPLE DETECTORS MUST BE INTERCONNECTED. S S L BE 48 A.F.F. UNLESS OTHERWISE NOTED AND A MIN. OF 61, ALL ELECTRICAL SWITCHES HAL z FROM EDGE OF OPENINGS. ALL WALLRECEPTACLESH S ALL BE 12 A.F.F. UNLESS OTHERWISE NOTED. ALL HABITABLE A E AREAS MUST S BE CIRCUITED WITH AN ARC FAULT INTERRUPTER E PER NEC 210.12. CONTRACTOR SHALL VERIFY WITH THE LOCAL POWER COMPANY THE LOCATION OF SERVICE AND SHALL LOCATE METER AND PANEL S REQUIRED. A RE : Q VERIFY ALL CONDUCTORS AND BREAKER W EQUIPMENT MANUFACTURER SPECIFICATIONS. ; ALL EXTERIOR ARE OUTLETS TO A MINIMUM OF 30 A.F.F. ; , IN EVERYITCHEN FAMILY ROOM, OOM DINING ROOM LIVING ROOM PARLOR LIBRARYE D N, SUNROOM, BEDROOM RECREATION TION ROOM BATHROOM, ARA EA OOM GARAGE, BASEMENT LAUNDRY AND OUTDOOR AREA ALL 125 -VOLT 15- AND 20- AMPERE E RECEPTACLES SHALL BE LISTED TAMPER RESISTANT RECEPTACLES. THERE RE NO EXCEPTIONS. A W z Q THIS DRAWING COMMIES WITH THE AMICABLE MINIMUM BUDDING -. CODE IN 9i=AS OF DATE OF CERTIFICATION BMW. �y OF FLO 5 967' W uvan h. urummona,`AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 O ON w 0 m 00 C H 00 141 Z LU ts"a N cc 0� > '"� 0 CL .L 04 qt E L,� s p N rn U ¢LUL LL LL m [L 0015 1 N'p 0 " V C GO CO 0 .Ooo L cu Ln _ E 'wd' ' J 0 N U n kp 0 d' t0 rn N ce a I Uj t ce Lij _ Uj Z Q Q f o a Z- z CL 2 LL (� W , W ca co :s 1 Uj LU 0 z tz z ey Ij J (DA Ul 9LULIJ zzcri Uj f.n W � >= �RIALt NUMBER 1014.1 TO THE BEsr of Mr iDwxnEoce, THE oESIOI oENcIED ON SL TD THE BEST OF MY THE DESIGN DERCf® ON THIS fl. iaovnEDCE .. 1 - - '��__.. ,; DRAWING COMPILES WTIM THE APPL10tBLE MINIMUM BUILDING s ..- ^- .. 0 ...,.,:,,. ,:::. CODE IN EFFECT' AS OF DATE OF CERTIFiG7I0N BELOW. 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LL. rSERIAL NUMBER 1014.0 TO THE BEST OF MY KNOWLEDGE, IHEDEM D6RCTEO ON 7HLS DAAWINO CONKM WITM TME AFPLIC M MDONUM &1 WM CODE IN EFF=M OF DATE OF CEKIItTCATM - BELOW. SLAB LAYOUT NOTES. November ber 22 2017 1. SEE `GENERAL NOTES FOR CAST INP LACE CONCRETE AND REINFORCINREQUIREMENTS.. � G w .. 2. CONSULT W MAN. SPECIFICATIONS � -- ONS PRIOR TO P � / POURING OR RECESSING DOOR � � 3. EXTERIOR SLABS SHALL SLOPE ..0E 1/8 PER FOOT AWAY FROM HOUSE 11 ALL FOOTINGS SHALL BE MINIMUM NIMUM OF 12 BELOW GRADE. ' � �` Nw- C) ca N fl. B L Af A7 a- 661 -811 m .18 � n 66 8 _ O 01 91_1011 471_011 91-1011 1 n r 11 _ 1 n i u - _ _ I 11 1 IF 1 11 1le 71-3111 q 8 82 15 3 2 1 _ _ _ 1 0 _ 41 _ 8 52 18 LL 1 0 0 z I GAS LINE T 0 a 0 PROVIDE A I - cn GAS TANKLESS W.H. - (n D Q t0 z cn oC LINE TO COOKTOP O O H w A C UN # 0 ,� / IT 1 W aG 00 cnO LU O ,-i ocZ m -- --� -- -- I WATER .... O .......:...... < t � BOX OUT TO MATCH �,.. 1 SOFTENS RL P . 6 EDR 00 �0 I 0 2 L. 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November 22, 2017` OF FL 4 .Got p s g R 9673 m A Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez AIA AR 98560 Sang-Yub Lee, PE 72328 c ON Uj o M rq 0 �- a 0) T w C? > C CL OD F-1 0 LL a Y _j M" u`""' a� ooh win c00 v 00 ca "I L "612 E � .jN CL U ....1ON `° c 0 N F- 1 ._ ZJ LL - ON x,00 M r^-1 M 1 c0 ,� rl N > 0 1 Ljj ' >V—'1 1 W 091� fUj tr) LLAf ZLU Uj t H J z L...i a. c[ ce- CL Lp� V ` LL LU I ( Z N O � l ' I Z V-4 1 OC CD u7 f cc gn y b w cru%t LU w� LU MM W s E l i i I ft f � Z E [ J �i r. N �A,b. eco O U € < U— I(p �.ce Uj oGUj W Z ERIC NUMBER 1014.0 TO THE BEST OFMY TONOWIEDGE, THE DESIGN DEPICTED ON IFAS DRAWING COMPLIES WITH THE APPLICABLE MINI UM:MUM CODE IN EFFECT AS OF DATE OF CI.TIFTCATIO N.BELOW. November 22, 2017 OF F� N s e ♦� R 967 b Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 o rn .-i 00 w Ln Lis< 4A N N L >�p CL d' 0 QMCJ M x-00 1,5 An c O E Cc w Ln EQNQ U ' n ' d � C %O d' 0 N L1 J - ` M i� Uj 3 .4 LU LLJ z 9 CL Lij �, V L.L. I J Q T p Vi ME x s 7 LU LuLU 00 s z Z 0 � 0 LU LU L rsERIAL NUMBER 1014.0 w a.+ a� C16 0 m v O zw .� o 0 z ,z ac o z O 5 w u., cc snO W -� a ce -m �c z �J O y H GG LU ("_:.INDOWWTAG WINDOW OW SCHEDULE � q WINDOW CALL -OUT C L1'"'i LOCATION TYPE SIZE REMARKS A SINGLE HUNG 3060 6 36 1/211 X 72 2 1 / INYL LOW - E EGRESS B SINGLE HUNG 3040 II 11 36 1/2" X 481 2 / VINY _ L/ 0 E L W C SINGLE HUNG 3060 II 2 3612II X721/2 INYULOW- E EGRESS D SINGLE `HUNG 3050 361/2. X 60 1/211 VINY L OW - E EGRESS E FIXEDGLASS 32 1 2II X 16 1/211 VINYU LOW-E H SINGLE HUNG 3 050 Ir II 3 36 1/2" )( 60 1 2 / / VINY - U LOW E EGRESS G FIXED GLASS 2020 2 2 4 1 2-:X 241 2 �) / / VIN _ Y LOW E U F FIXED GLASS 2030 3) 241/2 .X 361/2" VINYL/LOW-E o z J W "Q W _ m t-- � o W 00= a w.. z r oho w JW0 2'a z F --I U.1 0 to H � z W Q 0 v oCw z U cn o_ W a (n DG W Ce Z � a o u7 �>- z u = Z W Q � .moo 00 LU J =zQ 0; C9 pC o ,aOw �� m Cie w 0 cn OC O w Q ce oC DOOR TAG (�=_ DOOR CALL OUT DOOR SCHEDULE LOCATION TYPE SIZE REMARKS 1 THERMA-TRU INSULATED ENTRY DOOR 31-011 x 81-011 FIBERGLASS 2 OVER HEAD GARAGE DOOR/STEEL - X 81-011 I 8 0 0 N - ON INSULATED RAISED PANEL 3 SLIDING GLASS DOOR 12'-0" X81-011 TEMPERED 4 DOOR 2-8 "1 II X 81-011 ' SOLID WOOD NOT LESS THAN 1-3/8"/OR 20 MINUTE FIRE ->RATED 5 NOT USED Ovan G. -Drummond, AIA 6 HOLLOW CORE DOOR 2i -6it X8I 81-011 AR 96730 7 HOLLOW CORE DOOR 21-811 X 8f -O" Sang-Yub Lee, PE 8 DOUBLE FRENCH DOOR 2 21-611 X 81-011 HOLLOW CORE BI PASS DOOR 51-011 X 81-011 0 rn 10 HOLLOW CORE DOOR i- 2'-6f' X 61-8f' 11 HOLLOW CORE DOOR -X 61-811 21-811 kA 12 HOLLOW CORE DOOR 2 2'-0" X 6'-8" > T-4rCL . L. ._ GO 0 N 13 HOLLOW CORE BI -PASS DOOR 6'-0" X 6'-8" 14 HOLLOW C ORE DOOR I II I_ M 2 -4 X 6 8 0. 15 GLASS SHOWER DOOR 21-011 X 61-4f' 4N TEMPERED> 16 HOLLOW CORE POCKET DOOR 2'-4" X 6'-8" 17 HOLLOW CORE DOOR1_ II I_ 2 0X8it 0 _j`o INSULATION SCHEDULE LOCATION TYPE R -VALUE U.N.O CEILING @ LIVING AREA FIBERGLASS 38 EXTERIOR WD. FRAME WALLS FIBERGLASS 19 WALLS TO LIVING AREA FIBERGLASS 11 MOP Uj Ow°~ow JZJi~L JOU- 8 Q H O TO THE OW OF Mr NNOW6E"GE,THE 'DESM DEPICTED ON THIS DRAWMG COMPIffi W[IH THE APKXME MINNUM BUDDING CODE IN EFFECf AS OF DATE OF CER MCATION MOW. November 22, 2017 OFF e 01)z r° 8 d 9673 i Ovan G. -Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 0 rn o rn .-1 00 - a)T � ' 0 V U kA CI' (n N N chra - ut O > T-4rCL . L. ._ GO 0 N 0 0 M U LU Iia 0� Z Y Maj 0. a a�$o Of Baa cn n0 ` C GD 00 4).2 _ Ln ELJ 000 E V CfT 0 N U ' J _j`o n N f Z 00 n M ,-I ,--1 N > LLJ, E GC ce LLI € 2. LU LU HI zUjcn IE3 a E V E U_ E Z 1 N f 01 J € z O Z' � Z LU Ed Uj I J W o?S f i W LU V i� W 1 IO E U CL gg 4� 'anS ,$$€ €ce 10 ce O Uj cm w F U_ LS—ERIAL NUMBER 1014:0 TOIIEIIW:STOF W IO AUDOE, THE DES= CEP OW ON 1X15 GROW COMPLIES WIIN THE APPLICABLE W14UN BUNOINO MOE INEFIECIAS OF DATE OF CEMIfATION BELOW. November 22, 2017 E g � e R 6 �$ iia Aa ro R° m a q�. Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 o rn 0 Ln co Z LU kA C14 tea, O 00 o a CJ LU kD L �"° M CL a�"c L,L..i crs o C _GO Ca Ln E0� < N U n -.I O to01 CL U- J ON 00n II rte: l LU tUk I 1 .k ~ V Li Z z C:)ICL CL LU V Z N o a o rq o (!) i LU r a i Z IIJV 00 W Q TMwq Ui Z 1,`.., Zce LU 0 LU co LU U5 �.. LA SERIAL NUMBER 1014.0 CL V c�a ROOFING PER CL CONTRACT (TYP) - --. NOTE: FBCR 806.2 EXC.,2; PERMITS ROOF VENTILATING AREA TO BE CALCULATED AT 1/300 PROVIDED THAT 40-50% OF THE REQUIRED VENTILATION IS PROVIDED BY ROOF VENTILATORS LOCATED WITHIN 3'-0" OF THE RIDGE OR HIGH POINT (UNLESS CONFLICTS EXISTS) MEASURED VERTICALLY, AND THE BALANCE OF THE REQUIRED VENTILATION BY EAVE OR CORNICE VENTS. Q w m U H Z r' TOME BEST OF MY KNOWLEDGE, NE DESIGN DEPICTED ON THIS ptVtWING COMPLIES WRH THE APPIICABIE MINIMUM BIBI m CODE 1N EFfif.T 0.S OF DATE OF CERTIFICATION BELOW November 22, 2017 OF FLS , RD Ovan G. Drummond, AIA AR 96399 Mance! Gonzalez, AIA AR 96730' Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 o rn Lti ,-� 00 0 Q T 00 Uj N cr- Uj > ,-iCL M d' ..ww.LU o X Z L LL_ M . , _j ULn o o c 000 00 V � Lh � O 06 E �r .j CL 0N < %0 O %D d� 0 N t1. 2 J f GO TI r j €..ND i c 5� Uj Uj 1-.i V Z LU V U- Z N O z i O O �l o y L Z LU Uj I �Z E {f LU f f E O V) ;O EE f E f a +� 00 o r-1 r-1 L1J Uj �PoCUJ Uj LEI p[ ,SERIAL NUMBER 1014.0 2x4 SUBFASCIA 2x6 FASCIA--- 1x6 FRIEZE EAM PER SIDING 4f STRUCTURAL 1x3 SLOPED CAP 1x12 TRIM t1J.L.10 PLAN VIEW DETAIL s.2 "SERVICE COURT DETAIL _ =oo 1x12 TRIM A5.2.18 SCALE _ _ V=V -1)" Ln 0 0 Uj w LA h , Q ..y Z o Ovan G. Drummond, AIA a <c AR 96399 Manuel Gonzalez, AIA Z AR 96730 Javier 11x411 'PI'OSTLAP 4" TRIM SIDING Ly ce 0 h 11_011 11.0.. SHEATHINGmW 72328- Z OVINSULATION AS o J REQUIRED O 000 rq W 0 Ln 00 It WATER -RESISTIVE N N ON w .. :, BARRIER ............... o W a STUD ,. 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Drummond, AIA 8.1 AR 96399 Manuel Gonzalez, AIA A5.2.82 AR 96730 Javier 11x411 'PI'OSTLAP 4" TRIM SIDING AR 98560 h Lee, PE 72328- Uj O O O 000 rq W Ln 00 It Z LU < N N ON .. ......... ..... ............... t„D L U_ a < CD c� O a, 2 Ln 0 M O J s. U n - O _ d- M rn 00 cq CZ aj Eli _3 I Uj 0 i �♦ 2 rr ,, U 4M TRIM z 0 a c LU U LL.. O£ LU i N Z � C B Q 0 (Q Mrarov+u�.TI# oEswx oEP,c� ax nus 1E BWOF WWMG CDMPUES WnH THE'ApM.ICABE MINNUM BUDDING CODE IN OffaAS OF DATE OF CEPITMATION MOW. November 22, 2017 OF FLO $ LA h 967 8$ RED Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328- Uj O O O 000 rq Ln 00 It Z LU < N N ON 0 I C) CL E U1jiNd' t„D L U_ a < oO50 c c� O a, 2 Ln 0 E N J s. U n NCL J rn 00 cq CZ aj Eli _3 I i �♦ 2 rr ,, U O z 0 a c LU U LL.. 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FLR._—_ I I—III .• _ , W - — — - -1 I I -I -- - i }LnO cn �..1 ceLy V �"PLT. HGT. -i . I-1II-III-III- .:-:::-:::- I I_I I I- 10 -------- — - — - — - — — - — - — - _I , I AR 96399 W � Z= h O N O B E TION BUILDING S C 1" NOSING TYP TOP OF LANDING AR 98560 j ;x ----------- I - WD. IIS _q . n t n. _ — - SCALE 1 4 1 0 A7.18 / n � n CLASSIC _ SCALE. 1 4 1 CLASSIC A7 / 0 9 NAILER a� I Ij �\L- q_ THRUST o rn 2x4 STUD i iSTAL=q ' BLOCK 001 ,•.� 00 WALLS I I 2x12 IR r.. Z W o a rA I mm� L , ......_. OI-O"FIN. FLR. I I STRINGER cn oc Ujy - � z � ........._... W _ t W Ld im .,.. (9 W' � _ _ - _ _ - - _ II 111 111 111 661 111 111 111 111 L.I 111 Yil 1 --- II 1 I 111 111 111 111 111 .111 I 1 1.11 111 111 , i I_I L I—I - - I • U Z oIII. LJJ n- Q �_ - -- - =- I 1-11 I . I -III ; I I—III .• _ , W - — — - -1 I I -I -- - cn �..1 ceLy V - - - - - - - I _ - _ _) � I I; i t l- -i . 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W Z W' 0 _ November 22, 2017 g oC 0w°o'W J Z J IL J O O W ¢vh-o h 9673 F r= TO THE FEST OF W KNOWLEDGE, THE DESIGN OEP1= ON THIS DRAWING CONFIDES WITH THE APPLIG U NUMUM BUNDBIG. CODE IN EFFECIAS OF DATE OF CERTIFICATION BELOW. November 22, 2017 CON, h 9673 A. w � ��gyygy Ex AaP., {gam i A Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 Uj o rn Uj .� ,-� co Ln 00 < �I N cc ' LIJ 0Q > V-4 GCL M Ct LL 6U Uj L a ooh cco 00 IV M • EOE 0- .jN U n .j < tp N J 00n M r-1 N L> OC ry- 4 LU S i u H ��J Z Uj V U - Z 0 LU J QQ o O a LU 1-1 tZ Uj LU co i s LU LLj LU LL. a Uj UjL Z SERIAL NUMBED 1014.0 D THE BESTOF W KNOWLEDGE, THE DESIGN DEPICT® ON THIS MAWIHG COFIPIIES WITH THE APPLICABLE tQNAIUM BUII.DBYG: 0 Z oWmW .-.zJ� _j-i O -----*,THE BEST OFNY KNDYNEDGE, THE DESIGNDB7CIID ON IFDS PAWING ODMPlIES N7iN THE APPtICA&E MWNUM BULLRING, CQDE IN EMU AG DF DAtE OF ViCI1FICATION BEIAW. November 22, 2017 F $did. R 96 RED4 Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub-Lee, PE 72328 o rn -j r car Ln 06 Z LU < -jrN cr 0 Uj co C aMd' tDa L. _j Uj L coop 0 w m= -0 jE Q N C ¢ U 1 a %p, O d' 0 N ON Z 00 fn U) 1 N Uj ce- ul DC Uj 1 f Uj Z Uj Uj ZZ j LIJ p�LUV LL Z N J +-•1 Z O N LU LIJ U 00. s i �V W ce LU W- Lc U rsERIAL NU E 1014.0 -----*,THE BEST OFNY KNDYNEDGE, THE DESIGNDB7CIID ON IFDS PAWING ODMPlIES N7iN THE APPtICA&E MWNUM BULLRING, CQDE IN EMU AG DF DAtE OF TO THE BEST OF MY IO,DNBEDGE, THE DESIGN DEPICTED ON THIS DRAWING COMPLIES WIiH 7HE:APPLIGBIE NINDN,N BUILDING - CODEDIEfiECTAS OF DATE OFCETRhICA7IDN BELOW. Off F Al d a ; 6 fl q 967 :g ® ON 0 b d Aau Via✓ Ovan G. Drummond, AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 Uj o rn .-•1 00 0 - w c6 ..a cc Uj O > C a rn Uj 0 Ad L. � a, �.... T —j 0 N -q p 2, , no c00 a� � Ln EONS .J r J � N CL �m<fi I J r121 Olt 00 LU E ce j i� t i I LUU zLZU zUj o CL a: ICL � Uj V E j LL- LUj F f t 0 0 Q � ZO o `A E cl- gU En_ LU E[t f f f E . E� O EV G` b LJ 0 W T'I f DC Z 0 M j0 � ce LU z ce- L 0 UA LU LU cn W SERIAL NUMBER 1014.0 November 22, 2017 •. ,.0 TIE-IN WITH WEATHER RESISTIVE ESISTIVE BARRIER. a� - EXTERIOR SHEATHING o. . INTEGRATE INSTALLATION 0 1 LA ON OF WEATHER RESISTIVE a BARRIER WITH FLASHING T � G 0 FORM WATER SHEDDING LAPS FOLDP WEATHER ER at`o HEAD FLASHING TIE-INMECHANICALLY FASTEN AS WEATHER FOLD UPWEATHERRESI TINE BARRIER & u I STRUCTIONS.NECESSARY IN CORNERS RESISTIVE_ RESISTINE BARRIER &2. SCORE &FOLD WEATHER RESISTIVE BARRIER ABOVE TEMPORARILY SECURE p THROUGH FLASHING HEADER TO ALLOW OUG S BARRIER TEMPORARILY SECURE H 0 FOR FLASHING INSTALLATION 1. CUT, FOLDPT U & EMPORARILY 4, INSTALL HEAD FLASHING S UNDER WEATHERRE ISTIVE SECURE CUE WEATHER RESISTIVE E WEATHER V s BARRIER BARRIER ABOVE HEADER TO R EXTERIOR zw ALLOW FOR FLA IN SH G ESISTIVE SHEATHING .� C) ;o BARRIER5. FOLD WEATHER RESISTIVETINE BARRIERBACK OVER HEAD INSTALLATION 611 ZZ FLASHING AND SEAL WITH .WEATHER` RESISTIVE BARRIER TAPE WEATHER TAPE SILL PAN 0 2 IN Q T RESISTIVE S ALL HEAD FLASHING UNDER U) z cn LU W Q 0 z= 0 W (ASSEMBLED NAILING FLANGE BARRIER BARRIER WEATHER RESISTIVE BARRIER -9 EXTERIOR WINDOW LU =6 cc Q HEAD DRIP DETAIL(ExT-7aceoET_SEXTERI R OPENING OR BEAMEXT_6 G) ,.. 1— W ..t..O ......:.:.:......... ::::.. •::.::::::.:.:•.. 5 :: :.t:-::;...:: ............ .........:.. 3. FOLD WEATHER RESISTIVE W z CD US z E— W ') aa Z U OC ,........r. `�................. ::..� ................ .........t.. ....:� ....:........:.. SILL PAN MIN. WIDE). 6 CONFORMING T AAMA 7 0 71 07 AR96399 BARRIER BAC VE K 0 R HEAD 'FLASHING J. J.. ...,..:...a.. a. ... LASHING ... i--� W Z V H w cLn AND SEAL WITH TAPE REMOVE WEATHER RESISTIVE BARRIER FROM.. TOP OF 4 ................ - � ¢ W O: LJJ U W ND W SILL PLATE. C rn o oc w - 0 :.:...,...4., .... ..... : NOTES. . INSTALL FLASHING IN ORDER AS SHOW BY NUMBERS. U)cc N Oa W Q W � DC = ..........,. r 1. FLASHING T BE FLEXIBLE G 0 FL XIBL SELF-ADHESIVE TYPE MIN. WIDE CONFORMING T0 AAMA 711 07 0 > ,.� >o Lid- E Wcc .......r........................,................... LUL . INSTALL FLASHING AND WEATHER RESISTIVE WINDOWS TO BE INSTALLED � CZ:? eC [[ Z LJ� _ »o z Z V.. ^fa p� INSTALL FLASHING IN ORDER AS SHOWN' BY NUMBERS BARRIER TO FORM WATER SHEDDING LAPS. PER AAMA 100- 07w w = m 0 >- En I0 to .r.: ..�:•::•;: W O F V QQ � W ' V CORNER _ LU 2 1 2 FLASHING DON T FLASH SH OVER BOTTOM W Q 0 z= 0 W .: ::,.:;.:.;:'.:':::::: 4 ._., . �. ..r .......... (ASSEMBLED NAILING FLANGE T WINDOW) -9 EXTERIOR WINDOW LU =6 cc Q HEAD DRIP DETAIL(ExT-7aceoET_SEXTERI R OPENING OR BEAMEXT_6 G) ,.. w 2 1 2 FLASHING DON T FLASH SH OVER BOTTOM a- 0 `: aoz LU m 0 o 'z U . o Z= oma Q w Z m m w o X� NOTE: THIS DETAIL ONLY APPLIES AT EXTERIOR DOORS THAT HAVE NO IMMEDIATE OVERHANGS ABOVE BO E THEM AND DOORS THAT HAVE A SECOND STORY WALL ABOVE 0 0 THEM. W Q 0 z= 0 W .: ::,.:;.:.;:'.:':::::: 4 ._., . �. ..r .......... ..... PATCH NAILING FLANGE 3::W 0 Ln J W, WATERPROOFING AT EXTERIOR DOOR EXTERIOR WINDOW LU =6 cc Q HEAD DRIP DETAIL(ExT-7aceoET_SEXTERI R OPENING OR BEAMEXT_6 HEAD DRIP DETAIL ,.. w Uj :: :.t:-::;...:: ............ .........:.. ::...cn ............FLASHING. 1 . E FLEXIBLE SELF-ADHE IVE TYPE _ D3 E N.T.S. (EXT -7) US z E— W ') aa Z U OC ..FLASHING � ..r. :::: ; ,...... r ,.. ... ;:::......... :.::.:::.:::.. MIN. WIDE). 6 CONFORMING T AAMA 7 0 71 07 AR96399 W Z Ln LU WO Z ...,..:...a.. a. ... LASHING '. i--� W Z V H w cLn ... REMOVE WEATHER RESISTIVE BARRIER FROM.. TOP OF 1v .. LU ............ _ 1. ............. ..,... _I � ¢ W O: LJJ U W ND W SILL PLATE. C rn o oc w - 0 .t. ............ : NOTES. . INSTALL FLASHING IN ORDER AS SHOW BY NUMBERS. U)cc N Oa W Q W � DC = ..........,. r 1. FLASHING T BE FLEXIBLE G 0 FL XIBL SELF-ADHESIVE TYPE MIN. WIDE CONFORMING T0 AAMA 711 07 0 > ,.� >o Lid- E Wcc .......r........................,................... . INSTALL FLASHING AND WEATHER RESISTIVE WINDOWS TO BE INSTALLED � CZ:? eC [[ Z LJ� _ »o z Z V.. ^fa p� INSTALL FLASHING IN ORDER AS SHOWN' BY NUMBERS BARRIER TO FORM WATER SHEDDING LAPS. PER AAMA 100- 07w 10L � Via. a)"00o0 15 >- En I0 to ... .;•:::. W O F V QQ � W ' V W �05 _ LU DW ZA Z0 ,W 1-. O W 3. MECHANICALLY CH LAICALLY FASTEN AS NECESSARY . Q to Z oe o {LL__ Z Z 0 N V n " � ©ZJ¢J � 0Z� W TYPICAL SLIDING GLASS FLASHING DETAIL(EX�T_2 TIAL WNDOW FLASHING DETAILoc o� o >- ,� 0 LU W - D3 (EXT -2) N.T.S. (_ _ D 3 (EXT -1) N.T.S. ( ) a o w O J W IL Z Q , F•i W U- z U' W o OPTION - A W V m a N OG W WIL s r ^ V w o En eC V Z t— I Q O CC ,a. 0 o cn 2 Z O ;•--� W coui — 61I FLASHING — b Q . z w Q cC oc W Z= ; , CONT. DRIP EDGE Z tj W w m 0 " CANT STRIP ......::::.. ACROSS DOOR HEAD Z o ce V1 W m W U ......... .......:..:...... TO DIVERT RAIN ...........:................................... SILL PLATE ALL PER PLAN WALL PER PLAN . , Uj LU OO O O� LU 0 W RAIN DRIP' s > J O;JI,� J J SEE NOTE #2 :::.:: EXTERIOR REGLET , o Q U: DOR til LU uL w U) 0_ cn ,1 WALL SHEATHING - WITH WEATHER EXTERIOR J oc 0 TM RESISTIVE BARRIER' :WIN DOW J beto W1-4 a H 4 E a- 0 `: aoz LU m 0 o 'z U . o Z= oma Q w Z m m w o X� NOTE: THIS DETAIL ONLY APPLIES AT EXTERIOR DOORS THAT HAVE NO IMMEDIATE OVERHANGS ABOVE BO E THEM AND DOORS THAT HAVE A SECOND STORY WALL ABOVE 0 0 THEM. TO THE BEST OF MY MM EDGE, THE DESIGN DERM OH THIS . DRAWING CDMKM WITH THE APPLICABLE MNOMUM MMM W Q 0 z= 0 W 3::W 0 Ln J W, WATERPROOFING AT EXTERIOR DOOR EXTERIOR WINDOW LU =6 cc Q HEAD DRIP DETAIL(ExT-7aceoET_SEXTERI R OPENING OR BEAMEXT_6 HEAD DRIP DETAIL w , Z 0 ,cn O o _ D3 _ D 3(EXT-6) N.T.S.NS(EXT 5 N.T.S. ( ) _ D3 E N.T.S. (EXT -7) E— W ') aa Z U OC Ovan G. Drummond, AIA AR96399 W Z Ln LU WO Z AR 96730 Javier Hernandez AIA i--� W Z V H w Sang-Yub Lee, PE 72328 CC CG Z o rn � ¢ W O: LJJ U LU C rn o H W Z Uj U)cc N W Q W � DC = rn CL 0 > ,.� >o Lid- E d. D Z W N 0 � CZ:? eC [[ Z LJ� _ »o z Z V.. ^fa p� O Q 0 � 10L � Via. a)"00o0 15 I0 to U W O F V QQ � W ' V W �05 DW ZA Z0 ,W 1-. O W . Q to Z oe o {LL__ Z Z 0 N V n " � g Z •(nom � 0Z� ocL,,Q z � LU W . W IL Z Q , F•i W U- z U' W o W ce a N OG W WIL s r ^ V t— I ass 2 Z O ;•--� W coui L Zi 1 b Q . t3 Q W Z= ; Z LUL 0 " LU W m W U Z U_ OO O 0 W s v7 0 TO THE BEST OF MY MM EDGE, THE DESIGN DERM OH THIS . DRAWING CDMKM WITH THE APPLICABLE MNOMUM MMM CODE BY EF a AS OF DATE OF CERHFICATHIN BELOW. . ®° r w f)14 R 967 r A Ovan G. Drummond, AIA AR96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez AIA AR 98560 Sang-Yub Lee, PE 72328 o rn LU C rn o 1 ,�„, Uj U)cc N rn CL 0 > ,.� >o Lid- E N 0 V LJ � _ »o z Z V.. ^fa p� 10L � Via. a)"00o0 15 I0 to U W �05 E 0, o . 0 N V n o 0 � o N L71 ce LU I LU L Zi 1 b Q . t3 Q , Q 01 cp Z LUL LU Z U_ 0 W s v7 0 , U: til LU ,1 J a H w c ( U.j V Z #ce r Q . Z n� Q LU Uj M U.1 LI$L NUMBS; 1014.1 R PER(CONTRACTOR ROOFING PER CONTRACT. ON 2 ROOFING P CONTRACT. TO 7/16TI SHEATHING PROVIDE PRODUCT APPROVAL FOR ROOFING CONTRACTOR TO PROVIDE PRODUCT SYSTEM) ) APPROVAL FOR ROOFING 0 00 NG SYSTEM EE PLAN N ALL ROOFING UNDERLAYMENT TO BE 000- SELF -ADHERING POLYMER MODIFIED BITUMEN SEE PLAN ALL ROOFING UNDERLAYMENT TO BE U SHEET TO COMPLY WITH ASTM D 1 7 SELF -ADHERING PLY 9 0 G 0 MER MODIFIED BITUMEN / r /.... SHEET TO COMPLY WITH ASTM D 1970 r PRE-ENGINEERED WD TRUSS, 24 O. C. n w. .-. 2 X 6 W 2 DIA. ; i• x< �� .n �, _�.M. r INSULATION BLOCK =x ROUND VENT @rr 241 O.C. r r 2X4 SU BFASCIA METAL DRIP METAL DRIP Z CARIBBEAN CLASSIC C A TAL S COAS ,- EDGE z z 1X4 FASCIA CEILING INSULATION 1X FASCIA CEILING INSULATION O 1-. z ccnnoc _ (SEE ENERGY ALCS. . (SEE ENERGY CALCS . ) w 2X6 RAFTER TAIL O 24O.C.C121RID GYP. BD. VENTED SOFFIT W/3" 12 RIGID GYP. BD: w � RAFTER TAIL LEGEND DIAM. VENTS @ 48" w O cc 0. TYP. DBL. 2x SYP. WD. � a .1 DBL. 2x SYP. C m 38 S WD. , cc TOP PLATE z _ TOP PLATE Q, W J 14 CEMENTITIOUS 0 SOFFIT OVERHANG 2x SYP. #2 WD. STUDS 2x SYP. #2 WD. STUDS 0 LU FINISH MATERIA L @ 16n O.C., TYP: CL 16n O.C., TYP P V O LU z PER ELEVATION ww s�- m WALL INSULATI ON REFER TO WA LL INSULATIONN -0 MATERIAL PER SEE ENERGY ALCS. ELEV. FOR (SEE ENERGY CALC S. ) ELEVATION V .; o ERHANG 00 2x SYP. #2 WD. HEADER R 2X SYP. #2 WD. HEADER _ z s iz- -SEE SCHEDULE SEE SCHEDULE t7. cl 0 J. W z —SCHEDULED W WINDOW O Ww � SCHEDULED WIN D OW ce (SEE FLOOR PLAN (SEE FLOOR PLAN) O>O WINDOW ATTACHMENT WINDOW ATTACHMENT i i.: : 3.. COMPLIANT W/ FBC_R COMPLIANT W FBC-R cn 0 C `o _o Z . W 2x SYP. #2 WD. S STUDS o @ 2x SYP. #2 WD. STUDS F- s „ <" SP SU @ (.%. it .:. 1 .C. TYP. 6 0 16 O:C. TYP. LU oF M oc J WALL INSULATION . W o WALL INSULATION cc (SEE ENERGY CALCS ) SEE ENERGY: A LCS )wEXTERIOR STRUCTURAL Oo R STRUCTURAL cn SHEATHING AS REQUIRED I RED S H AT IN A S REQUIRED I EDC ECT WALL PER CONNECT WALL PER2zwz BY FRAMING DETAILS BY FRAMING DETAILS FRAMING DETAILS FRAMING DETAILS cc 't -F nr O 2x SILL PLATE FINISHED BASE MOULDING 2x SILL PLATE w w J FINISHED BASE MOULDING H z J s Q „ 11 O 3/4 GYPCRETE OPTIONAL 4 YP c� cc ( ) 3/ G CRETE OPTIONAL 0 TOP f 0 Q 11 TOP W IT 0 OF dQ WATER RESISTANT BARRIER WATER RESISTANT BARRIER w 34THK.TGSB ci. / & U FLOOR O. FC 3/4 THK. T&G SUBFLOOR J FLOOR FLOOR 0 2 LAYER R a ( S E UIRED Q ) 2 LAYERS REQUIRED) m ED U cc �, TRUSS ( Q ) ..TRUSS POLYETHYLENE OLYE H LENS HOUSE` WRAP cn% POLYETHYLENE HOUSE WRAP wO —�- cc V z OR APPROVED EQUAL SYSTEM: 0 D U 0 R APPROVED EQUAL ` Q 0 U L SY M O Q SYSTEM cc FING PER CONTRACT. ON 2 R00 a O ROOFING PER CONTRACT..(CONTRACTOR 0 II` TO 16 SHEATHING 2x BB N 'FA FASTENED 7 RIBBON S / PR VID P z 0 E RQDUCT APPROVAL FOR ROOFING 2x RIBBON FASTENED LU w w _aC cc cc (CONTRACTOR TO PROVIDE PRODUCT TO FLOOR TRUSSES oQ SYSTEM) TO FLOOR TRUSSES M -'ciOoJFazsz�czZWiO~�z--- _ , a�c�wJUczco:n n- , wUm z` ` � A P P R .O. VA :L F OR ROOFING _.OF IN-G S YSTEM) .A.. . r S.IEriE PLAN ,A.- N P E R TRUSS S ENGINEER LN E E R _ _ • �...�.. . : : w wD - _- <c .4.a II I— I i - P Ew>R TRwc9U S _:.S EN G I: N E E Rzzo AL ROOFING UNDERLAYMENT TO BE ozALL R00FINE UNDERLAYMENT TO BE SEE PLANWAINSCOT/TRANSITION SELF -ADHERING POLYMER MODIFIEDBITUMENWAINSCOT/TRANSITI O :. N SELF ADHERING POLYMER MODIFIED BITUMEN SHEET TO COMPLY WITH ASTM D 1970 2x RIBBON FASTENED BT .- , -.r �. w I 1, .. B AI 2x RIBBON FASTENED TTww SHEET TO COMPLY WITH ASTM D 1970 TO FLOOR TRUSSES INSULATION REQUIRED PRE-ENGINEERED WD USS, 241O.C. TO FLOOR TRUSSES INSULATION RE U I R E D z w 2 X 6 W/ 2, DIA. PER TRUSS ENGINEER AT GARAGE (SEE PER TRUSS ENGINEER AT GARAGE (SEE ROUND VENT @ ENERGY CALCS INSULATION BLOCK ENERGY CALCS)J- -ENGINEERED WOOD FLOOR PRE EN IN ERED .W00 .L00R 24 O.C. PRE U_ TBUSS S .V FYW TRos TRUSSES VERIFY W TRUSS 1/2iRIGID GYP. BOARD 2X4SUBFASC A w METAL DRIP 1 21RIGID BOARD 02 Gr ENGIN ER FOR TR SS LAYOUT METAL DRIP UO EE1 2 GYPSUM EDGE i l 2 GYX4 FASCIA CEILIN INS LATfJN ._ WALLBOARD UDS 1X6FASC A CEILIN INSULATION WPSUM LU DBL. 2x SYP. D. TOP PLATE WALLBOARD ON STUDS p-0 SEE ENERGY CALCS- DBL. 2x SYP. WD: TOPPLATE O 2X6 RAFTER TAIL WW LLINSOLATION SEE ENER Y CALCS WW WALL INSULATION cc0z SEE ENERGY CALCS a>-O11OO.C.C. 1 2IRIGID GYP. BD. SCHEDULEDLED WINDOW VENTED SOF 1/2 RIGID GYP. BD. SCHEDULEDWINDOW (SEE ENERGY CALCS) W,m (SEEFLOOR'PLAN)DIAM. VENTS 48" (SEE FLOOR PLAN)DBL 2x SYP. WD. 0. C. TYP. DBL. SYPWD. W Zcn 38 TOP PLATE WINDOW ATTACHMENT WINDOW ATTACHMENT HEADER SEE FRAMING TOP PLATE HEADER,SEE FRAMINGc�o � CEMENTITIOUSCOMPLIANT WITH FBC R COMPLIANT ANT WITH FBC_R wcnzSOFFIT OVERHANG 2x SYP. #2 WD. STUDS PLAN FOR SIZE AND DEPTH 2x SYP. #2 WD. STUDS PLAN FOR SIZE AND DE P T H m w @160 C TYP. 1. O.C. TYP. PER ELEVATION Cm FINISH MAT IAL 16 J wo ¢ o FINISH WALL INSULATION REFER TO WALL INSULATIONzs0wMATERIAL'PER (SEE ENERGY CALCS.) ELEV. FOR (SEE ENERGY ALCS.)3., wn 0 E J w ELEVATION ERHANG wzEz-- 2x SYP. #2 WD. HEADER 2x SYP. 2 WD. HEADER cc >- SEE SCHEDULE oc SEE SCHEDULE t9 cC w >OO—SCHEDULED WINDOWdO SCHEDULED WINDOW SCHEDULED WINDOW SCHEDULED WINDO Wgz Un (SEE FLOOR PLAN) (SEE FLOOR PLAN) SEE FLOOR PLAN SEE FLOOR PLAN in x w to w 0z 1 2iGYPSUM WALLBOARDON 1 21GYPSUM WALLBOARD ON 12I GYPSUM WALLBOARD ON 1/2" WALLBOARD ON w OEXTERIOR SHEATHING 0 STUD W WALL INSULATION STUDS W WALL INSULATION N STUDS W WALL INSULATION EXTERIOR SHEATHING T0 STUDS W/ WALL INSULATION EXTERI R SH ATHING TO (SEE ENERGY CALCS) EXTERIOR SHEATHING TO SEE ENERGY CALLS) (SEEENERGY CALCS) >m-ReBE FLUSH WITH THE EDGE SEE ENERGY CALCS BE FLUSH WITH THE EDGE BE FLUSH WITHTHE EDGE BE FLUSH WITH THE EDGE o.¢_w o 0F THE FOUNDATION, 1 4 2x SYP #2 WD. STUDS 0F THE FOUNDATION 1/4 2x SYP #2W . STUDS OF FOUNDATION, 1/4II 2x SYP. 2WD. UDS 0F THE FOUNDATION1/411 , 2x SYP. #2 WD. STUDS U GAP BETWEEN FOUNDATIONGAP BETWEEN FOUNDATI N GAP BETWEEN FOUNDATION GAP BETWEEN FOUNDATION @16IT 0.C. TYP. @ 161I0C TYP. @ 1611 -0.C.r TYP.z soAND SHEATHING AND SHEATHING` AND SHEATHING @ 16H O.C.� TYP. AND SHEATHINGNGwUJJ z¢ 2x P.T. SILL PLATE cn 2x P.T. SILL PLATE 2x P.T. ILL PLATE 2x P.T. SILL PLATE Wncn ccwsWATER RESISTANT BARRIER WATER RESISTANT BARRIER CONNCTWALL T FOUNDATION WATERRESISTANT BARRIER WATER RESISTANT BARRIER I CONNECT WALL T0 FOUNDATI O Na0 CONNECT WALL TO FOUNDATION (2LAYER EQ IRED) CONNECT WALL T0 FOUNDATION wco(2 LAYER REQUIRED) PER FRAMING ETAILS PER FRAMING DETAILS (2 LAYERS REQU REDPER FRAMING DETAILS (2.LAYERS REQUIRED) PER FRAMIN DETAILScc POLYETHYLENE HODSE WRAP POLYETHYLENE HOUSE WRAP POLYETHYLENE HOUSE WRAPcnPOLYETHYLENE HOUSE WRAP cc9 O zw OR EQUALAL SYSTEM 0R APPROVED EQUAL SYSTEM PROVIDEVIDECONT. METAL TERMITE OR APPROVED EQUAL SYSTEM OR APPROVED EQUAL SYSTEM CONT. META RMITE PROV DE CONT. METAL TERMITE PROVIDE CONT. METAL TERMITE SHIELD UNDER SILL PLATE SHIELD 'UNDER SILL PLATE FLASHINGFLASHING SHIELD UNDER SILL PLATE (LASHING SHIELD UNDER SILL PLATE w FLASHING w FINISHED BASE MOULDING FINISHED BASE MOULDING FINISHED BASE MOULDING FINISHED BASE MOULDING w_ o U_ cn MAIN FIN. FLOOR MAIN FIN. FLOOR MAIN FIN. FL0R MAIN FIN. FLOOR 0 1 0IIELEV LEV@ 0 :o _ E-o,w E-LEV@0 0- E_ E @0 @ 010H- .. LU a wAZLLJ Li. w pWO 4''1 > E 0 — � _ �0• • zU oZ —I - , - i —111--.� • � �m L --- I I—_ I Qw Ii I I I :, I — s w — I _4 a' � I i � 1 1. 1—� .. k i — — C4 CONC SLAB N� C0 CSLABW 4 CONC SLAB W1 4ONC SLAB LAB W / � _� VAPOR BARRIER _ VAPOR BARRIER za� � -777,j I I VAPOR BARRIER VAPOR BARRIER REFER TO STRUCTURAL p F_F>- _ REFER TO STRUCTURAL REFER TO STRUCTURAL REFER TO STRUCTURAL ED z � z_¢ _ DRAWINGS FOR � w "DRAWI GS FOR _ _ DRAWINGS FOR DRAWINGS FOR COARSE COUNT &COARSE COUNT & COARSE COUNT &Z wFOOTING In _ COARSE COUNT & . (W PROVIDED BY (PROVID. FOOTING SIZE 4. FOOTING SIZEFOOTING SIZE nwU. F00TINGSIZE ED BY (PROVIDED BYPROVDo ED BY 4-1 OTHERS) OTHERS OTHERS THE zW w EXTERIOR WALL EXTERIOR WALL 0 TSECTION WITH WINDOW T 3 S (_4 WO STORY WALL SECTION cn��2 3 WO_STORY ALL SECTION E TION WITH WINDOW ww m w J D7SCALE11 10if�g z DSCALE. 3 4 1 _0 3 41 _0 D7 SCALE. 3 41 1 _0 D7 SCALE. 3 4 10o o IQ -f -i TO THE BEST OF MY IQi00WEDGE, THE DESIGN DEPICTED ON 110 DRAWING COMMIES WITH THE APPUCRIKE MINIMUM INWING CODE IN EFFECT AS OF DATE OF CERTIFICATION BEIM. A b B @ R 9673 r. - 0 b w uvan h. Ufummona, H1H AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez AIA AR 98560 Sang-Yub tee, PE 72328 Uj 0 rn LU o(71,.., o0 �- Ln 4 06 It Z Uj tn =3 U) N Ld 01 ' > o _ .LNC E 0 M LU L 0 u— - °° LLJv o 0 a� -o o c _j 00 cc L ' E o6 E O d. O N U ' J< t o co 01 fV CL I LU, LLj t i i LU Uj V Q Z = (/� ce- LU V LU z U_ U_ cc U LU w J vi o ( LU r I U 1 U� J U a U W o m o?S U) H O Z �o 1 oc 0' Q ZZ Z tQ LU V7 Uj ISERIAL NUMBER 1014.1 ,'.0 y .,. V SET MIRROR 3IFROM SET MIRROR,3 it A MIRK0 R V NITY -5" DRYER VENT TYPICAL -END OFF BACK SPLASH - FROM INSIDE CORNER .- GAS PIPE TYPICAL AA ( FOR GAS DRYER Y c 0 ONLY L a _ I H r FriM 1 '2 I I Cn cG 'U I O Y DRYER VENT TYPICAL O COUNTERTOPS oc V I �. O cC : aG II I cC m GAS PIPE .TYPICAL 36 HIGH X ; cn W (TYPICAL) L I FOR A DRYER ONLY M 0 GSD MIRROR RO � 1 (VANITY -5") o Z LL 'OUTLET BOX cn Ca n 14 R BOX - 0 DRYS V 0 -_-=------------------ / R ENT BOX o � z z CENTER SIDEWAYSAYS _ ATTACH PER MFR, O a I INSTRUCTIONS .a BACKSPLASH N 0 D C� '--",1/2" .RECESS z cn DRYER VENTBOX- FOR O � W MIRR w R0 ATTACH PER MFR. ce cn cC O LU INSTRUCTIONS t a. X4 .HALF W m M O 2 ALL it I P.T. SILL PLATE'... N P.T. SILL PLATE � 2 MIRROR TRIM: cC z W J - _r O r� � IF SLAB N GRADE) 0 .� IF SLAB ON "GRADE " U_ ( ) O_ o H wCABINET o z ¢ VANITY MIRROR INSTALLATION INSTRUCTIONS: SoWW Co >H 0 WITH PEDESTAL W 1. MIRROR TO BE GLUED TO AND SET WITHREMOVABLE CLIPS TO HOLD SECURELY PLACE. I 5 - w Ilk 1� oO_ LS -z _ 2. AT BATHROOMS WITH MIRRORS ON ADJACENT ANGLED WAL , BUTT MIRRORS, TIGHT AT INSIDE z CORNER.MIRROR TRIM WILL NOT BE INSTALLED AT INSIDE CORNERS.) ) w may` O NOTE: BRACKETS REQUIRED IF � Q_ >�� M 3. UPON INSTALLATION OF WOOD TRIM REMOVE ,REMOVABLE CLIPS VERIFY MIRROR IS GLUED -� w COUNTERTOP CANTILEVERS MORE THAN 10 ( 1 o COUNTER 0 J O PERIMETER. WOOD TRIM SHOULD BE BEFORE REMOVING. ALL CLIPS) AND INSTALL WOOD TRIM AT wO� _ rw_2� 1 FROM TOP OF BACK SPLASH AND INSIDE WALL CORNERS. DRYER VENT BOX FORR DRYER ONLYWmOTER BATH MIRROR WOOD TRIM DETAILK,`NT_3H KITCHEN HALF WALL DETAIL MA ,I o INT. 1 w I Z n t n V (INT -1) _ INT -3 II I (INT -1) SCALE: 1 2 1 0 ( ) D8 _ ( ) O 08 = ( ) 08 / SCALE. 1/2 _ 1 0 w � ' SCALE. 1/2 1 0 � � a J TILE OR STONE ON 1/2" COMPARE Z w - z HARDI BACKER BOARD MANUFACTURERS LFLOC O ATI N = a CC' FRAMED FL00R(,NT- SHOWER & CURB O 5 STANDARD SHOWER S1 I u.I z ¢ v � Q a m INT 4 D8 D8 SCALE: 3/4 = 1 -0II ( ) SCALE: 1/2 - 1 011 - _ 3 i1 OVER EXT.: PLYWOOD Y4" P W00 DIM OF TUB & - JOIST BELOW EXTEND TO INTS 0 o o TOLL APPROVED TILE BACKER (REFER 3:: V) BOTTOM OF FLOOR JOISTS. H W Z V N ON 2X4 FRAMING. PUMP LOCATION w�+-_j TO CONTRACT SPECIFICATIONS A, Uj O =zU�.� F- w cC c� D -=o b. urummona AIA m cc a z AR 96399 Manuel Cl a Lu > OV AR 96730 tD oc o >- U_ w WALL TILE REFER TO FLOOR PLPrN, NJ W N Q BLOCKING. VARIES - SEE PLANS OC W CL. o 72328 a. 0 oa-� V m W o N 2X BLOCKING BETWEEN LU H N c e_W Z.Z VARIES BY MODEL Op, -+w H 1 ROW OF TLLE II ac U z ¢ o_ STUDS (3 WALLS) U UJ a) 0 II z 0 W w 3 d- (n N cc a . a O z cu m Amo - � zO � z . cn 2X4 16 O.C. END POST. I � Z Q-oW CC WALLS EXTENDED 5n J WVINYLlINER3 CORNER SHELFc L LL fua SUB FLOOR. I— a. w who ca V u. -W m U P WALLS oco o � LC CO ra m C L C°'� 1 CERAMIC CORNER ..> ... v. o z 'o � >- I FLOOR TILE OQ I 0 U n SHELF AT 4 A.F.F. 8 2X4 LEDGER ko o0 t0 cnc3d - .100 /o SILICONE SEALANT BETWEEN LL m N CL ;a ui Nno _ - ,yam Uj Ce W � z . TILE BACKER AND WET . - _ . O cn W � ,_., - ►0 w i i r i , _ � d-d- ,--1 z x x DROP IN TUB x W an 0 V J J Ci �-- a 4. _Z O O LL- ¢ut-o Uj 2H SHOWER DRAIN _ u: N N N I s oc m ¢ > FLOOR TILE _ 2 2X4 THRESHOLD Uj U_ > - W LU _ . 2X4 CRIPPLES I. J _ h 0 FLOODSTOP44 NAILS(TYP) 00 FLOOR TRUSS. CL LU Uj Uj U_ cn_ cn cn oc _ TILE AT DOOR W z E 2X4 TO BE P. PRT UNDER T. SU 0 U E n W � 0 V ri 1 W N THRESHOLD THRES 0 � WALL L TILE WHEN IN CO T AS REQ. BY CONTACT Q I 3:: oG m � _ I �- I � ca W CONC.. MN�fACTURER S. n 1 I W 0 a GAUGE WET ADJUSTABLE BED COAT BED PLAN U J ce o M a o SHOWER R DRAIN LINER SET IN SEALANT NT HALF WALL TIE-IN DETAIL _ FR 34 (FR_33�D P IN TUB DETAILmRO Q If D8 2 SHOWER DRAIN FLANGE OVER ROOFING FELT (FR -34) ( In CES o w z� NOTE. LU D8 - _ _ SCALE. 3/41 — 1 0 (FR 33) F_ z cn o c� M z cn NOTE: 3 4 X 9 RADIUS MARBLES HELVES WILL 0 / EXACT SIZE: Y D AND SHAPE VAIRES B MODEL SHOWER ELEVATION. : >- LU z- ,� MIC WHEN MARBLE BE USED IN LIEU OF CERA / WELL ASPLUMBING WP ACCESORIES. REFER TO Q Co Ca Uj o D. MARBLE TILE OPTIONS ARE SELECTED. -A ARCHITECTURAL RC S B MODEL. RA L PLAN Y L F O 1 LFLOC O ATI N Z S W W W O JrINT-4N FRAMED FL00R(,NT- SHOWER & CURB O 5 STANDARD SHOWER S1 I u.I z ¢ v � Q a m INT 4 D8 D8 SCALE: 3/4 = 1 -0II ( ) SCALE: 1/2 - 1 011 - _ C7WcC z z_ O - JOIST BELOW EXTEND TO INTS 4 " 3:: V) BOTTOM OF FLOOR JOISTS. H W Z V N 1 W z U w p z END POST TO PENETRATE A, Uj O =zU�.� F- w cC c� D uvan b. urummona AIA m cc a z AR 96399 Manuel Cl a Lu > OV AR 96730 H C7 J Z Javier Hernandez, AIA NJ W N Q BLOCKING. !Z OC W CL. o 72328 I LU H N c e_W Z.Z Op, -+w H 2x BLOCKING BETWEEN H V p w QQ Z ,_., 00 U UJ a) 0 z 0 W w 3 d- (n N cn Z H �G Zz O cu m Amo - � zO � z . cn i � E N M END POST. I � a 0 zWoZ U Y J a cnoz L LL fua SUB FLOOR. I— a. w who ca I W D Z W U_ Z Q LC CO ra m C L C°'� 11-4 Uj 1t_ Z_V O W CCE o. p � p I cn L1C_ W Q W 0 U n cJiF-v ko o0 t0 N CL ui Nno ,yam Z W �_ - ►0 w i i r i » n W an 0 V J J Ci Lbw � P.� _Z O O LL- ¢ut-o Uj \ t -u 141 LFLOC O ATI N C` 0 END POST TIED INTO FLOOR P - JOIST BELOW EXTEND TO INTS 4 Q BOTTOM OF FLOOR JOISTS. 1 m END POST TO PENETRATE A, BFL SU 00R. uvan b. urummona AIA AR 96399 Manuel FACE NAIL END POST TO AR 96730 Javier Hernandez, AIA AR 98560 BLOCKING. 72328 Uj 2x BLOCKING BETWEEN ,_., 00 a) 0 FLOOR TRUSS AGAINST 3 d- (n N » cu m Amo 0 Lu » i � E N M END POST. LU U Y J L LL fua SUB FLOOR. LA who ca ry Do LC CO ra m C L CCE ton p wj 0 U n ko o0 t0 N CL ,yam L �_ i i r i Lbw i > LU Uj t -u 141 LU LU QLU Q NAILS(TYP) FLOOR TRUSS. CL LU Uj Uj z n W LI_ ri 1 W N W J 3:: ,i (A o I I ca 1 01 U J HALF WALL TIE-IN DETAIL _ FR 34 Q If D8 N.T. (FR -34) ( In TO THE BEST OF MY. KNOWLEDGE, THE DESIGN DEPICTED ON:TtO DRAWING COMPLIES WITH THE APPIICHBIE 1QIDMUM BUDDING CODE IN EFFECT AS OF DATE OF CERfIFICkTION MOW. 4 k m � A, uvan b. urummona AIA AR 96399 Manuel Gonzalez, AIA AR 96730 Javier Hernandez, AIA AR 98560 Sang-Yub Lee, PE 72328 Uj o m ,_., 00 a) 0 Z Uj 3 d- (n N » cu m Amo 0 Lu » i � E N M LU U Y J L LL fua LA who ca ry Do LC CO ra m C L CCE ton p wj 0 U n ko o0 t0 N CL 0 �_ Lbw > LU Uj t -u LU LU QLU Q CL LU Uj Uj z n LI_ ri 1 W N W J 3:: ,i (A o I I ca 1 01 U J a If In CES LU F_ O 00Z Q z L < co LLA ul SERIA NUMBER 1014..1