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1837 OCEANGROVE DR 2015 SFR CITY OF ATLANTIC BEACH } 800 SEMINOLE ROAD j ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247-5814 �Ji31 SINGLE FAMILY DWELLING NEW MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 ]OB INFORMATION: ]Ob ID: 15-SFR-161 Job Type: SINGLE FAMILY RESIDENCE Description: new home Estimated Value: $750,000.00 Issue Date: 2/20/2015 Expiration Date: 8/19/2015 PROPERTY ADDRESS: Address: 1837 OCEAN GROVE DR RE Number: 169600-0000 PROPERTY OWNER: Name: SHEPARD, JR, BOBBY Address: 18730 E COOL BREEZE GENERAL CONTRACTOR INFORMATION: Name: ARIA HOMES INC Address: 303 Sophia Ter ST Phone: 904-610-4762 PERMIT INFORMATION: FEES: ENG REV RESIDENTIAL BLD $100.00 PLAN CHECK FEES $1,090.00 UTIL REV RESIDENTIAL BLDG $50.00 BUILDING PERMIT FEE $2,180.00 STATE DCA SURCHARGE $32.70 STATE DBPR SURCHARGE $32.70 Total Payments: $3,485.40 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH PUBLIC UTILITIES ` 1200 Sandpiper Lane ATLANTIC BEACH,FL 32233 (904)270-2535 or(904)247-5874 NEW WATER/SEWER TAP REQUEST Date:LZZ—/ Project Address: IOc37j C,-Akl 6;MII No. of Units:�_Commercial Residential Multi-Family New Water Tap(s)&Meter(s) ' Meter Size(s) New Irrigation Meter Upgrade Existing Meter from to (size) connection to City Sewer z Name: Applicant Address: City: Atlantic Beach State: Zip: Phone Number: Cell Number: Email Address Fax: Signature: (Applicant) CITY STAFF USE ONLY Application# /J"—5F9- (p/ Water System Development Charge Sewer System Development Charge $ �rj'"D ¢ ?W"00 Water Meter Only $ Water Meter Tap $ (notes) /2 V P-W- Sewer Tap $ Cross Connection $ Other $ TOTAL $ APPROVED: (Utility Director or Authorized Signature) ALL TAP REQUEST MUST BE APPROVED BY UTLITIES DEPARTMENT BEFORE FEES CAN BEASSESSED BUILDING PERMIT APPLICATION ' CITY OF ATLANTIC BEACH " FILE800 Seminole Road, Atlantic Beach, FL 32233 COPY E� � . Office (904) 247-5826 Fax (904) 247-5845 Y- a Job Address: lb�3 CGeCW) �kfe Irl VC t7�'HG/YtHC b'QA Permit Number: Legal Description 2-0- 2­0 - 09- 2 5-tot EE DCeW)G 9 0- U�" OZ. parcel# 16 Rb 0b —000 0 Floor Area of Sq.Ft. ' q. 't Valuation of Work$ �Ot 000 Proposed Work heated/cooled �� non-heated/cooled 52� Class of Work(circle one): New Addition Alteration Repair Move Demolition pool/spa window/door Use of existing/proposed structure(s)(circle one): Commercial esid� enti]� If an existing structure,is a fire sprinkler system installed? (Circle one) es No N/ Florida Product Approval# For multiple products use product approva orm Describe in detail the type of work to be performed: NF-W f+0(y1-'_ / C-tPcu-t 6W d 41"eQ Pt-,MOU`0- Ccl�cl�; +fQe rernoJa( su�lul'H-ed s f) o i Cher Property Owner Information:,,,p. ' ,,,h�, ,J Name: �OZ C( S W V"4�,�^ Address: })Q E­t C,001 (bfe City State`Y Zip dqD > Phone 1-- --582,— -�A E-Mail -5g2,— E-Mail or Fax# (Optiona Contractor Information: CONTRACTOR EMAIL ADDRESS: I r�na ` 6 6 a.k O me 5, wrn Company Name: f�t M�� —Qualifying;Agent: k fZ(k�A -jO H-M Ste} Address:_iDl MCUKe f S ,7 + LkiW I I I City —State Zip ?.o Office Phone '104-b/0-4�2 Job Site/Contact Number RQ 4-(p10- ��'(pZ Fax# q o 4 212--�.S State Certification/Registration# G L 2 2.80 Architect Name &Phone# 'Mara(d 4-2 -2:4- Engineer's Name&Phone# L00 -_-POh-h90, q'0-+ - 2A2- 0ct0 Fee Simple Title Holder Name and Address 5 t".thW Q S O W A-Qj(- Bonding Company Name and Address nlK, Mortgage Lender Name and Address S j- M -CAN PuiI Air 1�e1eg, h6ail COCLe Vit-(N56- I?Z 1bo o )( -f} 2'-)O&�o Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. This permit becomes null and void if work is not commenced within six(6)months, or if construction or work is suspended or abandoned for a_period of six 6)months at any time after work is commenced. I understand that separate permits must be secured for Electrical—Work, Plumbing,Signs, Wells, Pools, Furnaces, Boilers,Heaters, Tanks and Air Conditioners,etc. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOVIi NOTICE OF COMMENCEMENT. 1 hereby wcertify that I have read and examined thisapplication and know the same to be trite and correct. All provisions of laws and ordinances governing this type o1 ork will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other federal,state, or local law regulating construction or the performance of construction. Signature of Owner Signature of Contractor Print Name Joe ...T l/4C Print Name - �r- ............................................................................ f f"1�St0 1 ................. .. ................................................................................. Before me Before me thi2L ) 01-5 this 22015- P&A Lym JdMM Notary Pub i NOTARY PLIBUMaiF tlbl4ic, STATE OF FLORIDA Comm#FF114M Revised 01.26.10 E*res 4/21/2018 DO NOT WRITE BELOW - OFFICE USE ONLY Applicable Codes: 2010 FLOJ?IDA BUILDING CODE Review Result (circle one): Approved Disapproved Approved w/ Conditions Review Initials/Date: /ta G, /5-- Development Size Habitable Space � s 7�5.F Non-Habitable SCJ- s'F C 5a ra 5, Impervious area 3 5vla Miscellaneous Information Occupancy Group 3 Type of Construction V3 Number of Stories 3 Zoning District R G Max. Occupancy Load Fire Sprinklers Required Flood Zone X 4'.10� Su r v e y Conditions/Comments: " ,^�, Just add a note confirming that the NEC requirements for the summer kitchen will be the same as for and interior kitchen. This is mainly for the receptacle spacing and location when they are at any r� countertop with sinks or stove/cooking device, bonding of gas lines. GFCI protected. F FILE COPY ,' " 17V V� C ��� ♦ _. _ _ - - .. ..-fit:.er.f FILE COPY ; OWNER'S AUTHORIZATION FOR AGENT 4-O M-f—fS is hereby authorized to act on behalf of O d Un cWSthe owner(s) of those lands described within the attached application, and as descri ed in the attached deed or other such proof of ownership as may be required, in applying to the City of Atlantic Beach, Florida, for an application related to a Development Permit or other action pursuant to: ❑ Zoning Variance ❑ Comprehensive Plan Amendment ❑ Use-by-Exception ❑ Zoning Map Amendment [� Building Permit ❑ Plat,Replat or Lot Division ❑ Sign Permit Tree Permit ❑ Other_ BY: Si ature of wne / // Print Name Si ture of Owner �i_�jia__ � epa�oC. Print Name q3&l- -Zs-s"7� Telephone Number State of 1=101;Jo. County of Signed and sworn before me on this Dec. 156 day of,20A. p&W Lym,�" Lund: 1 r,rt✓l Sc.✓1 NOTARY PUBLIC By, } ., STATE OF FLORIDA C=n*FF114M Identification verified: Rf,.5z j1 k✓10,41 &Me. ErVrw 4121/2018 Oath swom: Yes No Notary Sig6ature My Commission expires: 11/all';?018 PPLICATION NUMBER 800 Seminole Road 6 be assign I b the uilding Department.) Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 - Fax(904)247-5845 City web-site: http://www.ci:)ab.us i. Daite route"(dj-: 2 ................. APPLICATNON REVWW AND TRACKONG FORM P-roperty Addre-ss.' Deparl,:,rnent reviewte required Yes No Building PP a Bil d'. Planning Zoning nistrator Public ot,ks Pub I _mNies Public Safety U Review fee n,3p.� Signature -'C'ONTRACTOR EMAIL AFYDRES�:, �'ONTRACTOR CONTAC-or # 7R.F�F �TED� 0 2014 BY: - Reviewing Department First RevieP.qr: F]Approved (Circle one. Comments: , XDenie-,' SLS- BUILDING d7T7,4 &� PLANNING 00: ZONING Reviewed by: TREE ADMIN. Date.-­121�lzl Second Rcwk,,K,: DApproved as revised. Denied. PUBLIC WORKS ccwnmertli-s: PUBLIC UTILITIES Vec b,o o_VVrDva_� Dc-L 19 ts- PUBLIC SAFETY Reviewed by: FIRE SERVICES Third Revieno, []Approved as revised. [:]Denier,. Comments: R,eviewed by: Date: ISE13 0925201z-' s Comp. By: RLC Date: 1/13/2015 —oil Public Works Department City of Atlantic Beach Permit No: 14-DRST-1016 Address: 1837 Ocean Grove Required fired Stora e Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that the difference between the pre-and postdevelopment volume of stormwawter runoff be stored on site. Volume of Runoff is defined as follows: V= CAR/12 Where: V=Volume of Runoff C= Coefficient of Runoff A=Area of lot in square feet R=25-yr/24-hr rainfall depth(9.3-inches for Atlantic Beach) Predevelopment Runoff Volume: Lot Area(A) = 7,500 ft2 Runoff Coefficient Area Lot Area Description (ft) (ft) "C" Wtd "C" Impervious 0 7,500 1.00 0.00 Pervious 7,500 7,500 0.20 0.20 Runoff Coefficient(C)= 0.20 Runoff Volume V= 0.20 x 7,500 x 9.3 / 12 V= 1,163 ft3 Postdevelopment Runoff Volume: Lot Area(A) = 7,500 ft2 Runoff Coefficient Area Lot Area Description (ft) (ft) "C" Wtd "C" Impervious 2,675 7,500 1.00 0.36 I5A = 35.7% Pervious 4,825 7,500 0.20 0.13 Runoff Coefficient(C)= 0.49 Runoff Volume V= 0.49 x 7,500 x 9.3 / 12 V= 2,821 ft3 Required Storage Volume DV= Postdevelopment Runoff Volume- Predevelopment Runoff Volume DV= 2,821 - 1,163 DV= 1,659 ft3 Retention 1837 Ocean Grove-onsite Retention w-grnd 1/13/2015 Comp. By: RLC f, Date: 12/31/2014 � Sl J Public Works Department City of Atlantic Beach Permit No: 14-DRST-1016 Address: 1837 Ocean Grove Provided Storage: Elevation Area Storage (ft) (ftZ) (ft3) 0.0 0 0 BOTTOM 0.5 0 0 TOB Elevation Area Storage (ft) (ft) (ft) 0.0 0 0 BOTTOM 0.5 0 0 TOB Elevation Area Storage (ft) (ft) (ft3) 0.0 0 0 BOTTOM 0.5 0 0 TOB Inground storage=A"d`pf A=Area= 0.0 d=depth to ESHWT= 3.0 pf= pore factor= 0.3 Inground Storage= 0.0 ft3 Required Treatment Volume= 1,659 ft3 Supplied Treatment Volume= 0 ft3 Retention 1837 Ocean Grove-onsite Retention w-grnd.xlsx 12/31/2014 �n Comp. By: RLC 1 } Date: 12131/2014 ` Oil �r Public Works Department City of Atlantic Beach Permit No: 14-DRST-1016 Address: 1837 Ocean Grove Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that the difference between the pre-and postdevelopment volume of stormwawter runoff be stored on site. Volume of Runoff is defined as follows: V=CAR/12 Where: V=Volume of Runoff C = Coefficient of Runoff A=Area of lot in square feet R= 25-yr/24-hr rainfall depth (9.3-inches for Atlantic Beach) Predevelopment Runoff Volume: Lot Area(A) = 7,500 ft' Runoff Coefficient Area Lot Area Description (ft) (ft) "C" Wtd "C" Impervious 0 7,500 1.00 0.00 Pervious 7,500 7,500 0.20 0.20 Runoff Coefficient(C)= 0.20 Runoff Volume V= 0.20 x 7,500 x 9.3 / 12 V= 1,163 ft3 Postdevelopment Runoff Volume: Lot Area(A) = 7,500 ft2 Runoff Coefficient Area Lot Area Description (ft) (ft) "C" Wtd "C" Impervious 2.675 7,500 1.00 0.36 ISA = 35.7% Pervious 4,825 7,500 0.20 0.13 Runoff Coefficient(C)= 0.49 Runoff Volume V= 0.49 x 7,500 x 9.3 / 12 V= 2,821 ft3 Required Storage Volume DV= Postdevelopment Runoff Volume-Predevelopment Runoff Volume DV= 2,821 - 1,163 DV= 1,659 ft3 Retention 1837 Ocean Grove-onsite Retention w-gmd.xlsx 12/31/2014 .S�1�`1 j-lJi �3 r S, Comp. By: RLC Date: 12/31/2014 "! oil Public Works Department City of Atlantic Beach Permit No: 14-DRST-1016 Address: 1837 Ocean Grove Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that the difference between the pre-and postdevelopment volume of stormwawter runoff be stored on site. Volume of Runoff is defined as follows: V= CAR/12 Where: V=Volume of Runoff C = Coefficient of Runoff A=Area of lot in square feet R=25-yr/24-hr rainfall depth (9.3-inches for Atlantic Beach) Predevelopment Runoff Volume: Lot Area (A) = 77500 ft' Runoff Coefficient Area Lot Area Description (ft) (ft) "C" Wtd "C" Impervious 0 7,500 1.00 0.00 Pervious 7,500 7,500 0.20 0.20 Runoff Coefficient(C)= 0.20 Runoff Volume V= 0.20 x 7,500 x 9.3 / 12 V= 1,163 ft3 Postdevelopment Runoff Volume: Lot Area (A) = 7,500 ft2 Runoff Coefficient Area Lot Area Description (ft) (ft) "C" Wtd "C" Impervious 2,675 7,500 1.00 0.36 ISA = 35.7% Pervious 4,825 7,500 0.20 0.13 Runoff Coefficient(C)= 0.49 Runoff Volume V= 0.49 x 7,500 x 9.3 / 12 V= 2,821 ft3 Required Storage Volume DV= Postdevelopment Runoff Volume- Predevelopment Runoff Volume DV= 2,821 1,163 DV= 1,659 ft3 Retention 1837 Ocean Grove-onsite Retention w-grnd.xlsx 12/31/2014 ft'.=Lyrl�, mss , Comp. By: RLC s Date: 12/31/2014 Public Works Department City of Atlantic Beach Permit No: 14-DRST-1016 Address: 1837 Ocean Grove Provided Storage: Elevation Area Storage (ft) (ft) (ft) 0.0 0 0 BOTTOM 0.5 0 0 TOB Elevation Area Storage (ft) (ft) (ft) 0.0 0 0 BOTTOM 0.5 0 0 TOB Elevation Area Storage (ft) (ft) (ft) 0.0 0 0 BOTTOM 0.5 0 0 TOB Inground storage=A*d`pf A=Area= 0.0 d= depth to ESHWT= 3.0 pf= pore factor= 0.3 Inground Storage= 0.0 ft3 Required Treatment Volume = 1,659 ft3 Supplied Treatment Volume = 0 ft3 Retention 1837 Ocean Grove-onsite Retention w-grnd.xlsx 12/31/2014 Showman, Lisa To: irina@ariahomes.com Cc: Layton, Douglas; rsimmons@coab.us; Walker, Jennifer Subject: Permit Application 1837 Ocean Grove Dr. Attachments: Plan Review 14-DRST-1016.pdf Attn: Irina Johnson Permit application 14-DRST-1016 submitted for 1837 Ocean Grove Dr. has been denied by the Public Works Department. Please see attachment for requirements and submit at your earliest convenience in order that we may approve this application. Thank you, Lisa Showman Contracts, Permits&Administrative Coordinator Public Works Department City of Atlantic Beach 1200 Sandpiper Lane Atlantic Beach, FL 32233 Phone (904) 247-5834 Fax (904) 247-5843 email: Ishowman@coab.us i Doc # 2014142111, OR BK 16825 Page 775, Number Pages: 2, Recorded 06/26/2014 at 10:28 AM, Ronnie Fussell CLERK CIRCUIT COURT DUVAL COUNTY RECORDING $18.50 DEED DOC ST $3780.00 f Prepared by,Record and Return to: Cindie Hernandez Gibraltar Title Services 4190 Belfort Road,Suite 475 r Jacksonville,Florida 32216 r File Number: 14-8569A s l� oq 9109 t General Warranty Deed Made this June 13,2014 A.D. By Toni Gindlesperger,whose post office address is: 903 3rd Ave N,Jacksonville Beach, Florida 32250, hereinafter called the grantor, to Bobby Joe Shepard, Jr and Cynthia Shepard, husband and wife, whose post office address is: 18730 East Cool Breeze,Montgomery,Texas 77356,hereinafter called the grantee: i (Whenever used herein the terms "grantor" and"grantee" shall be construed to include masculine, feminine, singular or plural as the context permits or requires and shall include the heirs, legal ; representatives and assigns of individuals, and the successors and assigns of corporations) 11 Witnesseth, that the grantor, for and in consideration of the stun of Ten Dollars, ($10.00) and other valuable considerations, receipt whereof is hereby acknowledged, hereby grants, bargains,sells,aliens,remises, releases,conveys and confirms unto the grantee, all that certain land situate in Duval County,Florida,viz: I Lot 4,OCEAN GROVE UNIT NO.2,according to the plat thereof as recorded in Plat Book 20,Page 20,of the current public records of Duval County,Florida. Said property is not the homestead of the Grantor(s)under the laws and constitution of the State of Florida in that neither Grantor(s)or any members of the household of Grantor(s) reside thereon. Parcel ID Number: 169600-0000 Together with all the tenements,hereditaments and appurtenances thereto belonging or in anywise appertaining. To Have and to Hold, the same in fee simple forever. And the grantor hereby covenants with said grantee that the grantor is lawfully seized of said land in fee simple;that the grantor has good right and lawful authority to sell and convey said land; that the grantor hereby fully warrants the title to said land and will defend the same against the lawful claims of all persons whomsoever; and that said land is free of all encumbrances except covenants,restrictions and easements of record,if any,and taxes accruing subsequent to December 31,2013. OR BK 16825 PAGE 776 I • File Number: 14-8569A I �f I In Witness Whereof, the said grantor has signed and sealed these presents the day and year first above written. i Signed,sealed and delivered in our presence: Qi (Seal) M -T-Address: Toni Gindlesperger Witness Printed Name c - Address:903``3rr/d Ave N,Jacksonville each,Florida 32250 Witness Printed Name I State of Florida ' County of Duval The foregoing instrument was acknowledged before me this 12th day of June,2014,by Toni Gindlesperger,who is/are personally known to me or who has/have produced a driver's license as identification. Notary Public Print Name: ``��1Htttllttll����VA My Commission Expires: \�� *y 106 µ //j,�i ....... �. Notary Seal 00 aLu I �c92 So DEED Individual Wananry Deed With Non-Homestead-Legal on Fam ;" to �Y OWNER'S AUTHORIZATION FOR AGENT (p'1 K) A --S0 0_N 50&V AP—` A- is hereby authorized to act on behalf of 1 04!!�, OXI d (D'()&l , the owner(s) of those lands described within the attached application, and as described to the attached deed or other such proof of ownership as may be required, in applying to the City of Atlantic Beach, Florida, for an application related to a Development Permit or other action pursuant to: ❑ Zoning Variance ❑ Comprehensive Plan Amendment ❑ Use-by-Exception ❑ Zoning Map Amendment Building Permit ❑ Plat, Replat or Lot Division ❑ Sign Permit Tree Permit ❑ Other BY: Si ature of wne SL a oar Print Name dA Signture of Owner l—�if�Sd�tGQ✓� Print Name g1f Telephone Number On State of County of Signed and sworn before me on this day of,2021 By 10Z Wn+ U.a S4ax) Identification verified: Q'o &mW>� Oath sworn: /Yes No Paul Lynn J www Notary Sign4iure NOTARY PUKX STATE OF FLORIDA My Commission expires: Wd4l-VIK Commit FF114773 Expires 4/21/2018 CITY OF ATLANTIC BEACH 800 Seminole Road 904-247-5800 1 ; Atlantic Beach, Florida 32233-5445 Fax 904-247-5£ SITE DEVELOPMENT PERMIT (for filling, grading or topographically altering land) PLEASE SUBMIT(2)COMPLETE SETS OF PLANS WITH APPLICATION. Date 10 - ab - 1L� R} PERMIT# Job Address (y J Q Ce C�1 CEJ V e /01 V ISSUED BY THE CITY Permitee: I r-I n Q 0 V,v, c,0(I Arl Q A) Telephone#Permittee Address: 1 HO l -r 5we Pte ( 5W+P- Email Address In 1(1 a C' a4 oL- /,o vylQ S , c.0 f y) Fax Number: ( 2 Requesting Permission to commence site development involving the following activity: deno�n Q I I� cto0O Location: (Reference to Cross-Street) SWe Q f q, l d 0 V-v The following permits have been submitted _ Tree Removal Demolition () � 6�1- THIS APPLICATION INCLUDES ALL INFORMATION REQUIRED BY THE CITY'S SITE DEVELOPMENT PERMIT CHECKLIST (Must be signed by Applicant) 1. Applicant declares that prior to filing this application he has ascertained the location of all existing utilities, both aerial and underground and the accurate locations are shown on the sketches. 2. Any work proposed in City rights of way or easements shall be subject of a separate Right of Way and Easement Permit Application. 3. All work shall meet City of Atlantic Beach, City of Jacksonville or Florida Department of Transportation Standards and be performed under the supervision of 1 ri YICQ , �OV11) SO VI (Contractor's Project Superintendent) located at Telephone* (o JO-4 �6 L 4. Calculations showing any increase in impervious area on owner's lot and / or jn the city Right of Way are to be included with this aoolication 5. 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. 6. This 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. 7. The Director of Public Works shall be notified twenty-four (24) hours prior to starting work and again immediately upon completion. a Pain Lynn Johnson NOTARY PUBS OWNER c` STATE OF FLORIDA Z-2, COMM*FF114773 Signed: Date: 1 Expires 4/21/2018 Before me this_Zday of y' IXE in the Coun of Duval, State Of Florida, has personally appeared t it V1 q (/1 S Notary Public at Large,State of Florida,County of Duval. My commission expires: —2 ' I Personally Known: b C✓ Produced Identification:- CITY OF ATLANTIC BEACH DEPARTMENT OF PUBLIC WORKS J `.st 1200 SANDPIPER LANE j ATLANTIC BEACH, FLORIDA 32233-4318 TELEPHONE: (904)247-5834 FAX: (904) 247-5843 CONTRACTOR:% ,-. -, DATE: 1-2-15 SUNCOM: 852-5834 Aria Homes PERMIT# 14-DRST-jAN6.coab.us 701 Market St., Suite 111 ADDRESS: 1837 Ocean Grove St. Augustine, FL 32095 email: irina(d.ariahomes.com Your permit application (referenced above) has been denied by the Public Works Department for the reasons listed below. Please submit this information at your earliest convenience in order that we may approve your application. If you have any questions, please contact Rick Simmons, Deputy Public Works Director at 904- 247-5834 or email simrnoas@�coab.us. PUBLIC WORKS CORRECTION ITEMS: (Submit the following information to the Public Works Department) **Provide table of impervious surface calculations for entire lot(previously existing and post construction). Show calculations, including all areas under roof. ** Provide drainage plans showing site topography (flow arrows, etc.) Include storage plan. ** All runoff must remain on-site. Cannot raise lot elevation without measures to retain runoff. ** Provide a pre-construction topographic survey prepared by a Florida Licensed Professional Land Surveyor. ** Section 24-66(b) of the Land Development Regulations requires on-site storage for increased run-off if adding 400 SF or more impervious surface. City Delta volume calculations yield 1659 cubic feet of on-site retention required per Section 24-66(b). (See attached information sheet.) Based on zero pre-existing impervious. i ** If on-site storage is required, a post construction topographic survey documenting proper construction will be required. ** A Revocable Encroachment Permit must be obtained for permeable surface pavers in the right-of-way. ** Pool—Wellpoint(if used)must discharge into vegetated area 10' minimum from street or drainage feature (swale, structure or lagoon). Separate permit is required. PUBLIC WORKS CONDITIONS OF APPROVAL: (The following comments will be printed on your permit as Conditions of Approval) * Any utility cuts in the road must be repaired using COJ Standard Detail Case X and must be overlaid 10 feet in each direction from the center of the cut. Repair must be shown on the plans. *Full right-of-way restoration, including sod, is required. *Roll off container company must be on City approved list and container cannot be placed on City right-of- way. (Approved:Advanced Disposal, Realco Recycling, Republic Services and Shapell's). *Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact Public Works (247-5834)for Erosion and Sediment Control Inspection prior to start of construction. cc: Jennifer Walker, Bldg. Dept. City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) 800 Seminole Road - Fje - /&l Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 - Fax(904)247-58451 Z E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: ( ! �(.���V t7�C.Q l Department review required Yes No uild* Applicant: �� /*m C g J ening &Zonin ora u lc work Project: /V9 14) �/n9 5 is Utilitie u i ety 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: A1DPLICATION STATUS Reviewing Department First Review: oproved. ed. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: L.✓ Date: ;'Alis TREE ADMIN. Second Review: 'Approved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: [/ Datalzte FIRE SERVICES Third Review: ❑Approved as revised. []Denied. Comments: Reviewed by: Date: Revised 07/27/10 City of Atlantic Beach APPLICATION NUMBER Vis •, Building Department (To be assigned by the Building Department.) r ` 800 Seminole Road � Atlantic Beach, Florida 32233-5445 Ar- J/'/� Phone(904)247-5826 Fax(904)247-5845 Date routed: 'Z Z E-mail: building-dept@coab.us City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: �� 7 �C.1A,1 6ZO 6G Department review required Yes Ao L uild' Applicant: nning &Zonin GG 11 / AMMMISTra or Project: NL k) �1-1 u lic Work is Utilitie u i ety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receiptof 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. (Circle one.) Comments: BUILDIN PLANNING&ZONING Reviewed by: Date: 2 0 TREE ADMIN. Second Review: ❑Approved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 07/27/10 City of Atlantic Beach E�4V7-5845 r � APPLICATION NUMBER Building Department (To be assigned by the Building Department.) 800 Seminole Road 015 Atlantic Beach, Florida 32233-544 Phone(904)247-5826 Fax(904 ,Z Z E-mail: building-dept@coab.us L Date routed: City web-site. http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 1 �(.�A��/ b/64 I G Department review required Yes No L uild' Applicant: �� 17'V m6 S Fining &Zonin Mra or Project: /V8 14) �/�C :5u lic Work is Utilitie u i ety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATU/S�,� Reviewing Department First Review: []Approved. �JDenied. (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: //7 /S TREE ADMIN. Second Review: Approved as revised. nied. PUBLIC WORKS Comments: PUBLIC UTILITIES <-lb's 04 PUBLIC SAFETY Reviewed by: e!o�eDate: FIRE SERVICES Third Review: ❑Approved as revised. enied. Comments: Reviewed by: Date: Revised 07/27/10 / %1. City of Atlantic Beach _ APPLICATION NUMBER Building Department (To be assigned by the Building Department.) 800 Seminole Road //4 " /G� Atlantic Beach,Florida 32233-5445 JAN 2 2 Z015 Phone(904)247-5826 - Fax(904)2,7-5845 Date routed: 2 Z E-mail: building-dept@coab.us $Y'_ Cityweb-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM A • 6Z64 '/Property Address: Q j � r G De artment review required Yes No L uil Applicant: / Q. 177 S ping&Zonin or Project: 1V9 IJ SMI%s u lic W212 Ic Uti 1 i u e Fire rvices Review fee $ /°,_Dept Signatur Other Agency Review or Permit Required Review or Receiptof 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: PLICATION STATUS --j Reviewing Department First Review: jpproved. ❑Denied. (Circle one.) Comments: BUILDING PLANNING&ZONINGI� Reviewed by: Date: TREE ADMIN. Second Review: []Approved as revised. ❑Denied. *IC'NOR Comments: TIESY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. []Denied. Comments: Reviewed by: Date: Revised 07/27/10 A T(15 2v 21s y3 CITY OF ATLANTIC BEACH DEPARTMENT OF PUBLIC WORKS siS 12001 SANDPIPER LANE r ATLANTIC BEACH, FLORIDA 32233-4318 TELEPHONE: (904) 247-5834 FAX: (904) 247-5843 CONTRACTORQC'r f j�'\ DATE: 1-2-15 SUNCOM: 852-5834 , Aria Homes PERMIT# 14-D RST-JANO.coab.us 701 Market St., Suite 111 ADDRESS: 1837 Ocean Grove St. Augustine, FL 32095 email: irina(a-4riahomes.com Your permit application (referenced above) has been denied by the Public Works Department for the reasons listed below. Please submit this information at your earliest convenience in order that we may approve your application. If you have any questions, please contact Rick Simmons, Deputy Public Works Director at 904- 247-5834 or email Simmons@coab.u__. PUBLIC WORKS CORRECTION ITEMS: (Submit the following information to the Public Works Department) **Provide table of impervious surface calculations for entire lot(previously existing and post construction). p 26 7S5 �� Show calculations, including all areas under roof. - Ca—) A'd'' ;)alt f CA,-"6 4A p E�✓tom as " Provide drainage plans showing site topography (flow arrows, etc.) Include storage plan. ' N�p o Js pc All runoff must remain on-sit N o,�s 2.+ r c measures to retain cac c��>4rro� a pre-construction topo ey-prepiare�Tbp-�rF�larida-Licensed Professional�-an� ** Section 24-66(b) of the Land Development Regulations requires on-site storage for increased run-off if adding 400 SF or more impervious surface.-Ettf-Delta volume calculations yield 1659 cubic feet-oftin-site ,eterition required per-Section 24-66(b). -(Seeattached information sheet.) Based on-zero pre-existing ** If on-site storage is required, a post construction topographic survey documenting proper construction will e required. _ ** Pool -Wellpoint(if used) must discharge into vegetated area 10' minimum from street or drainage feature (swale, structure or lagoon). Separate permit is required. PUBLIC WORKS CONDITIONS OF APPROVAL: (The following comments will be printed on your permit as Conditions of Approval) * Any utility cuts in the road must be repaired using COJ Standard Detail Case X and must be overlaid 10 feet in each direction from the center of the cut. Repair must be shown on the plans. *Full right-of-way restoration, including sod, is required. *Roll off container company must be on City approved list and container cannot be placed on City right-of- way. (Approved: Advanced Disposal, Realco Recycling, Republic Services and Shapell's). *Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact Public Works (247-5834) for Erosion and Sediment Control Inspection prior to start of construction. cc: Jennifer Walker, Bldg. Dept. j s�•'���J jf J� CITY OF ATLANTIC BEACH DEPARTMENT OF PUBLIC WORKS ss1 1200 SANDPIPER LANE J ATLANTIC BEACH, FLORIDA 32233-4318 TELEPHONE: (904) 247-5834 FAX: (904) 247-5843 J,31�r SUNCOM: 852-5834 www.coab.us CONTRACTOR: DATE: 2-17-15 Aria Homes PERMIT# 14-DRST-1016 701 Market St., Suite 111 ADDRESS: 1837 Ocean Grove St.Augustine, FL 32095 email: irinana.ariahomes.eom Your permit application (referenced above) has been denied by the Public Works Department for the reasons listed below. Please submit this information at your earliest convenience in order that we may approve your application. If you have any questions, please contact Doug Layton, Public Works Director at 904-247-5834 or email dlayton@coab.us. PUBLIC WORKS CORRECTION ITEMS: (Submit the following information to the Public Works Department) **Provide table of impervious surface calculations for entire lot(previously existing and post construction).Show calculations, including all areas under roof. Cannot duplicate 2675 SF impervious shown for new construction. Provide hand calculations for confirmation. **Provide drainage plans showing site topography(flow arrows,etc.) **Section 24-66(b)of the Land Development Regulations requires on-site storage for increased run-off if adding 400 SF or more impervious surface volume calculations. PUBLIC WORKS CONDITIONS OF APPROVAL: (The following comments will be printed on your permit as Conditions of Approval) *Roll off container company must be on City approved list and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco, Republic Services, Shappelle's and Waste Pro.) *If on-site storage is required, a post construction topographic survey documenting proper construction will be required. *POOL-Wellpoint(if used) must discharge into vegetated area 10' minimum from street or drainage feature (swale, structure or lagoon).Separate permit is required. *All runoff must remain on-site during construction. *Any utility cuts in the road must be repaired using COJ Standard Detail Case X and must be overlaid 10 feet in each direction from the center of the cut. Repair must be shown on the plans. *Full right-of-way restoration, including sod, is required. *Roll off container company must be on City approved list and container cannot be placed on City Right-of-Way. (Approved: Advanced Disposal, Realco Recylcing, Republic Services,Shapell's and Waste Pro.) *Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact Public Works(247-5834)for Erosion and Sediment Control Inspection prior to start of construction. cc: Jennifer Walker, Bldg. Dept. ICC EVALUATION SERVICE Most Widely d and Trusted ICC-ES Evaluation Report ESR-3375 Reissued August 2014 This report is subject to renewal August 2016. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 07 00 00—THERMAL AND MOISTURE pcf. The insulation's liquid components are supplied in PROTECTION nominally 55-gallon drums, labeled as "A" component or Section: 07 21 00—Thermal Insulation "B" component. The insulation components have a shelf life of six months when stored in unopened containers at REPORT HOLDER: temperatures between 70°F(21°C)and 90°F (32°C). SES FOAM 3.2 Surface-burning Characteristics: 4008 LOUETTA ROAD,#538At a maximum thickness of 4 inches (102 mm) and a SPRING,TEXAS 77388-4405 FILE C 0 p nominal density of 0.5 pcf, the insulation has a flame- (713)239-0252 spread index of 25 or less and a smoke-developed index of www.sesfoam.com _ 450 or less when tested in accordance with ASTM E84. Thicknesses of up to 111/2 inches (292 mm) for wall EVALUATION SUBJECT: cavities and ceiling cavities are recognized based on room corner fire testing in accordance with NFPA 286, when SES FOAM 0.5 Ib SPRAY: SPRAY-APPLIED the insulation is covered with a minimum 1/2-inch-thick POLYURETHANE FOAM PLASTIC INSULATION (12.7 mm) gypsum board installed in accordance with the applicable code. 1.0 EVALUATION SCOPE 3.3 Thermal Resistance(R-values): Compliance with the following codes: The insulation has thermal resistance(R-values)at a mean ■ 2012 and 2009 International Building Codee(IBC) temperature of 75°F(24°C)as shown in Table 1. ■ 2012 and 2009 International Residential Codee(IRC) 3.4 Air Permeability: ■ 2012 and 2009 International Energy Conservation The insulation, at a minimum thickness of 3 inches Code°(IECC) (76 mm), is considered air-impermeable in accordance ■ Other Codes(see Section 8.0) with IRC Section R202, based on testing in accordance with ASTM E283. Properties evaluated: 4.0 INSTALLATION ■ Surface-burning characteristics 4.1 General: ■ Physical properties SES Foam 0.5 Ib spray insulation must be installed in ■ Thermal resistance(R-values) accordance with the manufacturer's published installation ■ Attic and crawl space installation instructions and this report. A copy of the manufacturer's published installation instructions must be available at all ■ Air permeability times on the jobsite during installation. 2.0 USES 4.2 Application: SES Foam 0.5 Ib spray polyurethane foam plastic The insulation is spray-applied at the jobsite using a insulation is used as a nonstructural thermal insulating volumetric positive displacement pump as identified in the material in buildings of Type V-B (IBC) construction, and in SES Foam 0.5 Ib spray application manual. The insulation dwellings built under the IRC. The insulation is for use in components must be stored at temperatures between wall cavities and floor/ceiling assemblies, and in attics and 70°F (21°C) and 90°F (32°C) for several days before crawl spaces when installed as described in Section 4.4. application. The insulation must not be used in areas Under the IRC, the insulation may be used as air- that have maximum in-service temperatures greater than impermeable insulation when installed as described in 180°F (82°C). The insulation must not be used in Section 3.4. electrical outlet or junction boxes or in contact with water 3.0 DESCRIPTION (e.g., rain, condensation, ice, snow) or soil. The substrate 3.1 General: must be free of moisture, frost or ice, loose scales, rust, oil, grease or other surface contaminants. The insulation can SES Foam 0.5 Ib spray foam insulation is a two- be installed in one pass to the maximum thickness. The component, open cell, one-to-one-by-volume spray-applied spray-applied foam insulation must be protected from polyurethane foam system with a nominal density of 0.5 weather during and after installation. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the.subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. nrsrn �.r Copyright 0 2014 Page 1 of 3 ESR-3375 I Most Widely Accepted and Trusted Page 2 of 3 4.3 Thermal Barrier: 5.0 CONDITIONS OF USE SES Foam 0.5 Ib spray insulation must be separated from The SES Foam 0.5 Ib spray polyurethane foam plastic the interior of the building by an approved thermal barrier insulation described in this report complies with, or is a Of '/2-inch-thick (12.7 mm) gypsum wallboard or an suitable alternative to what is specified in, those codes equivalent 15-minute thermal barrier complying with, and listed in Section 1.0 of this report, subject to the following installed in accordance with, IBC Section 2603.4 or IRC conditions: Section R316.4, as applicable. Within an attic or crawl 5.1 The insulation must be installed in accordance with space, installation must be in accordance with Section 4.4. the manufacturer's published installation instructions, 4.4 Attics and Crawl Spaces: this evaluation report and the applicable code. If there are any conflicts between the manufacturer's 4.4.1 Application with a Prescriptive Ignition Barrier: published installation instructions and this report, this When SES Foam 0.5 Ib spray is installed within attics and report governs. crawl spaces, where entry is made only for service of 5.2 The insulation must be separated from the interior of the utilities, an ignition barrier must be installed in accordance building by an approved 15-minute thermal barrier, as with IBC Section 2603.4.1.6 or IRC Section R316.5.3 or described in Section 4.3. Installation in an attic or R316.5.4, as applicable. The ignition barrier must be crawl space must be as described in Section 4.4. consistent with the requirements for the type of construction required by the applicable code, and must be 5.3 The insulation must not exceed the thicknesses noted installed in a manner so that the foam plastic insulation is in Sections 3.2 and 4.4. not exposed. SES Foam 0.5 Ib spray insulation at a 5.4 The insulation must be protected from exposure to the minimum thickness of 3 inches(76 mm)may be installed in weather during and after application. unvented attics in accordance with 2012 IRC Section R806.5(2009 IRC Section R806.4), as applicable. 5.5 The insulation must be applied by contractors certified by SES Foam. 4.4.2 Application without a Prescriptive Ignition Barrier: Where the spray-applied insulation is installed in 5.6 Use the insulation in areas where the probability of in accordance with this section (Section 4.4.2) or Section termite infestation is "very heavy" must be 4.4.3, the following conditions apply: accordance with 2012 IBC Section 2603.9 (2009 IBC Section 2603.8)or IRC Section R318.4, as applicable. a) Entry to the attic or crawl space is to service utilities, 5.7 Jobsite certification and labeling of the insulation must and no storage is permitted. comply with IRC Sections N1101.4 and N1101.4.1 b) There are no interconnected attic or crawl space and IECC Sections R303.1.1 and 303.1.1.1, as areas. applicable. c) Air in the attic or crawl space is not circulated to other 5.8 SES Foam 0.5 Ib spray polyurethane foam plastic parts of the building. insulation is produced in St. Louis, Missouri, under a quality control program with inspections by ICC-ES. d) Attic ventilation is provided when required by IBC 6.0 EVIDENCE SUBMITTED Section 1203.2 or IRC Section R806, except when air-impermeable insulation is permitted in unvented 6.1 Data in accordance with the ICC-ES Acceptance attics in accordance with 2012 IRC Section R806.5 or Criteria for Spray-applied Foam Plastic Insulation 2009 IRC Section R806.4. Under-floor (crawl space) (AC377), dated June 2012, including reports of tests ventilation is provided when required by IBC Section in accordance with Appendix X of AC377. 1203.3 or IRC Section R408.1, as applicable. 6.2 Report of room corner fire testing in accordance with e) Combustion air is provided in accordance with NFPA 286. International Mechanical Code°Section 701. 6.3 Report of air permeance testing in accordance with In attics, the insulation may be spray-applied to the ASTM E283. underside of roof sheathing or roof rafters, and/or vertical 7.0 IDENTIFICATION surfaces, and in crawl spaces the insulation may be spray- Components of the SES Foam 0.5 Ib spray polyurethane applied to the underside of floors and/or vertical surfaces as described in this section. The thickness of the foam foam plastic insulation are identified with the the date plastic applied to the underside of the top of the space manufacturer's name (SES Foam) and address; must not exceed 12 inches(305 mm). The thickness of the of manufacture or the lot number; the product trade name foam plastic applied to vertical surfaces must not exceed (SES Foam 0.5 Ib); the mixing instructions; the density; the 111/2 inches (292 mm). The foam plastic may be installed flame-spread and smoke-developed indices, and the without a covering or coating. The insulation may be evaluation report number(ESR-3375). installed in unvented attics in accordance with 2012 IRC 8.0 OTHER CODES Section R806.5 (2009 IRC Section R806.4). The ignition In addition to the codes referenced in Section 1.0, the barrier in accordance with IBC Section 2603.4.1.6 or IRC products in the report were evaluated for compliance with Section R316.5.3 may be omitted. the requirements of the following codes: 4.4.3 Use on Attic Floors: SES Foam 0.5 Ib spray ■ 2006 International Building Code(2006 IBC) insulation may be installed exposed at a maximum 0 2006 International Residential Code(2006 IBC) thickness of 111/2 inches (292 mm) between joists in attic floors. The ignition barrier in accordance with IBC Section ■ 2006 and 2003 International Energy Conservation 2603.4.1.6 or IRC Section R316.5.3 may be omitted. The Code°(2006 IECC) insulation must be separated from the interior of the building by an approved thermal barrier. ESR-3375 I Most Widely Accepted and Trusted Page 3 of 3 The products comply with the above-mentioned codes as provided in accordance with Sections 701 and 703 of described in Sections 2.0 through 7.0 of this report, with the 2006 IECC. revisions as noted below: ■ Protection against Termites: See Section 5.6, except ■ Application with a Prescriptive Thermal Barrier: See use of the insulation in areas where the probability of Section 4.3, except the approved thermal barrier must termite infestation if"very heavy" must be in accordance be installed in accordance with Section R314.4 of the with Section R320.5 of the 2006 IRC. 2006 IRC. ■ Jobsite Certification and Labeling: See Section 5.7, ■ Application with a Prescriptive Ignition Barrier: See except jobsite certification and labeling must comply Section 4.4.1, except an ignition barrier must be with Sections 102.1.1 and 102.1.1.1, as applicable, of installed in accordance with Section R314.5.3 or the 2006 IECC. R314.5.4 of the 2006 IRC. ■ Application without a Prescriptive Ignition Barrier: See Section 4.4.2, except that combustion air is TABLE 1—THERMAL RESISTANCE(R-VALUES") THICKNESS(inches) R-VALUE(°F•ft2•h/Btu) 1 4.0 2 7.6 3 11 3.5 13 4 15 5 19 6 22 7 26 8 30 9 33 10 37 11 41 12 44 For SI: 1 inch=25.4 mm, 1°F•ft2•h/Btu=0.176 11 OK•m2M. 'R-values are calculated based on tested K values at 1-and 3.5-inch thicknesses. 2R-values greater than 10 are rounded to the nearest whole number. ICC EVALUATION SERVICE Most Widely d and Trusted ICC-ES VAR Environmental Report VAR-1030" Reissued July 2013 This report is subject to renewal September 1, 2015. www.icc-es.orq/ep 1 800-423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 07 00 00—THERMAL AND MOISTURE high-pressure, plural component SPF application PROTECTION equipment. The bio-based content is as set forth in Table 1 Section: 07 21 00—Thermal Insulation of this report. REPORT HOLDER: 4.0 CONDITIONS 4.1 Code Compliance: SES FOAM See ICC-ES report ESR-3375 for compliance of the SES 4008 LOUETTA ROAD,#538 Foam 0.5 Ib Foam S Polyurethane Foam Plastic Insulation SPRING,TEXAS 77388-4405 with code requirements. (713)239-0252 www.sesfoam.com 4.2 Green Codes, Standards and Rating Systems Eligibility: EVALUATION SUBJECT: The information presented in Tables 2 through 5 of this report provides a matrix of areas of evaluation and SES FOAM 0.5 Ib SPRAY POLYURETHANE FOAM corresponding limitations and/or additional project-specific PLASTIC INSULATION requirements, and offers benefits to individuals who are assessing eligibility for compliance. 1.0 EVALUATION SCOPE The final interpretation of the specific requirements of the Compliance with the following environmental criteria: code rests with the Authority Having Jurisdiction. ICC-ES Environmental Criteria for Determination of Compliance for items noted as "Verified Attribute" is Bio-based Material Content(EC102), dated March 1, 2012. subject to any conditions noted in the tables. Decisions on Compliance eligibility with the applicable sections of compliance for those items noted as "Eligible for Points" in the following codes and standards: Tables 2 through 5 rests with the user of this report, and those items are subject to the conditions noted. The user is ■ 2012 International Green Construction CodeTM (IgCC) advised of the project-specific provisions that may be (see Table 2 for details) contingent upon meeting specific conditions, and the ■ ASHRAE Standard 189.1 – 2009 (see Table 3 for verification of those conditions is outside the scope of this details) report. ■ National Green Building Standard (ICC 700-2008) (see Due to the variability of costs and volume, the bio-based Table 4 for details) content percentage listed in this report is based upon weight (mass). The use of cost or volume as the method ■ ANSI/GBI 01-2010, Green Building Assessment for calculation is outside the scope of this report. Protocol for Commercial Buildings (see Table 5 for 5.0 BASIS OF EVALUATION details) 2.0 USES The information in this report, including the "Verified Attributes," is based upon submission of documentation SES Foam 0.5 Ib Foam S Polyurethane Foam Plastic demonstrating compliance with the requirements set forth Insulation is used as nonstructural thermal insulating in ICC-ES EC102. (Evaluation applies to IgCC Section material in wall cavities, floor/ceiling assemblies, or in 505.2.4, item 3; ASHRAE 189.1 Section 9.4.1.3; ICC 700 attics and crawl spaces. See ICC-ES report ESR-3375 for Section 606.1, ANSI/GBI-01 Section 10.1.2.2.) more information on uses and applications. 6.0 IDENTIFICATION 3.0 DESCRIPTION Containers of SES Foam 0.5 Ib Foam S Polyurethane SES Foam 0.5 Ib spray-applied polyurethane foam plastic Foam Plastic Insulation are identified by a label bearing the insulation is a two-component, open-cell, water-blown, SES Foam name and address, product name, spray-applied polyurethane foam (SPF) with a nominal manufacturing date, manufacturing location and the VAR density of 0.5 Ib/ft3. The foam is sprayed in place using Environmental Report number(VAR-1030). *Corrected May 2014 ICC-ES 6eriftcation ofAunbutes Reports are issued under the ICC-ES VAR LAvironmemal Program.these reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the.subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. Copyright 0 2014 Page 1 of 2 VAR-1030 1 Most Widely Accepted and Trusted Page 2 of 2 TABLE 1—BIO-BASED MATERIAL CONTENT SUMMARY PRODUCT NAME %MEAN BIO-BASED CONTENT METHOD OF DETERMINATION SES Foam 0.5 Ib Spray Polyurethane Foam Plastic Insulation 17%(+/-3%)' ASTM D6866 Note: 'Based onP recision and bias cited in ASTM D6866. TABLES 2 THROUGH 5 TSection Possible Number Section Intent Points Conditions Of Use To Qualify For Points Finding TABLE 2—SUMMARY OF AREA OF ELIGIBILITY WITH THE 2012 INTERNATIONAL GREEN CONSTRUCTION CODE Bio-based materials shall be those materials that comply with one or more of the following: 505.2.4 Bio-based content N/A 3.The requirements of USDA 7CFR Part 2902. • Note:USDA 7 CFR Part 2902§2907.17 sets a minimum bio-based content of 7%(10% +/-3%).SES Foam 0.5 Ib Spray exceeds this minimum. TABLE 3—SUMMARY OF AREA OF ELIGIBILITY WITH THE 2009 ASHRAE STANDARD 189.1 A minimum of 5%of building materials used,based on cost,shall be biobased products. Biobased products shall comply with the minimum biobased contents of the USDA's Designation of Biobased Items for Federal Procurement[7 CFR Part 29021,contain the 9.4.1.3 Biobased products N/A "USDA Certified Biobased Product"label,or be composed of solid wood,engineered • wood,bamboo,wool,cotton,cork,agricultural fibers,or other biobased materials with at least 50%biobased content. Note:USDA 7 CFR Part 2902§2907.17 sets a minimum bio-based content of 7%(10% +/-3%).SES Foam 0.5 Ib Spray exceeds this minimum. TABLE 4—SUMMARY OF AREA OF ELIGIBILITY WITH THE 2008 NATIONAL GREEN BUILDING STANDARD(ICC 700) The following biobased products are used: (h)products with the minimum biobased contents of the USDA 7 CFR Part 2902 606.1 Biobased products 3 (i)other biobased materials with a minimum of 50 percent biobased content(by weight • 8 max or volume) Note:USDA 7 CFR Part 2902§2907.17 sets a minimum bio-based content of 7%(10% +/-3%).SES Foam 0.5 Ib Spray exceeds this minimum. TABLE 5—SUMMARY OF AREA OF ELIGIBILITY WITH THE ANSI/GBI–01 (2010)STANDARD Bio-based products accounted for 1%or more of the materials used in the building. Percentage=100 x A=B,where: A=Total cost or weight of bio-based products B=Total cost or weight of all building products 10.1.2.2 Materials content– 1 Cost or weight must be used consistently Assemblies 7 max • For USDA-designated products,products meeting or exceeding USDA's bio-based content,criteria or qualifying as USDA"BioPreferred"were used. Note:USDA 7 CFR Part 2902§2907.17 sets a minimum bio-based content of 7%(10% +/-3%).SES Foam 0.5 Ib Spray exceeds this minimum. • =Verified attribute i EVALUATION c e SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-3375 Seal and Insulate with ENERGY STAR®Supplement Reissued August 2014 This report is subject to renewal August 2016. www.icc-es.org 1 (800)423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION:07 00 00—THERMAL AND MOISTURE PROTECTION Section:07 21 00—Thermal Insulation REPORT HOLDER: SES FOAM 4008 LOUETTA ROAD,#538 SPRING,TEXAS 77388-4405 (713)239-0252 www.sesfoam.com EVALUATION SUBJECT: SES FOAM 0.5 Ib SPRAY: SPRAY-APPLIED POLYURETHANE FOAM PLASTIC INSULATION 1.0 EVALUATION SCOPE Conformance to the following: Seal and Insulate with ENERGY STAR® Program—Definitions and Testing Requirements for Residential Insulation, Version 1.0 Properties evaluated: ■ Thermal resistance ■ Surface-burning characteristics 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to certify that the insulation products described in Sections 2.0 through 8.0 of the master report ESR-3375 have been reviewed for compliance with the requirements of the Seal and Insulate with ENERGY STAR Program, as set forth in the document Definitions and Testing Requirements for Residential Insulation, Version 1.0. The insulation product covered by this supplement is defined as"Spray or Pour Foam Insulation." The requirements for testing laboratory qualification and product sampling, as well as the specific material and test standards and editions used in this evaluation, are as set forth in the applicable documentation noted in Section 6.0 of the master evaluation report. 3.0 DEFINITIONS The following definitions are from Definitions and Testing Requirements for Residential Insulation, Version 1.0, and are applicable to the subject of this report. 3.1 General Definitions: Insulation: Any material mainly used to slow down heat flow. It may be mineral or organic, fibrous, cellular, or reflective (aluminum foil). It may be in rigid, semi-rigid,flexible, or loose-fill form. 3.2 Insulation Product Definitions: Spray or Pour Foam Insulation:A thermal insulating material that is sprayed or poured (as a gel or foamy liquid) into place, and expands or sets into a cellular foam and cures at the point of installation through a chemical reaction. Foamed materials include, but are not limited to polyurethane, polyisocyanurate, phenolic, and cementitious insulation. 3.3 Insulation Performance Definitions: R-value:The inverse of the time rate of heat flow through a body from one of its bounding surfaces to the other surface for a unit temperature difference between the two surfaces, under steady state conditions, per unit area. For the purposes of the Seal and Insulate with ENERGY STAR®program, Imperial units will only be accepted[(h•ft2•°F)/Btu]. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed mom as an endorsement of the subject or the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as to any finding or other matter in this report,oras to any product covered by the report. Copyright®2014 Page 1 of 6 ESR-3375 I Most Widely Accepted and Trusted Page 2 of 6 Smoke-Development Index: The characteristic of a material to emit smoke when exposed to flame or fire compared to red oak and inorganic cement. Flame-Spread Index: The characteristic of a material to resist the spreading of flames when exposed to flame or fire compared to red oak and inorganic cement. 3.4 Thermal Resistance: The insulation has the thermal resistance R-values as noted in Table 1 of ESR-3375, based upon testing. 3.5 Installation: 3.5.1 General: The installation of the insulation must be in accordance with the requirements set forth in Sections 4.0 and 5.0(as applicable)of ESR-3375. The insulation is manufactured on-site by spray polyurethane foam applicators meeting the qualification requirements of SES Foam. The following information on personal protective equipment and ventilation requirements is reprinted from the SES Foam published installation instructions: "F. SAFETY 3. PERSONAL PROTECTIVE EQUIPMENT(PPE): a. Skin: Wear gloves, coveralls, apron and boots as necessary to prevent contact of liquid components or partially-cured SPF with skin.When handling liquid components, gloves should be made of nitrile, neoprene, butyl or PVC. b. Eyes: Protect eyes while handling liquid components or spraying with safety goggles or safety goggles and a face shield. During spray application, eye protection may be provided by a full-face or hood respirator. c. Respiration: Firms engaged in the application of SES Foam systems must have a written respiratory protection program for employees engaged in handling or applying SES Foam materials. Depending on the situation, respiratory protection may include dust masks, air-purifying respirators (APR), powered air-purifying respirators (PAPR), or supplied- air respirators(SAR). 4. VENTILATION: Provide ventilation and other engineering controls to exhaust vapors from work areas and to protect building occupants and other trades." 3.5.2 Occupancy Time after Installation: The re-entry or re-occupancy time shall be in accordance with the manufacturer's installation instructions, which state the following: "E. RE-ENTRY SES Foam 0.5 Ib Spray reacts and cures within seconds of application. Re-entry times will vary depending on factors including ventilation. Typically, ventilation is continued for 24 hours following the conclusion of spray application and re-entry may occur at that time." 3.5.3 Figures:The figures shown represent general installations of the insulation in the following applications: above-grade wall, below-grade wall, vented and unvented crawl space, unvented cathedral ceiling, and vented and unvented attic. These figures are for illustration purposes and are not to be construed or used as construction documents. This supplement expires concurrently with the master report, reissued August 2014. ESR-3375 Most Widely Accepted and Trusted Page 3 of 6 00 000 00oa000 0g0a0o000oa0o0°0oa° O°0 0O a0gO0gp ooap Oaa0o0 0000gd�Op 00 Oog0 0000°o00p0g000 °p0og00°poga0aag0 opaaO°o°00 ao 000 0°00 00 00 C) 0a00go0 °dodo °D0°q0 oOapOD Oggooa oa qq0 o°OogOo o° 0° a000°00 00000000 Interior Partition oa °° 00000000 0°00000 o°°o 000'l Interior Finished Surface °00 a0o0 0° (V2-inch Sheetrock) g0Da00o 0 O Oa000aOa °O °0 OaOgD00 00 0 aDodo 00 SES Foam 0.5 lb Spray 00°0 0." p°ooo 00 O 0000000 Exterior Sheathing o° ° 00°°0° Oa O oo QC SES FOAM 0.5 LB SPRAY ABOVE GRADE WALL INSULATION SES 05-1 071812 1 rr ESR-3375 I Most Widely Accepted and Trusted Page 4 of 6 QO° 000 Masonry Block (Typical) ° Interior Finish Surface (1/2-inch Sheetrock) ° 2"x 4"Studs SES Foam 0.5 Ib Spray °. ° ° ° ° SES FOAM 0.5 LB SPRAY BELOW GRADE WALL INSULATION SES 05-2 071812 (Insulation on Interior Side of Wall) Baffle to provide air space between Thermal insulation and roof Barrier" deck. (as required by local code) i ooco00 i i i o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o°o°o°o°o°o°o°o°o°o° °o°o°o°o°o°o°o°o°o°o°°°o 00000 o0°000000000000 00000000°000°°00000°o 0 0 0 00000°oo o°o°o°o 000°0Oo° oogo°go°° SES Foam 0.5 Ib Spray ° °o°0 o° 000 o 00 0°0°00o 00000000 oao0o0o0 000000 o°o°o° ° o° o Vented Soffit °ooap000 0000°000 000°o 'Where attic entry is for the 000000�o service of utilities only,thermal SES Foam 0.5 Ib Spray o°°o°°o° °° °°° and igniton barrier on the attic side of the spray foam surface may be omitted. SES FOAM 0.5 LB SPRAY VENTED ATTIC:FLOOR!SOFFIT SES 05-3 071812 ESR-3375 I Most Widely Accepted and Trusted Page 5 of 6 8g Subfloor SES Foam 0.5 Ib Spray eve o°o°eo°aee °eo°oaoe°e °oo°oe`a 000°o °eo e°o°°eo°eo°000voo°e000000 °e°oveoeo oe°e°e°e a e°e a °e Header BgSgogB,.; Sill Joist Floor Cross Section Thermal Barrier" (as required by Exterior Grade local code) 6"Min Footer` Vapor Barrier :•� :•//\///\///\// `Where crawlspace entry is for the ` •' • . \\\/\\\/\\\/ service of utilities only,thermal and igniton barrier on the crawlspace side of the spray foam surface may be omitted. SES FOAM 0.5 LB SPRAY CRAWLSPACE:VENTED SES 05-4 071812 Subfloor oma% eve %goge Header °.00e Sil Joist o ege°8 Thermal Barrier' (as required by Exterior Grade 8 , local code) SES Foam 0.5 Ib Spray Footer----,, ooter 6"Min Vapor B trier 'Where crawlspace entry is for the service of utilities only,thermal and igniton barrier on the crawlspace side of the spray foam surface may be omitted. SES FOAM 0.5 LB SPRAY CRAWLSPACE:UNVENTED SES 05-5 071812 ESR-3375 I Most Widely Accepted and Trusted Page 6 of 6 Note:In cold climates.embed metal connector plates in spray foam to prevent winter-time condensation 0 0 o 000 ° o°o o°o° oo °° O°Oo SES Foam 0.5 lb Spray °00000°°° °° ° 000° °O000 ° 0 0 o° o ° Roof Sheathing oo°o°° ° o0 o ° 0o0 Truss Top Cord/ ,°oo° °°o Rafter o00 oeo o°o°o nnnnnn nnnnnn °o n nnnnnn Thermal Barrier' (as required by local code) Note:Local building code may require the use of a vapor retarder in cold climate zones. Ceiling/Thermal Barrier *Where attic entry is for the as required by local building code. service of utilities only,thermal and igniton barrier on the attic side of the spray foam surface may be omitted SES FOAM 0.5 LB SPRAY UNVENTED ATTIC 1 INSULATED ROOF DECK SES 05-6 071812 0 0 0 000 00 SES Foam 0.5 Ib Spray O O D O 0 0 0 to specified thickness. O O O O O O Roof Sheathing 0 00 0 0 0 0000000 O O Thermal Barrier as O O required by code. 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(D m ci O� OJ J I D `< (D N Q J J m m (D (D Cn Q z O d O — OS (- m X Z � N O 7 W y O Z D m 3 0 CD N mCD o N, m 70 3 Q c N m o f 3 = 0 3 O- CY m G� .. m e O. O o a p O D J a o m o 0 3 C) o _ m c (D O m C p r p A Z D O N ' O (n O rn rn m = N J Q c J (D oCD m - CD o m 0 --Im @a o c m rn Cn cn (D Z m m ° m ° m o o z z TK (D m � < Cl. D D Z.... - � v v.Dv (n NC N CDCD IZZ N J (Do Q c m Q Q o o c ° (Do 0 N O OO N (D O N N D J J J 3 -o m m-o aa N Q O 7 N O — C m m m(D ° loo m vm -a 3 w<o x w< _ ? v m m a v n 3 r- C)- -0 -0 o O l0 o m mJ m < m o N Cl N J Q J N i3 ZJ O Cl-N (D O_ < 0 (� �- A Z J Cy < 3 D a n) F 0 v Cel _N o v ID p N 2 J -O N � z N D. w -9 oo Cn (D m m 0 0 O A O. O N IO zCD O W N C 3 O N O O' 3 O N O D n N (D p O CL 3 O (D D (D J 3 Q N Cl d (D (D-0 E5 J- 3 3 N 0 J < - C O (D (D (D (D O_ 3 N O O SU O J O O N n J O J J cr S (D 0 q�pKrt� t4:,tt FILE U " 'p" FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: ARIA3578 Builder Name: Aria Homes, Inc. Street: 1837 Ocean Grove Ddrive Permit Office: City of Atlantic Beach City,State,Zip: Atlantic Beach, FL, Permit Number: Owner: Shepard Residence Jurisdiction: 261100 Design Location: FL,Jacksonville 1. New construction or existing New(From Plans) 9. Wall Types(4759.1 sqft.) Insulation Area a. Frame-Wood, Exterior R=21.0 4409.10 ft2 2. Single family or multiple family Single-family b. Frame-Wood,Adjacent R=21.0 350.00 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 (2086.0 sqft.) Insulation Area 5. Is this a worst case? No a. Roof Deck(Unvented) R=22.0 2086.00 ft2 6. Conditioned floor area above grade(ft2) 3578 b. N/A R= ft2 c. N/A R= ft2 Conditioned floor area below grade(ft2) 0 11.Ducts R ft2 7. Windows(758.0 sqft.) Description Area a. pti c,Ret:Attic,c,AH:2ndFl Floor 6 357.8 6 357.8 a. U-Factor: Dbl,U=0.29 284.00 ft2 b.Su : t SHGC: SHGC=0.29 12.Coolingsystems kBtu/hr Efficiency b. U-Factor: Dbl, U=0.28 270.00 ft2 a.Central Unit 36.0 SEER:13.00 SHGC: SHGC=0.30 b.Central Unit 36.0 SEER:13.00 c. U-Factor: Dbl, U=0.36 128.00 ft2 SHGC: SHGC=0.20 13. Heating systems kBtu/hr Efficiency d. U-Factor: other(see details) 76.00 ft2 a. Electric Heat Pump 36.0 HSPF:8.00 SHGC: other(see details) b. Electric Heat Pump 36.0 HSPF:8.00 Area Weighted Average Overhang Depth: 5.480 ft. 14.Hot water systems Area Weighted Average SHGC: 0.277 a. Electric Tankless Cap: 1 gallons 8. Floor Types (3578.0 sqft.) Insulation Area EF:0.920 a.Slab-On-Grade Edge Insulation R=0.0 1880.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1492.00 ft2 None c.other(see details) R= 206.00 ft2 15.Credits Pstat Total Proposed Modified Loads: 48.17 PASS Glass/Floor Area: 0.212 Total Standard Reference Loads: 76.61 I hereby certify that the plans and specifications covered by Review of the plans and oR�KE STAT this calculation are in compliance with the Florida Energy specifications covered by this ti `,. Oma, calculation indicates compliance Code. with the Florida Energy Code. PREPARED BY: � Before construction is completed o DATE: s>I I I this building will be inspected for -a- a compliance with Section 553.908 * C�, I hereby certify that this building, as designed,is in compliance Florida Statutes. OD WE with the Florida Energy Code. OWNER/AGENT: BUILDING OFFICIAL: U I_a6- -.7CD,"5_ DATE: ► DATE: Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 1/15/2015 10:48 AM 9Y 9 Ener Gau e0 USA-FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 7 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 1837 Ocean Grove Ddrive PERMIT#: /5`— 'ST P--1 G Atlantic Beach, FL, MANDATORY REQUIREMENTS SUMMARY-See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC-rated as meeting ASTM E 283. Windows and doors =0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: / gasketed doors & outdoor combustion air. Must complete envelope V leakage report or visually verify Table 402.4.2. Thermostat& 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers,filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to= R-2 +accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 &Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor-retardant covers or a liquid cover or other means proven to reduce heat loss except if 70%of heat from site-recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82%after 4/16/13). Heat pump pool heaters minimum COP=4.0. Cooling/heating 403.6 Sizing calculation performed &attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special t/ equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat>10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 1/15/2015 10:48 AM 9Y 9 Ener Gau e0 USA-FlaRes2010 Section 405.4.1 Compliant Software Page 7 of 7 TABLE 402.4.2 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: ARIA3578 Builder Name: Aria Homes, Inc. Street: 1837 Ocean Grove Ddrive Permit Office: City of Atlantic Beach City,State,Zip: Atlantic Beach, FL, Permit Number: Owner: Shepard Residence Jurisdiction: 261100 Design Location: FL,Jacksonville COMPONENT CRITERIA CHECK Air barrier and thermal barrier Exterior thermal envelope insulation for framed walls is installed in substantial contact and continuous alignment with building envelope air barrier. Breaks or joints in the air barrier are filled or repaired. Air-permeable insulation is not used as a sealing material. Air ermeable insulation is inside of an air barrier. Ceiling/attic Air barrier in any dropped ceiling/soffit is substantially aligned with ✓ insulation and any gaps are sealed. Attic access (except unvented attic), knee wall door, or drop down stair is sealed. Walls Corners and headers are insulated. ✓ Junction of foundation and sill plate is sealed. Windows and doors Space between window/door jambs and framing is sealed. Rim joists Rim joists are insulated and include an air barrier. L/ Floors (including Insulation is installed to maintain permanent contact with underside above-garage and cantilevered of subfloor decking. V, floors) Air barrier is installed at any exposed edge of insulation. Crawl space walls Insulation is permanently attached to walls. Exposed earth in unvented crawl spaces is covered with Class I Y1 vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, knee walls and flue shafts opening to exterior or unconditioned space are sealed. Narrow cavities Batts in narrow cavities are cut to fit, or narrow cavities are filled by sprayed/blown insulation. LIZ Garage separation Air sealing is provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures are air tight, IC rated, and sealed to drywall. ✓ Exception—fixtures in conditioned space. Plumbing and wiring Insulation is placed between outside and pipes. Batt insulation is cut ✓ to fit around wiring and plumbing, or sprayed/blown insulation extends behind piping and wiring. Shower/tub on exterior wall Showers and tubs on exterior walls have insulation and an air barrier ✓ separating them from the exterior wall. Electrical/phone box on Air barrier extends behind boxes or air sealed-type boxes are installed. Common wall Air barrier is installed in common wall between dwelling units. h I� HVAC register boots HVAC register boots that penetrate building envelope are sealed to subfloor or drywall. Fire lace Fire lace walls include an air barrier. EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software PROJECT FBuilding ARIA3578 Bedrooms: 4 Address Type: Street Address User Conditioned Area: 3578 Lot# Shepard Residence Total Stories: 2 Block/SubDivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Aria Homes,Inc. Rotate Angle: 0 Street: 1837 Ocean Grove Ddri Permit Office: City of Atlantic Beach Cross Ventilation: County: Duval Zi Atlantic Beach, Jurisdiction: 261100 Whole House Fan: Y, p Family Type: Single-family FL, New/Existing: New(From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp FDesign LocationTMY 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 F Blockl 1880 18800 2 Block2 1698 16844.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 1880 18800 Yes 3 2 1 Yes Yes Yes 2 2nd Floor 1575 15750 No 2 2 1 Yes Yes Yes 3 3rd Floor 123 1094.7 No 0 0 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio 1st Floor 236.6 ft 0 1880 ft2 ---- 0.2 0.55 0.25 2 Floor Over Other Space 2nd Floor ---- ---- 1369 ft2 0 0.15 0.35 0.5 3 Floor over Garage 2nd Floor ---- ---- 206 ft2 19 0 0 1 4 Floor Over Other Space 3rd Floor ---- ---- 123 ft2 0 1 0 0 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Flat Concrete 2086 ft2 0 ft2 Medium 0.96 No 0.9 No 22 0 ATTIC # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 No attic Unvented 0 2086 ft2 N N 1/15/2015 10:48 AM 9Y 9 Ener Gau eG USA-FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 7 CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic(Unvented) 1 st Floor 0.1000000014901 511 ft2 0.11 Wood 2 Under Attic(Unvented) 2nd Floor 0.1000000014901 1452 ft2 0.11 Wood 3 Under Attic(Unvented) 3rd Floor 0.10000000 14901 123 ft2 0.11 Wood WALLS Cavity Width Height Sheathing Framing Solar Below V4 ()rnJ To Wall Type Adjacent Space a _ 1 E Exterior Frame'-Wood 1st Floor 21 14 3 10 142.5 ft2 0.23 0.75 0 _2 S Exterior Frame-Wood 1st Floor 21 21 6 10 215.0 ft2 0.23 0.75 0 _3 E Exterior Frame-Wood 1st Floor 21 30 9 10 307.5 ft2 0.23 0.75 0 _4 S Exterior Frame-Wood 1 st Floor 21 49 9 10 497.5 ft2 0.23 0.75 0 _5 W Exterior Frame-Wood 1st Floor 21 5 9 10 57.5 ft2 0.23 0.75 0 _6 S Exterior Frame-Wood 1 st Floor 21 3 9 10 37.5 ft2 0.23 0.75 0 _7 W Exterior Frame-Wood 1st Floor 21 5 9 10 57.5 ft2 0.23 0.75 0 _8 N Exterior Frame-Wood 1st Floor 21 3 9 10 37.5 ft2 0.23 0.75 0 _9 W Exterior Frame-Wood 1st Floor 21 5 10 50.0 ft2 0.23 0.75 0 _10 W Garage Frame-Wood 1 st Floor 21 35 10 350.0 ft2 0.23 0.01 0 11 N Exterior Frame-Wood 1st Floor 21 9 3 10 92.5 ft2 0.23 0.75 0 12 W Exterior Frame-Wood 1st Floor 21 9 3 10 92.5 ft2 0.23 0.75 0 13 N Exterior Frame-Wood 1st Floor 21 42 9 10 427.5 ft2 0.23 0.75 0 14 E Exterior Frame-Wood 2nd Floor 21 16 10 160.0 ft2 0.23 0.75 0 15 N Exterior Frame-Wood 2nd Floor 21 7 9 10 77.5 ft2 0.23 0.75 0 _16 E Exterior Frame-Wood 2nd Floor 21 19 6 10 195.0 ft2 0.23 0.75 0 _17 S Exterior Frame-Wood 2nd Floor 21 32 3 10 322.5 ft2 0.23 0.75 0 18 W Exterior Frame-Wood 2nd Floor 21 5 9 10 57.5 ft2 0.23 0.75 0 19 S Exterior Frame-Wood 2nd Floor 21 29 3 10 292.5 ft2 0.23 0.75 0 20 W Exterior Frame-Wood 2nd Floor 21 8 6 10 85.0 ft2 0.23 0.75 0 21 N Exterior Frame-Wood 2nd Floor 21 10 8 10 106.7 ft2 0.23 0.75 0 22 W Exterior Frame-Wood 2nd Floor 21 21 6 10 215.0 ft2 0.23 0.75 0 23 N Exterior Frame-Wood 2nd Floor 21 42 9 10 427.5 ft2 0.23 0.75 0 24 E Exterior Frame-Wood 3rd Floor 21 8 6 8 10 75.1 ft2 0.23 0.75 0 25 S Exterior Frame-Wood 3rd Floor 21 17 3 8 10 152.4 ft2 0.23 0.75 0 26 W Exterior Frame-Wood 3rd Floor 21 8 6 8 10 75.1 ft2 0.23 0.75 0 27 N Exterior Frame-Wood 3rd Floor 21 17 3 8 10 152.4 ft2 0.23 0.75 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W Insulated 1 st Floor None .46 3 4 8 26.7 ft2 2 W Insulated 1st Floor None .46 3 8 24 ft2 1/15/2015 10:48 AM EnergyGauge®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 7 WINDOWS Orientation shown is the entered,Proposed orientation. / Wall Overhang v # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 E 1 Vinyl Double(Clear) Yes 0.28 0.3 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 S 2 Vinyl Double(Clear) Yes 0.29 0.29 48.0 ft2 1 ft 0 in 1 It 0 in Drapes/blinds None 3 S 2 Vinyl Double(Clear) Yes 0.3 0.27 21.3 ft2 31 ft 8 in 1 It 0 in Drapes/blinds None 4 S 2 Vinyl Double(Clear) Yes 0.28 0.3 8.0 ft2 31 ft 8 in 1 ft 0 in Drapes/blinds None 5 E 3 Vinyl Double(Clear) Yes 0.36 0.2 128.0 ft2 13 ft 0 in 1 It 0 in Drapes/blinds None 6 E 3 Vinyl Double(Clear) Yes 0.29 0.29 48.0 ft2 13 ft 0 in 1 ft 0 in Drapes/blinds None 7 E 3 Vinyl Double(Clear) Yes 0.28 0.3 32.0 ft2 13 It 0 in 1 ft 0 in Drapes/blinds None 8 S 4 Vinyl Double(Clear) Yes 0.28 0.3 16.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 9 W 5 Vinyl Double(Clear) Yes 0.28 0.3 8.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 10 W 7 Vinyl Double(Clear) Yes 0.29 0.29 10.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 11 N 11 Vinyl Double(Clear) Yes 0.28 0.3 8.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 12 N 13 Vinyl Double(Clear) Yes 0.28 0.3 8.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 13 N 13 Vinyl Double(Clear) Yes 0.3 0.29 6.0 ft2 1 ft 0 in 1 It 0 in Drapes/blinds None 14 E 14 Vinyl Double(Clear) Yes 0.29 0.29 48.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 15 E 14 Vinyl Double(Clear) Yes 0.28 0.3 20.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 16 N 15 Vinyl Double(Clear) Yes 0.29 0.29 48.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 17 E 16 Vinyl Double(Clear) Yes 0.28 0.3 54.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 18 S 17 Vinyl Double(Clear) Yes 0.28 0.3 24.0 ft2 1 ft 0 in 1 It 0 in Drapes/blinds None 19 W 18 Vinyl Double(Clear) Yes 0.28 0.3 8.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 20 S 19 Vinyl Double(Clear) Yes 0.28 0.3 24.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 21 S 19 Vinyl Double(Clear) Yes 0.29 0.29 10.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 22 W 20 Vinyl Double(Clear) Yes 0.29 0.29 20.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 23 N 21 Vinyl Double(Clear) Yes 0.29 0.29 10.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 24 W 22 Vinyl Double(Clear) Yes 0.3 0.27 21.3 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 25 W 22 Vinyl Double(Clear) Yes 0.28 0.3 30.0 ft2 1 ft 0 in 1 It 0 in Drapes/blinds None 26 N 23 Vinyl Double(Clear) Yes 0.3 0.29 6.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 27 S 25 Vinyl Double(Clear) Yes 0.29 0.29 14.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 28 W 26 Vinyl Double(Clear) Yes 0.29 0.29 14.0 ft2 1 ft 0 in 1 It 0 in Drapes/blinds None 29 N 27 Vinyl Double(Clear) Yes 0.29 0.29 14.0 ft2 1 ft 0 in 1 It 0 in Drapes/blinds None 30 N 27 Vinyl Double(Clear) Yes 0.3 0.27 21.3 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 528 ft2 322 ft2 35 ft loft 21 1/15/2015 10:48 AM 9Y 9 Ener Gau e®USA-FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 7 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0005 4692.6 257.62 484.48 .474 7.8989 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF:8 36 kBtu/hr 1 sys#1 2 Electric Heat Pump None HSPF:8 36 kBtu/hr 2 sys#2 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER:13 36 kBtu/hr 1080 cfm 0.75 1 sys#1 2 Central Unit Split SEER:13 36 kBtu/hr 1080 cfm 0.75 2 sys#2 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric Tankless Exterior 0.92 1 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None tt2 DUCTS / ----Supply---- ----Return---- Air CFM 25 CFM25 HVAC# V # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 357.8 ft Attic 89.45 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 Attic 6 357.8 ft Attic 89.45 ft Default Leakage 2nd Floor (Default) (Default) 2 2 TEMPERATURES Programable Thermostat:Y Ceiling Fans: Cooling ( Jan ( Feb Mar Apr May (X Jun fX JUI rj Aug Se ( ]Oct ( Nov f Dec Heating (X Jan f X�Feb Mar f Apr f May [ Jun [ Jul AuSep [ ]Oct [ Nov [X Dec Venting ]]]Jan [ Feb XXX]]]Mar [X]A r [ Ma [ ]]]Jun [[[ ]]]Jul Aug Se [X]Oct [X Nov [[[ Dec 1/15/2015 10:48 AM EnergyGaugeOO USA-FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 7 Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) PM 66 66 66 66 66 68 68 68 68 68 68 68 M 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) PM 66 66 66 66 66 68 68 68 68 68 68 68 M 68 68 68 68 68 68 68 68 68 68 66 66 1/15/2015 10:48 AM EnergyGauge@ USA-FlaRes2010 Section 405.4.1 Compliant Software Page 6 of 7 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 63 The lower the EnergyPerformance Index, the more efficient the home. 1837 Ocean Grove Ddrive, Atlantic Beach, FL, 1. New construction or existing New(From Plans) 9. Wall Types Insulation Area a. Frame-Wood, Exterior R=21.0 4409.10 ft2 2. Single family or multiple family Single-family b.Frame-Wood,Adjacent R=21.0 350.00 ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 d.N/A R= ft2 4. Number of Bedrooms 4 10.Ceiling Types Insulation Area 5. Is this a worst case? No a. Roof Deck(Unvented) R=22.0 2086.00 ft2 R= ft2 6. Conditioned floor area(ft2) 3578 b.N/A R c. N/A = ft2 7. Windows- Description Area 11, Ducts R ft2 a. U-Factor: Dbl,U=0.29 284.00 ft2 a.Sup:Attic, Ret:Attic,AH:2nd Floor 6 357.8 SHGC: SHGC=0.29 b.Sup: Attic, Ret:Attic,AH:2nd Floor 6 357.8 b. U-Factor: Dbl, U=0.28 270.00 ft2 SHGC: SHGC=0.30 12.Cooling systems kBtu/hr Efficiency C. U-Factor: Dbl,U=0.36 128.00 ft2 a.Central Unit 36.0 SEER:13.00 SHGC: SHGC=0.20 b.Central Unit 36.0 SEER:13.00 d. U-Factor: other(see details) 76.00 ft2 13. Heating systems kBtu/hr Efficiency SHGC: other(see details) a. Electric Heat Pump 36.0 HSPF:8.00 Area Weighted Average Overhang Depth: 5.480 ft. b. Electric Heat Pump 36.0 HSPF:8.00 Area Weighted Average SHGC: 0.277 Insulation Area 14. Hot water systems 8. Floor Types Cap:1 gallons aElectric a.Slab .-On-Grade Edge Insulation R=0.0 1880.00 ft2 EF:0.92 b. Floor Over Other Space R=0.0 1492.00 ft2 b. Conservation features c.other(see details) R= 206.00 ft2 None 15.Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building o��HE Srq�F Construction through the above energy saving features which will be installed (or exceeded) p� in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code complian e tures. � ' --- ._ o Builder Signature: Date: lI2ZIl `� -a Address of New Home: 0(ea G City/FL Zip: `ate Qdf �ob WE t�aZ�',V *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 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge@ USA-FlaRes2010 Section 405.4.1 Compliant Software Job: ARIA3578 wri htsoft Project Summary Date: 01/14/15 9 Entire House By: DRS A/C Masters HVAC, Inc. 445 Tresca Road,Suite#204,Jacksonville, FL 32256 Phone:904-722-8995 Fax:904-722-8944 Project • • For: Aria Homes, Inc. 701 Market Street, Suite#111, St.Augustine, FL 32095 Phone: 904-610-4762 Fax: 904-212-2045 Notes: 1837 Ocean Grove Drive Shepard Residence Desiqn Information Weather: Jacksonville, Int'I Airport, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 OF Outside db 93 °F Inside db 70 'F Inside db 75 OF Design TD 38 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 50 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 49990 Btuh Structure 38126 Btuh Ducts 12683 Btuh Ducts 15811 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 62673 Btuh Use manufacturer's data n Rate/swing multiplier 0.98 Infiltration Equipment sensible load 52858 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average 0 Structure 4038 Btuh Fireplaces Ducts 3424 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area(ft2) 3578 3578 Equipment latent load 7462 Btuh Volume (ft3) 35780 35780 Equipment total load 60320 Btuh Air changes/hour 0.28 0.15 Equiv.AVF (cfm) 167 89 Req. total capacity at 0.70 SHR 6.3 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2015-Jan-15 10:56:24 wrightsoft^ Right-Suite®Universal 2015 15.0.08 RSU13256 Page 1 ,I'M ...ria Homes\MISC\1837 Ocean Grove Dr(Shepard).rup Calc=MJ8 Front Door faces: W Job: ARIA3578 + wrightsoft` Project Summary Date: 01/14/15 1st System B DRS A/C Masters HVAC, Inc. 445 Tresca Road,Suite#204,Jacksonville,FL 32256 Phone:904-722-8995 Fax:904-722-8944 Project • • For: Aria Homes, Inc. 701 Market Street, Suite#111, St.Augustine, FL 32095 Phone: 904-610-4762 Fax: 904-212-2045 Notes: 1837 Ocean Grove Drive Shepard Residence Desiqn Information Weather: Jacksonville, Int'I Airport, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 38 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 50 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 25575 Btuh Structure 18956 Btuh Ducts 6517 Btuh Ducts 8121 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 32092 Btuh Use manufacturer's data n Rate/swing multiplier 0.98 Infiltration Equipment sensible load 26535 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average 0 Structure 1788 Btuh Fireplaces Ducts 1770 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area(ft2) 1880 1880 Equipment latent load 3558 Btuh Volume (ft3) 18800 18800 30093 Btuh Air changes/hour 0.24 0.13 Equipment total load Equiv.AVF (cfm) 76 41 Req. total capacity at 0.74 SHR 3.0 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER Trade CARRIER Model CH14NA036""A Cond CH14NA036****A AHRI ref 6803058 Coil FB4CNF036 AHRI ref 6803058 Efficiency 8 HSPF Efficiency 11.5 EER, 13 SEER Sensible cooling 25456 Btuh Heating input 8944 Btuh Heating output 34000 Btuh @ 470F Latent cooling 34400 Btuh Temperature rise 27 OF Total cooling 1147 cfm Actual air flow 1147 cfm Actual air flow 0.042 cfm/Btuh Air flow factor 0.036 cfm/Btuh Air flow factor 0 in H2O Static pressure 0 in H2O Static pressure 0 88 Space thermostat Load sensible heat ratio Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2015-J an-15 10:56:24 le& wrightsoft` Right-Suite®Universal 2015 15.0.08 RSU13256 Page 2 ...ria Homes\MISC\1837 Ocean Grove Dr(Shepard).rup Calc=MJ8 Front Door faces: W Job: ARIA3578 + wrightsoft' Project Summary Date: DRS/15 2nd System By: A/C Masters HVAC, Inc. 445 Tresca Road,Suite#204,Jacksonville,FL 32256 Phone:904-722-8995 Fax:904-722-8944 Project • • For: Aria Homes, Inc. 701 Market Street, Suite#111, St.Augustine, FL 32095 Phone: 904-610-4762 Fax: 904-212-2045 Notes: 1837 Ocean Grove Drive Shepard Residence Desiqn Information Weather: Jacksonville, Int'I Airport, FL, US Winter Design Conditions Summer Design Conditions Outside db 32 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 38 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 50 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 24415 Btuh Structure 19170 Btuh Ducts 6166 Btuh Ducts 7690 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 30581 Btuh Use manufacturer's data n Rate/swing multiplier 0.98 Infiltration Equipment sensible load 26322 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average 0 Structure 2250 Btuh Fireplaces Ducts 1654 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area(ft2) 1698 1698 Equipment latent load 3904 Btuh Volume(ft3) 16980 16980 Air changes/hour 0.32 0.17 Equipment total load 30226 Btuh Equiv.AVF (cfm) 91 49 Req. total capacity at 0.74 SHR 3.0 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER Trade CARRIER Model CH14NA036""A Cond CH14NA036""A AHRI ref 6803058 Coil F64CNF036 AHRI ref 6803058 Efficiency 8 HSPF Efficiency 11.5 EER, 13 SEER Heating input Sensible cooling 25456 Btuh Heating output 34000 Btuh @ 47°F Latent cooling 8944 Btuh 34400 Btuh Temperature rise 27 OF Total cooling Actual air flow 1147 cfm Actual air flow 1147 cfm Air flow factor 0.038 cfm/Btuh Air flow factor 0.043H2 cfm/Btuh in Static pressure 0 in H2O Static pressure 0 n H2O Space thermostat Load sensible heat ratio 0.87 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2015-Jan-15 10:56:24 Wrightsoft Right-Suite®Universal 2015 15.0.08 RSU13256 Page 3 �� ...ria Homes\MISC\1837 Ocean Grove Dr(Shepard).rup Calc=MJ8 Front Door faces: W htsoft Rig ht-J®Worksheet Date: 01/14/15 Job: AR wri914/15 Entire House By: DRS A/C Masters HVAC, Inc. 445 Tresca Road,Suite#204,Jacksonville,FL 32256 Phone:904-722-8995 Fax:904-722-8944 1 Room name Entire House 1st System 236.6 It 2 Exposed wall 482.2 ft 10.0 ft 3 Room height 10.0 ft 4 Room dimensions3578.0 ft' 1880.0 ft2 5 Room area Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number (Bt utt/ft2-°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V)I 121-0w 0.068 n 2.58 1.46 1322 1197 3093 1750 558 536 1385 784 FL--GG 3A-2os v 0.280 n 10.64 10.13 103 0 1096 1044 0 0 0 0 22 0 234 248 3A-2ov 0.280 n 10.64 11.26 22 0 234 248 12E-Osw 0.068 a 2.58 1.46 880 520 1344 760 450 212 548 310 11 3A-2ov 0.2801 e 10.64 33.81 238 0 2532 8047 238 0 2532 8047 ILL������ 3A-2ov 0.2801 e 10.64 32.43 122 0 1298 3957 0 0 0 0 V� 12E-Os w 0.068 s 2.58 1.46 1517 1352 3494 1977 750 657 1698 961 T:-:OG 3A-2ov 0.280 s 10.64 11.26 93 186 990 1047 93 186 990 1047 lO 3A-2ov 0.280 s 10.54 12.13 72 173 766 874 0 91 0 0 WWW 12E-Osw 0.068 w 2.58 1.46 695 535 1382 782 258 91 494 279 3A-2ov 0.280 w I 10.64 33.81 40 0 426 1353 40 0 426 1353 3A-2o v 0.280 w 10.64 32.43 93 12 990 3016 0 6 0 0 D 11J0 0.600 w ! 22.80 18.36 27 27 616 496 27 27 616 496 1 I 1127 466 350 326 1127 466 2C-Osw 0.0911 - 3.46 1.43 350 326 D 11DO 0.3901 w 14.82 11.93 24 24 356 286 24 24 356 286 I- P 16A-19td 0.049 0.00 0.00 0 0 0 0 0 0 0 0 511 511 1573 1411 C 16D-11td 0.081 w I 3.08 2.76 2086 2086 6421 5762 F 19A-19bscp 0.049 - 1 1.46 0.69 206 206 301 142 0 0 0 0 F 22A-tph 1.358 w I 51.60 0.00 1880 321 16555 0 1880 202 10414 0 i I I 0 0 6 c)AED excursion 43018 32006 22391 15688 Envelope loss/gain 6972 1769 3184 808 12 a) Infiltration 0 0 0 0 b) Room ventilation 5 1150 2 460 13 Internal gains: Occupants @ 230 3200 2000 Appliances/other Subtotal(lines 6 to 13) 49990 38126 25575 18956 0 0 0 0 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution gygg0 38126 25575 18956 14 Subtotal 25% 41% 12683 15811 25% 43% 6517 8121 15 Duct loads 62673 53936 32092 27077 Total room load 2294 2294 1147 1147 Air required(cfm) Calculations aPproved by ACCA to meet all requirements of Manual J 8th Ed. 2015-Jan-15 10:56:24 4+,­ wright:sOft' Right-Suite®Universal 2015 15.0.08 RSU13256 Page 1 AG�P ...ria Homes\MISC\1837 Ocean Grove Dr(Shepard).rup Calc=MJ8 Front Door faces: W wri htsoft Rig ht-J®Worksheet Date: 01/114/154/15 Job: AR 9 Entire House By: DRS A/C Masters HVAC, Inc. 445 Tresca Road,Suite#204,Jacksonville, FL 32256 Phone:904-722-8995 Fax:904-722-8944 1 Room name 2nd System 2 Exposed wall 245.6 ft 10.0 it 3 Room height 4 Room dimensions 1698.0 it' 5 Room area Ty Construction U-value Or HTM Area (ft2) Load Area Load number (Bt uh/ft2-°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 612E-Osw 0.068 n 2.58 1.46 764 661 1708 966 ► _G 3A-2ov 0.280 n 10.64 10.13 103 0 1096 1044 _G 3A-2ov 0,2801 n 10.64 11.26 0 0 0 0 12E-Osw O.C681 e 2.58 1.46 430 308 796 450 11 3A-2ov 0.280; e 10.64 33.81 0 0 0 0 3A-2ov 0.2801 e 10.64 32.43 122 0 1298 3957 12E-0sw 0.0681 s 2.58 1.46 767 695 1796 1016 3A-2ov 0.2801 s I 10.64 11.26 0 0 0 0 3A-2ov 0.2801 s 10.64 12.13 72 144 766 874 12E-Osw 0.0681 w I 2.58 1.46 437 344 889 500 3A-2ov 0.280 w 10.64 33.81 0 0 0 3A-2ov 0.280 w 10.64 32.43 93Vl� 6 990 3016 D 11J0 0.600 w I 22.80 18.36 0 0 0 0 R 12C-Osw 0.0911 3.46 1.43 0 0 0 0 L--D 11 DO 0.390 w i 14.82 11.93 0 0 0 0 P 16A-19td 0.049; 0.00 0.00 0 0 0 0 C 16D-11td 0.081 j w I 3.08 2.76 1575 1575 4848 4350 F 19A-19bscp 0.0491 1.46 0.69 206 206 301 142 F 22A-tph 1.3581 w l 51.60 0.00 0 119 6141 0 I i i 0 6 c)AED excursion 20628 16319 Envelope loss/gain 3788 961 12 a) Infiltration O 0 b) Room ventilation 13 Internal gains: Occupants @ 230 3t305 Appliances/other Subtotal(lines 6 to 13) Less external load Less transfer 0Redistribution 014 Subtotal 25� 400Duct loads0Total room load 7-7 Air required(cfm) Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2015-Jan-15 10:56:24 -P* wrightsOft Right-Suite®Universal 2015 15.0.08 RSU13256 Page 2 i4G�' ...ria Homes\MISC\1837 Ocean Grove Dr(Shepard).rup Calc=MJ8 Front Door faces: W Job: ARIA3578 - wrightsoft° Right-JO Worksheet Date: 01/14/15 1st System By: DRS A/C Masters HVAC, Inc. 445 Tresca Road,Suite#204,Jacksonville,FL 32256 Phone:904-722-8995 Fax:904-722-8944 1st System 1st Floor 1 Room name 236.6 it 2 Exposed wall 236.6 f,, 3 Room height 10.0 it 10.0 it heat/cool 1880.0 x 1.0 It 4 Room dimensions 1880.0 ft2 1880.0 ft2 5 Room area Ty Construction U-value Or HTM Area (ft2) Area (ft2) Load Load number (Btuh/ft2-°F) Btuh ft2) or perimeter (it) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vf/ 12E-0sw 0.068 n 2.58 1.46 558 536 1385 784 558 536 1385 784 I�----GG 3A-2ov 0.280 n 0.00 0.00 0 0 0 0 0 0 0 0 3A-2ov 0.280 n 10.64 11.26 22 0 234 248 22 0 234 248 12E-Osw 0.06&, a 2.58 1.46 450 212 548 310 450 212 548 310 11 3A-2ov 0.280 e 10.64 33.81 238 0 2532 8047 238 0 2532 8047 ��------GG 3A-2ov 0.280' a 0.00 0.00 0 0 0 C 0 0 0 0 W, 12E-Os w 0.0681 s 2.58 1.46 750 657 1698 961 750 657 1698 961 �-L 3A-2ov 0.280 s I 10.64 11.26 93 186 990 1047 93 93 990 1047 L t 3A-2ov 0.28 19911 0 s 0.00 0.00 0 29 0 0 0 0 0 12E-Osw 0.068 w 2.58 1.46 258 191 494 279 258 494 279 3A-2ov 0.280 w I 10.64 33.81 40 C 4266 1353 0 3 4266 1353 3A-2ov 0.280 w C.00 0.00 0 6 11J0 0.600 w 22.80 18.36 27 27 616 496 27 27 616 496 R 12C-Osw 0.0911 - 3.46 1.43 350 326 1127 466 350 326 1127 466 L-p 11 D0 0.390 w 14.82 11.93 24 24 356 286 24 24 356 286 P 16A-19td 0.049 - I 0.00 0.00 0 0 511 1573 1411 0 0 0 0 0 0 C 16D-11td 0.0811 w 3.08 2.76 511 511 1573 1411 511 F 19A-19bscp 0.049 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tph 1.358; w 51.60 0.00 1880 202 10414 0 1880 202 10414 0 I i 0 0 6 c)AED excursion 22391 15688 22391 15688 Envelope loss/gain 3184 808 3184 808 12 a) Infiltration 0 0 0 0 b) Room ventilation 230 2 460 2 460 13 Internal gains: Occupants @ 2000 2000 Appliances/other 25575 18956 25575 18956 Subtotal(lines 6 to 13) 0;270771 0 0 Less external load 0 0 0 Less transfer 0 0 0 Redistribution 25575 25575 18956 14 Subtotal 25% 43% 6517 25% 43% 6517 8121 15 Duct loads 32092 32092 27077 Total room load 1147 1147 1147 Air required(cfm) Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2015-Jan-15 10:56:24 -4,11- wrightsoft Right-Suite®Universal 2015 15.0.08 RSU13256 Page 3 '��� ...ria Homes\MISC\1837 Ocean Grove Dr(Shepard).rup Calc=MJ8 Front Door faces: W Job: ARIA3578 + wrightsoft Right-J@ Date: 01/14/15 2nd System By: DRS A/C Masters HVAC, Inc. 445 Tresca Road,Suite#204,Jacksonville,FL 32256 Phone:904-722-8995 Fax:904-722-8944 2nd System 2nd&3rd Floor 1 Room name 245.6 it 245.6 it 2 Exposed wall 10.0 it 10.0 it heat/cool 3 Room height 1698.0 x 1.0 it 4 Room dimensions 1698.0 ft2 1698.0 ft2 5 Room area z Load Area (ft2) Load Ty Construction U-value Or HTM Area r. (ft2) ft Bt d or perimeter (ft) (Btuh) number (Btuh/ft2-°F) (Btuh/ft2) or pe O ( ) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VIJ 121-Osw 0.068 n 2.58 1.46 764 661 1708 966 764 661 1708 966 tF-GG 3A-2ov 0.280 n 10.64 10.13 103 0 1096 1044 103 0 1096 1044 3A-2ov 0.280 n 0.00 0.00 0 0 0 0 0 0 0 0 12E-Os w 0.0681 e l 2.58 1.46 430 308 796 40 4300 3080 7 0 40 11 3A-2ov 0.280 a 0.00 0.00 0 0 0 �!----GG 3A-2ov 0.2801 a 10.64 32.43 122 0 1298 3957 122 0 1296 3957 A-2ov 0.068 s I 2.58 1.46 767 695 1796 1016 767 695 1796 1016 3A-2ov 0.280 s ! 0.00 0.00 0 0 0 0 0 0 0 0 3A-2ov 0.2801 s 10.64 12.13 72 144 766 874 72 72 766 874 12E-0sw 0.0681 w 2.58 1.46 437 344 889 503 437 344 889 503 G 3A-2ov 0.2801 w 0.00 0.00 0 0 0 0 0 0 0 0 I-G 3A-2ov 0.280' w 10.64 32.43 93 6 990 3016 93 0 990 3016 0 0 0 LL pp 11J0 0.6001 w 0.00 0.00 0 0 0 0 0 R 12C-0sw 0.0911 - 1 0.00 0.00 0 0 0 0 0 0 0 0 L-D 11 DO 0.3901 w 0.00 0.00 0 0 0 0 0 0 0 0 . 1 0.00 0.00 0 0 0 0 0 0 P 16A-191d 0 0491 - 0 0 C 16D-11td 0.081 w I 3.08 2.76 1575 1575 4848 4350 1575 1575 4848 4350 142 206 206 301 F 19A-19bscp 0.0491 - ! 1.46 0.69 206 206 301 142 F 22A-tph 1.358 w 1 51.60 0.00 0 119 6141 0 0 119 6141 0 I ' i 0 0 6 c)AED excursion 20628 16319 20628 16319 Envelope loss/gain 3788 961 3788 961 12 a) Infiltration 0 0 0 0 b) Room ventilation 3 690 3 690 =1oad l gains: Occupants @ 230 1200 1200 Appliances/other 24415 19170 24415 19170 al(lines 6 to 13) 0 0 0 0 xternal load 0 0 0 0 ransfer 0 0 0 0 nbution 24415 19170 24415 19170 tal 259% 40% 6166 7690 25% 40% 6166 7690 oads 30581 26860 30581 26860 room load 1147 1147 1147 1147 quired(cfm) Calculations approved by ACCA to meet all rarluirements of Manual J 8th Ed. 2015-Jan-15 10:56:24 _ 4` wrightsOft, Right-Suite®Universal 2015 15.0.08 RSU13256 Page 4 '��A ...ria Homes\MISC\1837 Ocean Grove Dr(Shepard).rup Calc=MJ8 Front Door faces: W Job: ARIA3578 Building Analysis Date: 01/14/15 - wrightsoft® Entire House By: DRS A/C Masters HVAC, Inc. 445 Tresca Road,Suite#204,Jacksonville,FL 32256 Phone:904-722-8995 Fax:904-722-8944 Proaect Information For: Aria Homes, Inc. 701 Market Street, Suite#111, St.Augustine, FL 32095 Phone: 904-610-4762 Fax: 904-212-2045 t - • • • • Location: Indoor: Heating Cooling Jacksonville, Int'I Airport, FL, !US Indoor temperature(°F) 70 18 Elevation: 30 ft Design TD ( 38 Latitude: 31 Relative humidity (%) 30 50 °N Outdoor: Heating Cooling Moisture difference(gr/Ib) 11.5 50.0 o32 93 Infiltration: Dry bulb( G: ) 18 ( M ) Method Wt bulb(°F)) - 77 Construction Simplified Daily range - quality Average Wet Wind speed (mph) "5.0 7.5 Fireplaces 0 Heatinq Component Btuh/ft2 Btuh %of load Walls 2.7 10440 16.7 Glazing 10.6 8331 13.3 Doors 19.0 971 1.5 Ceilings 3.1 6421 10.2 Floors 8.1 I 16855 26.9 Infiltration 1.61 6972 11.1 Ducts 112683 20.2 Piping0 Humidification I 0 u Ventilation 0 0 Adjustments 0 TO 62673 100.0 Component I Btuh/ft2 Btuh %of load W Walls 1 1.5 5735 10.6 Glazing 25.0 19585 36.3 Doors 15.3 782 1.5 Ceilings 2.8 5762 10.7 Floors 0.1 I 142 0.3 Infiltration 0.4 i 1769 3.3 Ducts 15811 29.3 Ventilation 0 0 ° Internal gains 4350 8.1 Blower 0 0 Adjustments 0 Total 53936 100.0 odw Latent Cooling Load=7462 Btuh Overall U-value=0.127 Btuh/ft2-°F Data entries checked. 2015-Jan-15 10:56:25 WI'1 I1tSOft' Page 1 !.� 9 Right-Suite®Universal 2015 15.0.08 RSU Front D /�+M ...ria Homes\MISC\1837 Ocean Grove Dr(Shepard).rup Calc=MJS Front Door faces: W Job: ARIA3578 Building Analysis Date: 01/14/15 - wrightsoft' 1st System By: DRS A/C Masters HVAC, Inc. 445 Tresca Road,Suite#204,Jacksonville,FL 32256 Phone:904-722-8995 Fax:904-722-8944 • . a ra • • For: Aria Homes, Inc. 701 Market Street, Suite#111, St.Augustine, FL 32095 Phone: 904-610-4N2 Fax: 904-212-2045 Indoor: Heating Cooling Location: Indoor temperature(°F) 70 Jacksonville, Int'I Airrt, FL, US Design TD (°F) 38 18 Elevation: 30 t Relative humidity (%) 30 50 Latitude: 31 °N Heating Cooling Moisture difference(gr/lb) 11.5 50.0 Outdoor: Dry bulb(OF) 32 93 Infiltration: p Sim lified Dally range (OF) - 18 ( M ) Method Wet bulb(°F) - 77 Construction quality OAverage Wind speed (mph) 15.0 7.5 Fireplaces • Component Btuh/ft2 Btuh %of load Walls 2.7 5251 16.4 Glazing 10.6 4182 13.0 Doors 19.0 971 3.0 Ceilings i 3.1 1573 4.9 Floors 5.5 10414 32.4 Infiltration 1.6 3184 9.9 Ducts 6517 20.3 Piping 0 Humidification 0 0 Ventilation 00 0 Adjustments 32C921, 100.0 Total Com nent Btuh/ft2 Btuh %of load W C— Walls 1.5 2799 10.3 Glazing 27.2 10695 39.5 Doors 15.3 782 2.9 Ceilings 2.8 11 1411 5 0 Floors 0 0 Infiltration 0.4 808 3.0 Ducts 8121 30.0 Ventilation 0 0 Internal gains 2460 9.1 Blower 0 I 0 Adjustments 27077 100.0 Total Latent Cooling Load= 3558 Btuh Overall U-value=0.124 Btuh/ft2-OF Data entries checked. 2015-Jan-15 10:56:25 1' Wrli htsoft` Page 2 9 Right-Suite®Universal 2015 15.0.08 RSU13256 Calc=MJB Front Door faces: W ...ria Homes\MISC\1837 ocean Grove Dr(Shepard).rup Job: ARIA3578 wrightsoft® Building Analysis Date: DRS/15 2nd System By: A/C Masters HVAC, Inc. 445 Tresca Road,Suite#204,Jacksonville,FL 32256 Phone:904-722-8995 Fax:904.722-8944 'Project • • For: Aria Homes; Inc. 701 Market Street, Suite#111, St.Augustine, FL 32095 Phone: 904-610-4762 Fax: 904-212-2045 Location: Indoor: Heating Cooling Jacksonville, Int'I Airport, FL, US Indoor temperature(°F) 70 Elevation: 30 t Design TD (°F) 38 18 Latitude: 31 `N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 11.5 50.0 Dry bulb(�F, 32 93 Infiltration: Simplified Daily rang& � ) - 18 ( M ) Method p Wet bulb(°F) - 77 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Heatinq Component Btuh/ft2 Btuh %of load Walls 2.6 5189 17.0 Glazing 10.6 4150 13.6 Doors 0 0 0 Ceilings 3.1 4848 15.9 Floors 31.3 6441 21.1 Infiltration 1.6 3788 12.4 Ducts 6166 20.2 Piping 0 0 Humidification I 0 0 .`� Ventilation 0 0 Adjustments 0 Total 30581 1 100.0 Coolinq ComDonent I Btuh/ft2 Btuh %of load Wel Walls 1.5 2936 10.9 Glazing 22.8 8890 33.0 Doors 0 0 Ceilings 2.8 4350 16.2 Floors 0.7 142 I 0.5 Infiltration 0.4 961 3.6 Ducts I 7690 28.6 Ventilation 0 0 Internal gains 1890 7.0 Blower 0 0 Adjustments i 26860 100 0 Total �.� Latent Cooling Load=3904 Btuh Overall U-value= 0.130 Btuh/ft2-OF Data entries checked. 2015-Jan-15 10:56:25 wrightsoft' Right- Universal 2015 15.0.08 RSU13256 Page 3 ...ria Homes\MISC\1837 ocean Grove Dr(Shepard).rup Calc=MJ8 Front Door faces: W Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek� RE: J140482 - Aria Homes / Shepard Res/JWK MiTek USA, Inc. Site Information: Tam Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Aria Homes, Inc. Project Name: Shepard Residence Model: Lot/Block: Subdivision: Address: 1837 Ocean Grove Drive City: Atlantic Beach State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Luis A Pontigo License #: FL PE# 53311 Address: 496 Osceola Ave City: Jacksonville Beach State: 32250 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 80.0 psf Floor Load: 75.0 psf This package includes 137 individual, dated 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 IT6709869 IF01 112/22/01418 1 T6709886 M02 12/22/01 12 I T6709870 I F02 112/22/01419 I T6709887 I SF01 112/22/014 13 I T6709871 I F03 112/22/01420 I T6709888 1SF02 12/22/014 14 I T6709872 I F04 1 12/22/01421 1 T6709889 SF03 112/22/014 15 I T6709873 I F05 112/22/01422 T6709890 I SF04 112/22/014 6 I T6709874 I F06 1 12/22/01423 T6709891 SF05 12/22/014 7 I T6709875 I F07 112/22/01424 T6709892 I SF06 112/22/014 8 I T6709876 I F08 112/22/01425 T6709893 1SF07 12/22/014 19 I T6709877 I F09 112/22/01426 T6709894 I SF08 112/22/01 110 I T6709878 I F10 112/22/01427 I T6709895 I SF09 112/22/014 Ill I T6709879 I F10A 1 12/22/01428 1T6709896 SF10 112-/22/014 112 I T6709880 I F11 112/22/01429 I T6709897 I SF11 112/22/01 113 I T6709881 I F12 112/22/01430 I T6709898 I SF12 112/22/01 114 I T6709882 I F13 112/22/01431 I T6709899 I SF13 112/22/01 115 I T6709883 I F14 1 12/22/01432 I T6709900 I SF14 1 12/22/014 116 I T6709884 I F15 112/221/01 33 C T6709901 I SF14A 112/22/014 117 I T6709885 I M01 112/22/01434 I T6709902 I SF15 112/22101 The truss drawing(s)referenced above have been prepared by MiTekEL�S It.,, Industries,Inc.under my direct supervision based on the parameters �.� �,P.......• 41, provided by Manning Building Supplies. �`��SNG''��C E N SF'•.O'�O'� Truss Design Engineer's Name: Magid, Michael _ * No 536 My license renewal date for the state of Florida is February 28,2017. = IMPORTANT NOTE:Truss Engineer's responsibility is solely for :^° ' •�= .-' STATE OF .'44/• design of individual trusses based upon design parameters shown �0. �.••,c on referenced truss drawings. Parameters have not been verified �., •. 0 R O P'•��',� as appropriate for any use. Any location identification specified is s`,,, � S/ONA for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, FL Cert. 6634 per ANSI/TPI-1, Chapter 2. December 22,2014 Magid,Michael 1 of 3 RE: J140482 - Aria Homes / Shepard Res /JWK Site Information: Customer Info: Aria Homes, Inc. Project Name: Shepard Residence Model: Lot/Block: Subdivision: Address: 1837 Ocean Grove Drive City: Atlantic Beach State: FL No. Seal# Truss Name Date No�eal# Truss Name_FDat� 35 IT6709903 ISF16 12/22/01478 IT6709946 JUT06 12/22/01 136 I T6709904 I SF17 112/22/01479 I T6709947 J UT07 112/22/01 137 I T6709905 I SF18 112/22/01480 I T6709948 J UT08 112/22/01 138 I T6709906 I SF19 112/22/01481 I T6709949 J UT09 112/22"1 139 I T6709907 I SF20 12/22/01482 I T6709950 I UT10 112/22/014 140 I T6709908 I SF20A 112/22/01483 IT 709951 J UT11 112/22/01 141 I T6709909 I SF21 112/22/01484 I T6709952 J UT12 112/22/01 142 I T6709910 I SF22 112/22/01485 I T6709953 I UT13 112/22/014 143 I T6709911 I SF23 112/22/01486 I T6709954 I UT14 112/22/01 144 I T6709912 I SF23A 112/22/01487 I T6709955 I UT15 112/22/01 145 I T6709913 I SF24 112/22/01488 I T6709956 I UT16 112/22/01 146 I T6709914 I SF25 112/22/01489 I T6709957 I UT16A 112/22/014 147 I T6709915 I J01 1 12/22/01490 I T6709958 I UT17 12/22/014 148 I T6709916 I J01 A 1 12/22/01491 T6709959 J UT18 112/22/014 149 I T6709917 I J01 C 112/22/01492 I T6709960 I UT19 112/22/01 150 I T6709918 J01 D 1 12/22/01493 I T6709961 J UT20 112/22/014 151 I T6709919 J J01 E 1 12/22/01494 I T6709962 J UT21 112/22/014 152 I T6709920 I J02 1 12/22/01495 I T6709963 UT22 12/22/014 153 I T6709921 I J02A 112/22/01496 I T6709964 J UT23 112/22/01 154 I T6709922 I J02C 12/22/01497 76709965 UT24 1 12/22/014 155 I T6709923 I J02D 112/22/01498 I T6709966 I UT24A 112/22/014 X56 76709924 I J02E 1 12/22/01499 I T6709967 J UT25 112/22/01 157 I T6709925 I J03 112/22/014100 I T6709968 J UT26 112/22"1 158 I T6709926 I J03A 112/22/014101 I T6709969 J UT27 112/22/0 1_4 159 I T6709927 I J03C 112/22/014102 I T6709970 J UT28 112/22/014 160 I T6709928 I J03D 112/22/014103 I T6709971 I UT29 112/22/014 161 I T6709929 I J03E 112/22/014104 I T6709972 J UT30 112/22/01 162 I T6709930 I J04 1 12/22/014105 I T6709973 I UT31 112/22/01 163 I T6709931 I J05 112/22/014106 I T6709974 J UT32 112/22/014 164 I T6709932 I J06 1 12/22/014107 I T6709975 J UT33 112/22/014 165 I T6709933 I J06A 112/22/014108 I T6709976 J UT34 112/22/01 166 I T6709934 I J07 112/22/014109 I T6709977 J UT35 1 12/22/014 167 I T6709935 I J07A 112/22/014110 I T6709978 UJ01 112/22/01 168 I T6709936 I J08 112/22/014111 I T6709979 J UJ02 112/22/014 169 I T6709937 I J09 1 12/22/014112 I T6709980 J UJ03 112/22/01 170 I T6709938 I J10 112/22/014113 I T6709981 J UJ04 1 12/22/014 171 I T6709939 I J 11 1 12/22/014114 I T6709982 J UJ05 112/22/01 172 I T6709940 I J 12 112/22/014115 I T6709983 J UJ06 1 12/22/014 173 I T6709941 I UT01 1 12/22/014116 I T6709984 J UJ07 112/22"1 74 T67Q9942 UT02 12!22!014117 T67Q9985 UJ08 112/22!014 175 1 76709943 1 UT03 112/22/014118 1 76709986 1 UJ09 12/22/014 176 I T6709944 J UT04 112/22/014119 I T6709987 J UJ 10 12/22/014 1 77 I T6709945 J UT05 112/22/014120 I T6709988 J UJ 11 112/22/01 2of3 RE: J140482 - Aria Homes / Shepard Res/JWK Site Information: Customer Info: Aria Homes, Inc. Project Name: Shepard Residence Model: Lot/Block: Subdivision: Address: 1837 Ocean Grove Drive City: Atlantic Beach State: FL No. Seal# =Truss Name Date 121 IT6709989 JUJ12 12/22/01 1 122 I T6709990 J UJ 13 12/22/014 1 123 I T6709991 J UJ14 112/22/014 1 124 I T6709992 J UJ15 1 12/22/014 1 125 I T6709993 J UJ16 112/22/014 1 126 I T6709994 J UJ 17 112/22/01 1 127 I T6709995 J UJ18 1 12/22/014 1 128 J T6709996 J UJ19 112/22/014 1 129 I T6709997 J UJ20 112/22/01 130 T6709998 J UJ21 112/22/014 1 131 I T6709999 J UJ22 112/22/014 1 132 I T6710000 I T01 112/22/014 1 133 I T6710001 I T02 12/22/01 134 IT6710002 JTJ01 112/22/014 1 135 IT6710003 I TJ02 112/22/01 1 136 I T6710004 I TJ03 112/22/014 1 137 I T6710005 J TJ04 112/22/014 3of3 } russ Truss Type uty Aria Homes!Shepard Res/JW K 76709869 J140462 F01 Floor 1 1 Job Reference tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:07 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-OuwnjoBE92Q4Yvnx?es P 53ilHAe3e u7YBL01tQy7M F E 0-1-8 1-11-8 0 -0� 1-11-8 2-5-4 i ~ 1 2-4-12 H D{-0 r Scale=1:27.3 1.5x4 I 1.5x4= 1.5x4 4x10- 1.5x4 1.5x4 !I 3x8= 1 2 3 4 5 6 7 8 9 9 i 0 N 17 16 14 13 12 11 10 18 15 4x7= 1.5x4 4x7= 1.5x4 II 4-11-4 5 16-1-8 4-11-4 0-1-4 11-1-0 Plate Offsets(X,Y)-- [9:0-3-0 Edge) [19:0-1-8 0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.04 11-12 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(TL) -0.06 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.01 10 n/a n/a E BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:104 lb FT=20%F,11%E j LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 18=238/0-3-8,10=767/Mechanical,15=1367/0-5-8 Max Upliftl8=-43(LC 4) Max Grav 18=330(LC 3),10=789(LC 7),15=1374(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 18-19=-317/63,1-19=-316/63,9-10=-77810,4-5=-778/0,5-6=-778/0,6-7=-112610, 7-8=-888/0,8-9=-88810 BOT CHORD 15-16=-391/0,14-15=-386/0,13-14=0/1126,12-13=0/1126,11-12=0/1126 WEBS 4-15=-1352/0,1-17=-135/288,4-16=0/506,3-16=-260/0,9-11=0/1091,4-14=0/1197, 8-11=-444/0,5-14=-392/0,7-11=331/0,6-14=-52210 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 43 Ib uplift at joint 18. �I `S 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. `��,1 P.E�;•••:' 6)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 `% (j`` G E N be attached to walls at their outer ends or restrained by other means. 4; SF•'.•�Q�i� 7)CAUTION,Do not erect truss backwards. •�: No 53681 � 1y/yry /yam s 3 STATE F : .#I11 /O N AL rrrrrrtt�� FL Cert. 6634 December 22,2014 Q WARMNG-Vaijy design pm-mweteaa and READ NOTEs ON 7wis AND INCLUDED 66T1SK RBABRB,NCB PAGE 661-7473 BBFORB USB. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an IndhAdwil building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Addltbnd temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.rot general guidance regarding fabrication.quality control,storage,delivery.erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety tnfonnatlon avdcble from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610-4115 ff sautl>ivn gine(SP)lumber is specified.the design values ase ttwse effective 06/01/2013 by Also t Jobtoss runs Type ty Aria Homes!Shepard Res!JW K 76709670� J140482 F02 Floor 9 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:07 2014 Page 1 I D:VKMXOV XcQs?TGQtXBw7rLxy7oku-OrtwnjoBE92Q4Yvnx?esP53ik9AacesjYBL01tQy7MFE 2-5-4 2-1-12 2±4 Scale=1:27.0 1.5x4 II 1.5x4 11 3x3= 1.5x4 11 3x3= 1.5x4 47= 1 4x7= 2 3 4 5 6 7 8 I o 6 N I 14 13 12 11 10 9 3x3 II 4x10= 3x3= 3x3= 4x10= 3x3 II 15-10-0 15-/0-0 Plate Offsets(X,Y)-- [1:Edge 0-1-81,[8:0-3-0,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.13 10-11 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.21 10-11 >896 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.04 9 n/a Na BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:94 Ib 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 puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=1169/Mechanical,9=1169/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-1159/0,8-9=-1162/0,1-2=-1417/0,2-3=-1417/0,3-4=-2454/0,4-5=-2454/0,5-6=2454/0,6-7=-1419/0, 7-8=-1419/0 BOT CHORD 12-13=0/2167,11-12=0/2454,10-11=0/2172 WEBS 8-10=0/1743,1-13=0/1742,7-10=-403/0,2-13=-411/0,6-10=-941/0,3-13=-938/0,6-11=-45/548,3-12=-37/565 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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. �•. GE •.4 '. No 53681 0:• STATE 4F ` 'ss, ;O N A`-�,, 111111111 FL Cert. 6634 December 22,2014 0 IVARMNO-Vnfy design parameters rand READ NOTES ON 77/IS AND INCLUDED AUTEK REFERENCE PAGE b91-7473 BEFORE US& Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. AddiBonal permanent bracing of the overall structure Is the responsibility of the building designer.for general guldarrce regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insittute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610-4115 NSouthe�n Pine(SP)lumber is specified,the design values we those effective 06/01/2013 by ALSO Jobtoss toss ype ty Aria Homes!Shepard Res/JW K J140482 Fo3 Floor 1 1 Job Reference(option76709671al) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:08 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-s5UAw8CsvMYxA3M8ZLNedHFvvawmNJghN?IIPty7MFD 0-1-8 H 2-5-4 2-4-12 OF 6-0� Scale=1:27.5 5x5= 1.5x4 11 1.5x4= 1.5x4 11 3x3= 1.5x4 3x3= 1.5x4 11 4x7= 1 2 3 4 5 6 7 8 5 O 0 N �r 13 12 11 10 9 3x3= 4x10= 3x3= 3x3= 4x10= 3x3 16-1-0 16-1-0 Plate Offsets(XY)-- (1:Edge 0-1-8) [8:0-3-0 Edge] f 15:0-1-8,0-0-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.13 10-11 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.21 10-11 >903 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.04 9 n/a Na BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:95 Ib 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, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=1179/0-3-8,9=1187/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 14-15=-1171/0,1-15=-1171/0,8-9=-1180/0,1-2=-1442/0,2-3=-1442/0,3-4=-2537/0,4-5=-2537/0,5-6=-2537/0, 6-7=-1444/0,7-8=-1444/0 BOT CHORD 12-13=0/2222,11-12=0/2537,10-11=0/2223 WEBS 8-10=0/1775,1-13=0/1739,7-10=-40410,2-13=-399/0,6-10=-973/0,3-13=-975/0,6-11=-311583,3-12=-301585 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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. ``,till II1111/II,'' ��, EL S- P, %% �P: .�'/q �• ;�\G'. G E N SF.'C�Q�' No 53681 �-0 0:. STATE .bF ` II FL Cert. 6634 December 22,2014 0 TAARNINO-Va fy dasign pax ai tcsa and READ NOTES ON THIS AND INCLUDED NITEK RRPERBNCE PAOB IYBI-7473 BEPORB USB. �� 1 Design valki for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not inrss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek, erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,grallty control,storage,delivery,erection and bracing,consult ANSI/TFII Quality Criteria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Irstttute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa.FL 33610-4115 tf Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 by AIS{ Jobtoss toss Type ty Aria Homas/Shepard Res/JW K 76709872 J140482 F04 Floor 4 7 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:09 2014 Page 1 ID:VKMXOVXcQs?TGQtX8w7rLxy7oku-LH 1 Y8UDUgfgonDxK73utAUo4wzFZ6mvrbfVryJy7MFC 0-1-8 H 2-5-4 0I 9-0 Scale=1:28.0 5x5= 1.5x4= 1.5x4 11 3x3= 1.5x4 1.5x4 11 30= 1.5x4 11 4x7= 1 2 3 4 5 6 7 8 5 0 0 N l 13 12 11 10 3x3= 4x10= 3x3= 30= 4x10= 30 11 16-4-8 16-4-8 Plate Offsets(X,Y)-- (1:Edge 0-1-8) f8:0-3-0Edge) [15:0-1-5 0-0-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.16 10-11 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.24 10-11 >791 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:96 Ib 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, except BOT CHORD 2x4 SP N0.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=1201/0-3-8.9=1209/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 14-15=-1194/0,1-15=-1193/0,8-9=-1202/0,1-2=-1473/0,2-3=-1473/013-4=-2624/0,4-5=-2624/0,5-6=-2624/0, 6-7=-1475/0,7-8=-1475/0 BOT CHORD 12-13=0/2283,11-12=0/2624,10-11=0/2283 WEBS 8-10=0/1812,1-13=0/1776,7-10=-404/0,2-13=-398/0,6-10=1010/0,3-13=-1013/0,6-11=-11/631,3-12=-12/631 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(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. ,``,1{1111111/1��t' �% � s No 53681 STATE .0F , 4 . •. 4111f ON -AX-E�.�`% � ��Il n illy` FL Cert. 6634 December 22,2014 Q WARNING-11-ijy design paramefera and READ N07138 ON THIS AND INCLUDED N7773K REPBt2ENCE PAGE JUI-7473 BEFORE USE. Design valid for use only with Mffek connectors.This design Is based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members orgy. Additional temporary bracing to insure stability during construction is the responsibility of the WOW11 erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610-4115 its Prue(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss I cuss Type 017y Ply Aria Homes/Shepard Res/JW K 76709873 J140482 F05 Floor 6 1 Job Reference tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:09 2014 Page 1 I D:VKMXOVXcOs?TGQtX8w7rLxy7oku-LH 1 YBU DUgfgonDxK73utAUo4wzFZ6mvrbfVryJy7MFC 0-1-8 2-5-4 0-9 0 H �� Scale=1:28.0 5x5= 1.5x4= 1.5x4 11 3x3= 1.5x4 11.50 11 3x3= 1.5x4 11 4x7= 1 2 3 4 5 6 7 8 5 I 0 0 N 13 12 11 10 3x3= 4x10= 3x3= 3x3= 4x10= 3x3 1 16-4-8 16-4-8 Plate Offsets MY) [t-Edge 0-1-8] f8.0-3-0 Edge] (1570-1-8 0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.16 10-11 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.24 10-11 >791 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) I Weight:96 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, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=1201/0-4-12,9=1209/0-7-10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 14-15=-1194/0,1-15=-1193/0,8-9=-1202/0,1-2=-1473/0,2-3=-1473/0,3-4=-2624/0,4-5=-2624/0,5-6=-2624/0, 6-7=-1475/0,7-8=-1475/0 BOT CHORD 12-13=0/2283,11-12=0/2624,10-11=0/2283 WEBS 8-10=0/1812,1-13=0/1776,7-10=-40410,2-13=-398/0,6-10=-1010/0,3-13=-1013/0,6-11=-111631,3-12=-12/631 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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. �%.Y\P,EL N g4�'.,C,��,� r No 53681 ' STATE OF : 441 % i,�r,,& N A�tit%%% FL Cert. 6634 December 22,2014 Q WARNING-V-IN design p--w ct—and READ NO1W ON IWIS AND INCLUDED bUTEK REFERENCE PAGE 161-7473 REPORE USE. Design valid for use orgy with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erecta. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding MiTek fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalc"e from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandrlo.VA 22314. Tampa,FL 33610-4115 if Sauthem Pure(SP)lumber is specifled,the design values are those effective 06/01/2013 by AISC Job a Truss truss type City Ply Aria Homes/Shepard Res/JW K T6709874 J140482 F06 GABLE 1 t Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries.Inc. Fri Dec 19 16:42:10 2014 Page i I D:xg EK4i?DBTQMbb7GJz000oy8g t C-pTbwLgE6Rzof PMW W gmQ6iiKK7NnhrKL_gJEP UIy7MFB Ou8 Scale=1:24.2 3x3= 3x3 1 2 26 3 4 5 27 6 7 8 28 9 10 11 12 O I o --------------- N 24 23 22 21 20 19 18 17 16 15 14 13 30= 3x3= 3x3 I 11:44-:02 -4-0 2-8-0 4-0-0 8-0-0 9-0-0 10-8-0 12:2 13-4-0 14-3-0 1-4-0 1-4-0 1-4-0 td-0 1-4-0 1-4-0 1-4-0 1-4-0 1d-0 1-0-0 0-11-0 Plate Offsets(X,Y)-- [25:0-1-8,0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 13 n/a n1a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:81 Ib 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, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2(flat) REACTIONS. All bearings 14-3-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)24,13,14 except 23=327(LC 1),22=293(LC 1),21=331(LC 1), 20=325(LC 1),19=292(LC 1),18=331(LC 1),17=327(LC 1),16=285(LC 1),15=358(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-23=-310/0,3-22=-279/0,4-21=-318/0,5-20=-312/0,6-19=-279/0,7-18=-318/0, 8-17=-313/0,9-16=-27210,10-15=-344/0 NOTES- 1)All plates are 1.5x4 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)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ,, 1111111/j� 6)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 ,%% A��I�' be attached to walls at their outer ends or restrained by other means. ,k % % ``P �; S.• My ♦♦ 7)CAUTION,Do not erect truss backwards. �� G ••••GEN ,♦ 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)174 Ib down at 1-10-12,174 Ib • �,� S�`�•. ♦♦ down at 3-10-12,174 Ib down at 5-10-12,174 lb down at 7-10-12,174 Ib down at 9-10-12,and 174 Ib down at 11-10-12,and 174 Ib �:• �� i down at 14-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. N O 53681 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). n(* • * s LOAD CASE(S) Standard 'fl; l A'A l� ,'fC 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 (V Uniform Loads(plf) O'.. STATE bF Vert:13-24=-10,1-12=-140 ♦ T•••� Concentrated Loads(Ib) ♦♦j G R IV-"* Vert:12=-174(F)4=-174(F)7=-174(F)10=-174(F)26=-174(F)27=-174(F)28=-174(F) �j S ••• �� ,0 N A; 11 FL Cert. 6634 December 22,2014 Q WARNING-Vmijy design pcuw ctera and RBAD NOTES ON TNIS AND INCLUDED k9TUK REFBRENCB PAGE b91-7473 BEFORE USB. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and Is for an kxllvldual building component. Appik:ablity,of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of inxdtvidual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the twlldtrrg designer.For general guidance regarding fabricallon,quality control,storage,delivery,erection and bracing.consult ANSI7TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandrkt VA 22314. Tampa,FL 33610-4115 f!Southem Pine(SP)lumber is specified,the design values acre those effective 06/01/2013 by ALSC Job I cuss runsType ty Aria Homes/Shepard Res/JW K 76709875 J140482 F07 Floor 2 1 Job Reference tionat Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:11 2014 Page 1 ID:VKMXOVXcQs?TGQtXBw7rLxy7oku-Hg91ZAEkCHwW 1 W 5jEUxLFvtVNn3xamdB3z_y0By7MFA 1-4-4 2-0-0 i 1.5x4 11 1.5x4 I'. 3x6= Scale=1:14.2 1 3x6= 2 3 4 0 0 N 3x3= 8 7 6 3x3= 3x3 11 3x3 11 5-5-8 5-5-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.02 7 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(TL) -0.02 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 5 Na Na BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:38 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=391/Mechanical,5=391/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-384/0,4-5=-38410,1-2=-253/0,2-3=-253/0,3-4=-253/0 BOT CHORD 6-7=0/253 WEBS 1-7=0/398,4-6=0/398,2-7=-288/0,3-6=-288/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. `,`,I/IIIIIIf/lI,,I No 53681 � s �'.. STATE OF FL Cert. 6634 December 22,2014 Q WARNING-Ver-ify d—ign pasnmetcra and READ NOTES ON T711S AND INCLUDED b9TRK REFBRBIWE PAGE NII-7473 BEFORE USE Design valid for use orgy with Mtlek connectors.This design Is based only upon parameters shown,and Is for an individual building component. a Applicability of design parameters and proper Incorporation of component Is responsibility of budding designer-not thus designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of tine overall structure Is the responsibility of the bulIdirq designer.For general guidance regarding fabticatlon,quality control,storage,delivery,erection and bracing,consult ANSI7TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa,FL 33610-4115 =thern Pine(SP)turnber is specified,,the design values are those effective 06/01/2013 by ALSO Truss Truss Type Qty yAria Homes/Shepard Res!JW K 76709676 J140462 F08 Floor 4 i Job Reference tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:11 2014 Page 1 ID:VKMXOVXcOs?TGQtX8w7rLxy7oku-Hg91ZAEkCHwW 1 W 5jEUxLFvtYNn3GakE83z_y0By7MFA Or -8-0 1-9-8 1-9-8 8x8= 3x6 11 3x6 11 3x6 11 8x8= Scale=1:14.2 1 2 3 4 5 Ll ILi 0 6 N I 6x6= 9 8 7 6 6x6= 3x3 II 3x3 11 0-11-12 4-8-4 5-8 0-11-12 3.8-8 0-11-12 s i Plate Offsets(X,Y)-- (1:Edge 0-3-0i (5:0-3-0Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.01 7-8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.24 Vert(TL) -0.02 7-8 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:57 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=1373/0-3-8,6=587/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=-1376/0,5-6=-596/0,1-2=-596/0,2-3=-611/0,3-4=-260/0,4-5=258/0 BOT CHORD 7-8=0/599 WEBS 2-8=-1278/0,1-8=0/1427,5-7=0/618,3-7=-472/0 NOTES- 1)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Vert:6-9=-1 0,1-5=-1 40 ,``��1�` c+�f7I�I,j#', Concentrated Loads(lb) �,�� ` P,,...•�.,,:�'/,9 /�� Vert:2=-1148 fib` • - E N SF•.�/ �i ��• '.Q s No 53681 1 s �:. STATE OF 41 ` � R i Q P �S �-*� FL Cert. 6634 December 22,2014 Q WARNING-V-,fy drsiyn par ­t—and READ NOTES ON THIS AND INCLUDBD JOTEK RBPBRPdVCB PAGE JCI-7473 BBPORB USE Design valid for use only with MfTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of IndNWual web members oNy. Additional temporary bracing to Insure stablItty during conshuctbn is the responsitAllty of the AI�e� erector. Addlfior"permanent bracing of the overall structure Is the responsibility of the LxAldkrg designer.For general guidance regarding M fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avaBab4e from Truss Plate Institute,781 N.Lee Street.Suite 312 Alexandria VA 22314. Tampa,FL 33610-4115 tt Sout hem Pirie(5P)lumber is spec ified.the design valves are those effective 06/01/2013 by ALSC Job Truss I russ Type QtY Ply Aria Homes/Shepard Res/JW K 76709877 J140482 F09 Floor 4 1 Job Reference o tionaf R Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:12 2014 Page 1 ID:VKMXOVXcQs?TGQtX8w7rLxy7oku-IsjgmW FMza2MeggvoBSao7Qj5BPRJBPHIdjVYey7MF9 0-8-0 _ 1-9.8 1-9-8 8x8= 3x6 11 3x6 11 3x6 11 8x8= Scale=1:14.2 1 2 3 4 5 � o 6 N I 6x6= 8 7 6 6x6= 3x3 II 3x3 11 0-11-12 4-8-4 5-8-0 0-11-12 3-8-8 0-11-12 Plate Offsets(X,Y)-- f 1:Edge 0 3-0] [5:0-3-0Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.01 7-8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0.03 7-8 >999 360 BOLL 0.0 Rep Stress Incr NO W B 0.21 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2010/fP12007 (Matrix) Weight:57 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=1407/0-3-8,6=594/0-3-8 FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=-1410/0,5-6=-602/0,1-2=610/0,2-3=-626/0,3-4=-263/0,4-5=-261/0 BOT CHORD 7-8=0/609 WEBS 2-8=-1316/0,1-8=0/1462,5-7=0/625,3-7=-481/0 NOTES- 1)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131 X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf)Vert:6 9=-10,1-5=-140 ��%��,�`'S''I,��I� Concentrated Loads(lb) ,�% Vert:2=-1 188 ��NG�•��G E N SF•.�'i •Qw No 53681 � s ��. STATE .OF � F ►#fns FL Cert. 6634 December 22,2014 0 WARNING-Vaijy design parmnet-.and READ NOTES ON THIS AND INCLUDED N1TF-K REFEIZE CB PAGE N11-7473 BEFORE USE. Design valki for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Indlvidual building component. . Applk;atAity of design parameters and proper Incorporation of component is responslbtilty of building designer-not truss designer.Bracing shown ;{ Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MITek' erector. Additional permanent tracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information avaial from s Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610-4115 K Southern Pine(SP)tun Baa nber is specified,the design values are otiose effective 06/01/2013 by ALSO Job Truss toss Type Qty TJ Homes/Shepard Res!JW K T6709878 J140482 F10 Floor 7 Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:12 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rtxy7oku-Isjgm W FMza2MeggvoBSao7QiCBOKJ91 H IdjVYey7MF9 0-8-0 i 1-7-12 1-7-12 8x8= 3x6 3x6 11 3x6 11 8x8= Scale=1:14.2 1 2 3 4 5 O N I 1 6x6 8 7 6 6x6= 3x3— 3x3= 0-11-121 4-4-12 5-4-8 0-1 -12 3-5-0 0-11-12 Plate Offsets(X,Y)-- [1:Edge 0-3-0] [5:0-3-0 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.01 7-8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.32 Vert(TL) -0.03 7-8 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:56 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=2332/0-3-8,6=774/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=2328/0,5-6=-782/0,1-2=-1003/0,2-3=1033/0,3-4=-341/0,4-5=-339/0 BOT CHORD 7-8=0/853 WEBS 2-8=-2355/0,1-8=0/2406,5-7=0/813,3-8=0/260,3-7=-742/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 `,1111111//j� Uniform Loads(plf) `��1 �` S AIII f Vert:6-9=-10,1-5=-140 % P••.... . Concentrated Loads(lb) ♦�� G�.•�C,E Vert:2=-2337 ♦ ��.' �. F•••,Q ��, No 53681 STATE OF do OR iII41011 sONA -f: `�. FL Cert. 6634 December 22,2014 0 WARNING-Verify design p eters and READ NOTES ON THIS dAID INCLUDED POTEK REFERENCE PAGE NUI-7478 BSFORB USE. Design valid for use orgy with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual founding component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members orgy. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent tracing of the overall structure Is the responsibility of the building designer.for general guidance regarding WOW fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Bbd. Safety lnformatlon available from truss Plate Institute,781 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 If Southern Pine(SP)lumber is specified,the design values are tftase effective 06/01/2013 by AISC Job 6 cuss cussType ty Aria Homes/Shepard Res/JW K 76709879 J140482 FtOA Floor 4 1 Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:13 2014 Page 1 ID:VKMXOVXcOs?TGQtXBw7rLxy7oku-D2H3_SG_kuADGgF5MvzpKKyutbrtb2hl QW HT354y7MFB 0-8-0 1-7-12 1-7-12 8x8= 3x6 I I 3x6 1 3x6 11 8x8= Scale=1:14.2 1 2 3 4 5 0 0 N 6x6= 8 7 6 6x6= 3x3 11 3x3 11 i 0-11-12 4-4-12 _ 5-4$ 0-11-12 3-5-0 0-11-12 Plate Offsets(X,Y)-- (1•Edge 0-3-01 (5:0-3-0Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) -0.00 7-8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.01 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:56 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=384/0-3-8,6=384/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=-390/015-6=-390/0 BOT CHORD 7-8=0/288 WEBS 1-8=0/388,5-7=0/388 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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. ,,`,��111IIIItII��I `� No 53681 STATE OF FL Cert. 6634 December 22,2014 Q WARMNG-V-Ify d—,yn pmmnetera and READ NOTES ON THIS AND INCLUDED NIITEK REPBRENCE PAGE DHI-7473 BEPORB USE. Design valki for use orgy with Mttek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applk:ablilty,of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Addltlor-"temporary bracing to insure stability during construction Is tete responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. if 5 safety itiem Hare(SP)huffn.ibes isrspecified,tithe design values we Chasse effective 06/01/2013 by ALSO Tampa,FL 33610-4115 o runs FUSS ype ly Aria Homes!Shepard Res/JWK optional) T6709680 J140482 F11 Floor 12 1 Job Reference Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:13 2014 Page 1 ID:VKMXOVXcOs?TGQtX8w7rLxy7oku-D2H3_sG_kuADGgF5MvzpKKykibas2bFQW HT354y7MFB 0-1-8 H 1 2-5-4 0 � Scale:1/2'=l' E i s 5x5= 1.5x4= 1.5x4 I I 3x3= 1.5x4 11 1.5x4 11 3x4= 4x7= j 1 2 3 4 5 6 7 i 4Ll 1 0 0 N I 1 12 11 10 9 5X5— 3X3= 4x10= 3x3= 3x4= 3x3 11 7-8-48 14-1-8 7-8-4 1-24 5_" Plate Offsets(X,Y)-- f1:Edge 0-1-8] [6:0-1-8 Edgel [7:0-3-0 Edgei [9.0-1-8 Edge] f10:0-1-8 Edqe] [14.0-1-8 0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0.19 11-12 >900 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(TL) -0.2911-12 >579 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2010/fP12007 (Matrix) Weight:85 Ib 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, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:10-11. REACTIONS. (Ib/size) 13=1032/0-5-0,8=1041/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 13-14=-1030/0,1-14=-1029/0,7-8=-1024/0,1-2=-1241/0,2-3=-1241/0,3-4=-1885/0,4-5=-1885/0,5-6=-1885/0, 6-7=-1224/0 BOT CHORD 11-12=0/1824,10-11=0/1885,9-10=0/1224 WEBS 7-9=0/1504,1-12=0/1496,6-9=-877/0,2-12=-388/0,3-12=-729/0,3-11=-166/357,6-10=0/864,5-10=-367/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. �� ., . '.. No 53681 )-_2 STATE ,OF �% FL Cert. 6634 December 22,2014 0 WARNING Vmfy dcefyn p—wn trra and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 BEFORE USB. Design vaild for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of IndivHual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.far general guidance regarding f fabrication,quality control storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 if Southern Pine(SP)luanber is specfied,the design values are those effective 06/01/2013 by ALSO o toss toss ype ty Aria Hamas 7 Shepard Res/JW K T6709681 J140482 Ft2 Floor 7 t Job Reference tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:14 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-hFrRBBHdVC14u_q lvcU2tYVxz_38n5valxCcdW y7MF7 2-5-4 007— 1-8-4 Scale=1:15.3 1.5x4 II 1.5x4 I 3x6= 1 3x6= 2 3 3x3= 4 5 0 0 N 3x5= 10 9 8 7 3x4= 1.5x4 3x3 11 3x3 11 8-0-12 8-0-12 Plate Offsets(X,Y)-- f9:0-1-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.03 7-8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.36 Vert(TL) -0.04 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.00 6 Na n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight:55 Ib 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, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=586/Mechanical,6=586/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-575/0,5-6=-574/0,1-2=-597/0,2-3=-597/0,3-4=-596/0,4-5=-596/0 BOT CHORD 8-9=0/597,7-8=0/597 WEBS 5-7=0f733,1-9=0/_733,4-7=-417/0,2-9=-399/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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. No 53681 � w �:.• STATE OF :�411 111 FL Cert. 6634 December 22,2014 Q WARNING-V-ify dcsiyn Parameters and READ NOTES ON THIS AND INCLUDED 59TIK REFERENCE PAGB b91-7473 BBPORB USB. � Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an IndlAdual building component. Applicability of design parometers and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Indk1dual web members only. Additional temporary tracing to Insure stability during construction Is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Taus Rate Institute.781 N.Lee Street Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 if Southem Pine(SP)lumber is specNied,the design values are those effective 06/01/20131st'AT.SC Truss Truss Type city Ply Aria Homes/Shepard Res/JW K 76709882 J140462 F13 Floor 1 1 Job Reference floral Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries.Inc. Fri Dec 19 16:42:15 2014 Page 1 I D:VKMXOVXcOs?TGQtX8w7rLxy7oku-9RPpOXHFGVQxVBOUTK?H P12BoOUZW alj_byA9zy7MF6 r 1-8-8 1-7-10 1-7-10 Scale=1:14.6 1.5x4 I I 1.5x4 11 3x6= 1 3x6= 2 33X6= 4 5 I 0 0 � N 3x5= 3x5= 10 9 8 7 6 3x3 )I 3x3 11 3x3 11 3-10-4 3- -0 7-8-4 3-10-4 0- -12 3-9-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) -0.00 9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(TL) -0.00 9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 6 n/a rVa BCDL 5.0 Code FBC2010ITP12007 (Matrix) Weight:58 Ib 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, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 10=261/Mechanical,6=250/Mechanical,8=605/0-3-8 Max Grav 1 0=270(LC 3),6=260(LC 4),8=605(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-261/0,5-6=-251/0 WEBS 3-8=-582/0,2-9=-312/0,4-7=-300/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(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. fit If I, E N g4�'.,C,��,� No 53681 � s STATE OF :�4/` FL Cert. 6634 December 22,2014 Q WARMING-Voify design pau--ctma and READ NOTES ON THIS AND INCLUDED 11TTEK REPERENC6 PAGE 1117!-7473 BEFORE USE. Design valid for use only with Mffek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MOWerector. Additional permanent bracing of the overall structure Is the responsibility of the[wilding designer.For general guidance regarding fabrlcallon,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610-4115 N Savtttem Pine(Sp)fu,nber is specified,the design values are these effective 06/01/20L3 by ALSC tossTruss Type Qty plyAria Homes/Shepard Res/JW K T6709883 J140482 F14 Floor 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL - 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:15 2014 Page 1 ID:VKMXOVXcOs?TGQtX8w7rLxy7oku-9RPp0XHFGVQxVB0UTK?HP12B2OUhW aNj_byA9ry7MF6 0-1-8 1.5x4 11 3x6- 1-1-4 H 3)b7— 2 3 Scale=1:13.0 I 7 0 0 N 3x5= 5 4 3x3= 3x3 3-10-0 3-10-0 Plate Offsets(X Y)-- I7:0-1-8,0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) -0.00 5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) -0.00 5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight:31 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=260/0-3-8,4=269/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-7=-253/0,1-7=-252/0,3-4=-261/0 WEBS 2-5=-306/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(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. ```IIIIIIIIIIIII��I % -A No 53681 STATE F - 441-Z OR FL i 11 FL Cert. 6634 December 22,2014 Q WARNING-Vmify design p-netera and READ N0116S ON 7WIS AND INCLUDBD 197FX REPBR&NCB PAGE fill)-7473 BBPORB USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an"Adual building component. Applicability of design parameters and proper incorporation of component 8 responsibility of bull designer-not Irtm designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure siabAliy during construction Is the responslbAlity of the M�Tek erector. Additional perrnarlenl bracing of the overall stricture is the responsibility of the L*Ading designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610-4115 If Sout here Pine(SP)Itu nber is spec wed,the design values are ftne effecCrve 06/01 f 2013 by ALSO JobS russ Type ty PlyTA Homes/Shepard Res/JW K 76709864 J140482 F15 Floor 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:15 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-9RPpOXHFGVQxV80UTK?HP12A5OUg W aEj_byA9zy7MF6 1-9-2 5x4 11 3x6= 1 3x6= 2 3 Scale=1:13.0 0 0 N 3x5= 5 3x3 11 3x3 11 4-1-12 4-1-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0.00 5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) -0.00 5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2010lrP12007 (Matrix) Weight:33 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-12 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=292/0-3-8,4=292/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-284/0,3-4=-284/0 WEBS 1-5=0/261,2-5=-339/0,3-5=0/261 NOTES- 1)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. S. M ., -� No 53681 STATE QF O N AL ///!11111111 FL Cert. 6634 December 22,2014 0 WAPMNO-Verify design pm' ate and R&AD NOTES ON THIS AND 1NCLUDBD AHTEK RBFBREJVCB PAOB WI-7473 BEFORE USB. Design valid for use orgy with MITek connectors.This design Is based only upon parameters shown,and is for an Individual btdding component. Applicability of design parameters and proper Incorporation of component Is resporuibIltty of!wilding designer-not truss designer.Bracing shown Is for lateral support of Indtvldual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bbd. Safety Information available from Truss Nate Institute,781 N.Lee Street.Suite 312,AlexandfkL VA 22314. Tampa.FL 33610-4115 if Southem Pine(SP)Iumdfier is specified,the design values are hose effective 06/01/2013 by ALSO r tossTruss Type Qty ply Aria Homes/Shepard Res!JW K T6709885 J140462 M01 HALF HIP GIRDER 1 G Job Reference tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:35 2014 Page 1 I D:xgEK4i?DBTQMbb7GJz000oy8g 1 C-aHcNbNXoZfx6vCwKeW MzDztbbSDVCbjgaioDroy7MEo 7-1-8 10-6-4 14-0-12 16-7-0 145-9-0 3-8-8 3-5-0 3-4-12 3-6-8 2-04 0'210 Scale=1:29.2 0.25 12 NAILED 4x4= NAILED 1.5x4 11 3x4= 3x4= 1 3x5= 23x4= 3 14 15 4 16 5 6 Li m Io 13 12 11 17 18 19 t0 8 7 3x5= 3x4= NAILED NAILED 3x8— 93x4= 1.5x4 I 1.5x4 3$-8 7-1-8 10-6-4 14-0-12 16-7-0 3-0-8 3-5-0 3-4-12 3-6-8 2-" LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.13 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.15 11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.02 9 n/a Na BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:157 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-1 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-13 oc bracing. REACTIONS. (Ib/size) 13=691/0-5-0,9=1082/0-5-8 Max Horz 13=59(LC 5) Max Upliftl3=-544(LC 4),9=-952(LC 5) Max Grav 13=691(LC 1),9=1092(LC 28) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-13=-632/529,1-2=-2029/1654,2-3=-2758/2491,3-14=-1714/1790,14-15=-1714/1790, 4-15=-1714/1790,4-16=-1714/1790,5-16=-1714/1790,5-6=-353/509 BOT CHORD 11-12=-1629/2026,11-17=-2459/2732,17-18=-2459/2732,18-19=-2459/2732, 10-19=-2459!2732,9-10=-500/327 WEBS 1-12=-1609/1953,2-12=-422/445,5-9=-8151789,6-9=-495/354,2-11=-954/787, 3-10=-11991738,5-10=-2021/2125 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x&')nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. ,11111111111//, Bottom chords connected as follows:2x4-1 row at 0-11-0 oc. % Webs connected as follows:2x4-1 row at 1-0-0 oc. �� P'�••.. 'r'/ �/� 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 ,�� (j�,.•C E N connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ��_lam.•• � SF•' 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. �j0 53681 •• Exp D;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.6(r, `: e plate grip DOL=1.60 * '• 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .D• j�/ I<f 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will "4/ • fit between the bottom chord and any other members. STATE OF i 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb)13=544,j�',�•.�T Q 9=952. 9)"NAILED'la intchbreaks dicates 3-10dt(Of148''x3")ixed ns"Member or 3 12d(0148 1x3125')toe nailsy model was uFor mosed in pe details refersis ddesign of this truss. to MiTek's ST-TOENAIL Detail. ,���ss�• ••• •�\���, 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)158 Ib down and 77 Ib up at 'fill�� il it 1111 16-9-0,and 3%ib down and 245 ib up at 7-1-P.,and 141 tb dowse and 251 lb up at 9-7-8 on bottom chord The design/selection of such connection device(s)is the responsibility of others. FL Cert. 6634 LOAD CASE(S)Standard December 22,2014 Continued on a e 2 0 WARNING-V-ify drsiyn p--a teres and READ NOTES ON THIS AND INCLUDED MITBK REPBRENCE PAGE VIII-7473 BEFORE USE. Design valid for use only with Mflek connectors.This design Is based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper Incorporallon of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to innxe stability during constnrcilon is the responsibility of the Welk' erecta. Add"permanent bracing of the overall structure Is the responsibility of the bLAcling designer.For general guidance regadkng ' fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610-4115 if Southern Pine(SPI lumber is specified,the design values are those effective 06/01/2013 by ALSO tossTruss Typety ply Aria Homes!Shepard Res/JW K J740462 MO1 HALF HIP GIRDER 1 n G Job Reference tional 76709665 Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:35 2014 Page 2 I D:xgEK4i?DBTQMbb7GJzQDOoy8g 1 C-aHcNbNXoZfx6vCwKeW MzDztbbSDVCbjgaioDroy7MEo LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-6=-60,7-13=-20 Concentrated Loads(lb) Vert:7=-124 11=-306(B)14=-36(B)15=-36(B)17=-16(B)18=-16(B)19=70(B) Q[YARNING-Ya-ijy design p----t era and READ NOTES ON T71rS AND INCLUDED bIITLK REFERENCE PAGE DDI-7478 BEFORE USB. Design valid for use only with MfTek connectors.This design Is based only upon parameters shown,and Is for an hnlvldual building component. , AppllcabAlty of design parameters and proper Incorporation of component Is responsibility of building designer-not thus designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication quality control,storage,delivery,erection and bracing,consult ANSIJTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BEd. Safety Information available from Truss Plate Institute.781 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 if Southern Pine JSP)lumber is spec ified,the design values are tfrase effective 06/01/2013 by AISC s � Job Truss Truss Type ty y Aria Homes 1 Shepard Res/JW K e� T6709886 J140482 M02 HALF HIP GIRDER 1 3 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:37 2014 Page 1 I D:xgEK4i?DBTQMbb7GJz000oy8g 1 C-W gk703Z24GCp8W 4imxPRJOyvEGgUgQTy 10HKwhy7MEm 2-4-4 4-6-12 6-9-4 9-1-8 10-8-1 12-4-7 14-0-12 16-9-0 2-4-4 2-2� 2-2-8 2-4-4 1fi-9 1-8-5 1-8-5 2-8-0 Scale=1:29.0 0.25 12 5x5= 1.5x4 II 3x8= 3x8= 3x4= 1 3x5= 23x5= 19 33x4= 43x4= 5 6 7 8 9 i - I T7 7 N O d 17 16 15 14 13 20 12 21 22 23 10 18 3x6= 3x5= 3x4= 3x4= 400= 3x8= 11 2x4 li 2x5 HTU26 3x4= HGUS26-2 HTU26 HTU26 2-4-4 48-12 94-8 0-8-1 284- 14-012 ity6-9-0 16-9 1 -82-42-2298 2-12 25 Plate Offsets(X,Y)-- f7:0-3-8,0-1-81,[8:0-3-8,0-1-81,fl2:0-3-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.14 14-15 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.24 14-15 >692 240 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.02 11 n/a IVa BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.11 14-15 >999 240 Weight:280 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, except BOT CHORD 2x6 SP NoA D end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 18=1925/0-5-0,11=6890/0-5-8 Max Horz 18=58(LC 5) Max Upliftl8=-728(LC 4),11=-2662(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-18=-16611641,1-2=-4155/1592,2-19=-7237/2841,3-19=-7232/2842,3-4=-9261/3744, 4-5=-10085/4185,5-6=-7617/3028,6-7=-7617/3028,7-8=-343811300,8-9=-64411475, 9-10=-243/471 BOT CHORD 17-18=-1 63/362,16-17=-1 572/4150,15-16=2819/7233,14-15=-3718/9256, 13-14=-4062/9884,13-20=-1270/3438,12-20=-1270/3438,12-21=-1475/620, 11-21=-1475/620 WEBS 8-11=-3396/1288,9-11=-1551/665,5-14=-643/1333,8-12=-2144/5683,7-12=-2556/1055, 7-13=-1998/4833,5-13=-268611260,1-17=-1552/4025,2-17=-14991606,2-16=-1334/3299, 3-16=-1168/504,3-15=-996/2180,4-15=-670/327,4-14=-863/894 `,,11111111/111 NOTES- �% L S, SII 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: %%``P�•,•, M,9 �j�, Top chords connected as follows:2x4-1 row at 1-0-0 oc. \G E IV S;•.• �� 0� Bottom chords connected as follows:2x6-3 rows staggered at 0-5-0 oc. :• �, F '.• Webs connected as follows:2x4-1 row at 1-0-0 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 toply.; (�O 53681 :. connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �r * •* a 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. Exp D;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DCL-1.6t.� plate grip DOL=1.60 STATE OF 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. d ••A` Q 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �1#01OR Q• ' \�� fit between the bottom chord and any other members. �I,SS ........•••• . 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)18=728, 1 2 ,;nill O 8)"Serra-rigid pitchbfeaks with fixed heels"Membeer end fixity model:was used in the analysis and design of this truss, 9)Use Simpson Strong-Tie HGUS26-2(20-1Od Girder,6-1Od Truss)or equivalent at 9-3-0 from the left end to connect truss(es)to front face of bottom chord. FL Cert, 6634 10)Use Simpson Strong-Tie HTU26(20-1Od Girder,11-1 Odxl 1/2 Truss,Single Ply Girder)or equivalent spaced at 1-4-0 oc max.startin at 10-6-4 from the left end to 13-2-4 to connect truss(es)to front face of bottom chord. December 22,2014 11)Fill all nail holes where hanger is in contact with lumber. [YARNING V-ify design p--t—and RE"NOTES ON IWIS AND INCLUDED MTEK REPEREMB PAGB Bill-7473 BBPORB USE. � Design valid for use orgy with Mlrek connectors.This design Is based only upon parameters shown,and Is for an txiividual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of[wilding designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek erector. Additional permanent tracing of the overall structure is the responsibility of itne building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and tracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Rafe Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 H Southern Pine(SP)lumber is spec ified,the design values are those effectwe 06/01/2013 by ALSO Job Truss cuss Type ty y Ar a Homes!Shepard Res/JW K 76709886 J140482 M02 HALF HIP GIRDER 1 3 Job Reference tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTsk Industries,Inc. Fri Dec 19 16:42:37 2014 Nage 1 I D:xg EK4i?DBTQMbb7GJz000oyBg 1 C-W gk703Z24GCp8W 4imxP RJOyvEGgUgQTy10HKwhy7MEm NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1054 Ib down and 472 Ib up at 14-6-4,and 1054 Ib down and 472 Ib up at 15-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:1-9=-140,10-18=-20 Concentrated Loads(lb) Vert:14=-1841(F)13=-744(F)20=744(F)21=-744(F)22=-1054 23=-1054 Q WARMNO-V—fy drsiyn peraanatesa card READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE 691-7473 BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Wfividual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary Nacing to Insure stability during construction Is the responsibility of the MTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandit VA 22314. Tampa,FL 33610-4115 if Southern pine(SP)Iunnbw is specified,the design values are those~five 06101/20 13 by ALSO r � Job Truss Truss Type ty y Aria Homes!Shepard Res/JW K �f 76709887 J140482 SF01 MONOPITCH 1 2 Job Reference tionai Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:38 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-_sl V DPZgraKgmgfvJfwgrcVOwgFTPuW 6GgOuS7y7MEl 3-3-1 5-8-13 9-10-0 13-3-10 16-11-0 3-0-1 2-5-12 4-1-3 3-5-10 3-7-6 Scale=1:29.0 0.25 F12 2x4 2 13 3 3x8= 4 14 5 15 6 77 L 9 8 3x8= 7 12 11 10 1.5x4 '..I 2:3-19-10-0 13-3-10 16-11-0 3-3-1 66-15 3-5-10 3-7-6 Plate Offsets(X,Y)-- (1:0-0-0,0-0-01,(3:0-3-8,0-1-8],(9:0-3-8,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.03 8-9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.38 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.01 7 n/a Na BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Wind(LL) 0.02 8-9 >999 240 Weight:163 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 6-6-2 except Qt=length)7=0-3-8. (lb)- Max Horz 12=85(LC 9) Max Grav All reactions 250 Ib or less at joint(s)except 12=254(LC 1),7=1200(LC 1),10=2271(LC 1),11=598(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=0/259,2-13=0/1030,3-13=0/1044,3-4=-1794/0,4-14=-2156/0,5-14=-2140/0, 6-7=-382/0 BOT CHORD 10-11=-252/0,9-10=-1035/0,8-9=0/1785,7-8=0/2147 WEBS 3-10=-1854/0,1-11=-358/0,2-1 1=-462/0,2-10=-832/0,3-9=0/2973,4-9=-919/0, 4-8=0/385,5-7=-216810 NOTES- 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. ,,,1111111/1��� Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. `♦ ` S. 1, Webs connected as follows:2x4-1 row at 1-0-0 oc. , �I 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 ,��` E N • �j1�0� connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ����.••�,� S'�.•• 3)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.If., •• i Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-3-1,Interior(1)3-3-1 to 16-9-4 zone;cantilever left and NO 53681 right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plater* * s grip DOL=1.60 = 4)Provide adequate drainage to prevent water ponding. 5)All plates are 3x4 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. O•, STATE F •-*441 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 ��AN•.•,t� P �� fit between the bottom chord and any other members. �� {� 1 S% 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixitymodel was used in the analysis and design of this truss. / S•• ••...... � �? , y g .,�J*i,rl,5, -N A �%%$0 LOAD CASE(S) Standard 111 1)Dead+Roof Live(bafarteed):Lumber Increase=1.00,Plate Inerease=l.OQ Uniform Loads(plf) FL Cert. 6634 Vert:1-6=-240,7-12=-20 December 22,2014 Q WARNING-Verify deign.p-- net-.and READ NOTES ON THIB AND INCLUDED A7ITRK REPERP.NCE PAGE D11II-7473 BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown.and Is for an krdlvidual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication quality control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety,hem Pine (SP) vrkber isspecified,Truss Institute, the design values are Chase effective 06/01/2013 by ALSC Tampa,FL 33610-4115 a Job russ city Ply Aria Homes/Shepard Res/JW K 76709886 J140482 SF02 MONOPITCH 3 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Doc 19 16:42:38 2014 Page 1 I D:xgEK4i?DBTQMbb7GJzO0Ooy8g 1 C-_sl VDPZgraKgmgfvJtwgrcVx6gAkPn96Gg0uS7y7MEl 5-1-6 9-11-4 13-1-10 16-7-8 5-1-6 4-9-14 3-2E 3-5-14 Scale=1:28.7 0.25!,_12- 3x4 23x4= 2x4 11 7x10 MT20HS= 11 12 23x5= 33x4= 13 4 14 5 1 IXI I i g 7 6 10 3x6= 8 3x4= 3x4= 2x5 11 3x5= 5-1-6 9-11-4 13-1-10 16-7-8 5-1.6 4-9-14 3-2-6 3-5-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) -0.08 9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.12 9-10 >960 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) 0.04 9 >999 240 Weight:79 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=665/0-5-0,6=345/Mechanical,8=1603/0-5-8 Max Horz 10=85(LC 9) Max Upliftl0=209(LC 8),6=-1 14(LC 9),8=-470(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-596/214,1-11=-1373/429,11-12=-1364/430,2-12=-1360/430,2-3=-190/655, 3-13=-262/94,4-13=-254/94 BOT CHORD 8-9=-405/1366,7-8=-648/205,6-7=-114/256 WEBS 1-9=-382/1185,2-8=-2069/627,3-8=-983/351,3-7=-275/969,4-7=-334/134 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=451t;L=24ft;eave=4ft Cat.ll; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-5-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8r MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ``���� i►►►I►�� 2)Provide adequate drainage to prevent water ponding. �� +�� S, 3)All plates are MT20 plates unless otherwise indicated. ��, ` P •......'�/,1^ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `��NO '�C EN ••. v/ �� 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 willso : ;• F ••,Q fit between the bottom chord and an other members. y •�:� No 53681 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 209 Ib uplift at joint 10,114 Ib uplift at joint tr and 470 Ib uplift at joint 8. r >� 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. STATE ,OF do 1►111111110 FL Cert. 6634 December 22,2014 Q TAARMNG-V-ijy d-iyn p--t—rand READ NOTES ON THIS AND INCLUDED J97RK REFERENCE PAGE DOI-7473 BEFORE USE Design valid for use only with Mflek connectors.This design Is based only upon parameters shown,and Is for on Individual building component. Applicability of design parameters and proper Incorporation of component Is resporulbllily of building designer-not drums designer.Bracing shown Is for lateral support of indNkdual web members only. Additional temporary bracing to Irmxe stability during construction Is the responsibility of the Mitek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (obricallon,cludity control,storage,delivery,erection and tracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Rate Institute.781 N.Lee Street,Suite 312,Nexandda.VA 22314. Tampa.FL 33610-4115 if Southern Rine ISP)luanbes is specified.the design values we those effective O6/01/20L3 by ALSO s • fuss Truss Type ty Aria Homes/Shepard Res/JW K 76709889 J140482 SF03 MONOPITCH t 1 Job Reference0_1ional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:39 2014 Page 1 1 D:xgEK4i?DBTQMbb7GJz000oyBg 1 C-S2ruRlalctSXOgE5tMRvOpl Gu3dnBO FFVKmR_ay7MEk 2-11-0 5-10-0 2-11-0 2-11-0 0.25 12 Scale=1:11.7 1.5x4 1' 3x4= 1 3x4= 2 3 e u� 5 4 3x4= 6 3x4= 1.5x4 II 2-11-0 5-10-0 2-11-0 2-11-0 Plate Offsets(XY)-- [1:0-0-0,0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0.01 5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0.02 5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 4 Na Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.01 5 >999 240 Weight:28 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=443/0-5-0,4=443/Mechanical Max Horz6=67(LC 9) Max Uplift6=-142(LC 8),4=-144(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=-412/212,1-2=-656/264 BOT CHORD 4-5=-309/653 WEBS 1-5=-301/697,2-4=-702/307 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-11-0,Interior(1)2-11-0 to 5-8-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate ,`t%J1111111/t1�� � grip DOL=1.60 � L S, ., 2)Provide adequate drainage to prevent water ponding. �� �P`�.•••• "/,9 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %� CJ '•G E N 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 �N•'•V� SF••• ®op� fit between the bottom chord and any other members. � 5)Refer to girder �-1, No 53681s)for truss to truss connections. ��* � •�� * � 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 142 Ib uplift at joint 6 and 144 Ib uplift at joint 4. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13'.. STATE OF :�44/ ` AL % /ttllllll FL Cert. 6634 December 22,2014 Q WAPVNO-17a-ijy dmign yasvneet and READ N07TS ONTHIS AND INCLUDED MTA REFZUZ NCB PAGB MI-7473 BBPORB USB. Design valid for use orgy with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of Lxrllding designer-not buss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Addiffond permanent bracing of the overall structure is the responsibility of the building deslgmr.for general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute.781 N.Lee Street Suite 312,Alexandria.VA 22314. Tampa,FL 33610-4115 If Southern Pine(SP)lumber is specified4 tte design values are tdlase effective 06/01/2013 by/USC o tosstruss type Oty Ply Aria Homes/Shepard Res/JW K T6709890 J140462 SF04 MONOPITCH SUPPORTED 1 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:39 2014 Page 1 I D:xgEK4i?DBTQMbb7GJz000oyBg 1 C-S2ruRlaictSXOq E5tMRvOp1 H R3ghBQHFVKm R_ay7MEk 5-11-8 5-11-8 0.25 F12 Scale=1:11.4 1 2 9 10 3 4 L Ll EMM 009M REEM 8 7 6 5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:22 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 5-11-8. (lb)- Max Horz8=67(LC 9) Max Grav All reactions 250 Ib or less at joint(s)8,5 except 6=537(LC 1),7=530(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-6=-497/49,2-7=-490/54 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.II; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Comer(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 5-9-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) 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. `,,,�111111//j�,, 3)Provide adequate drainage to prevent water ponding. 0 EL S. 4)All plates are 1.5x4 MT20 unless otherwise indicated. ��, ` P....... 'V,•9 5)Gable requires continuous bottom chord bearing. `���G . �G E N S'• �j� �� 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). �� F•�•,Q!,, 7)Gable studs spaced at 2-0-0 oc. -� NO 53681 • 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)`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. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. -fl :13 STATE ,OF LOAD CASE(S) StandardO �(/ 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��T•'.�� O R ;Q P•' `�� Uniform Loads(plf) Vert:1-4=-240,5-8=-20 fill ONAm", ��� 11 FL Cert. 6634 December 22,2014 MEM Q ' WARNINGS-Verify d—iyrr n p--ts and READ NOTES ON MIS AND INCLUMI DED TEK REPERF-WE PAOB MI-7473 BBPORB UBB. � Design valid for use only with Mitek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not friss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary tracing to Insure stability during construction Is the responsibility of the MiTek erector. Addlfloncd permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and tracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCS]Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 If Southern Pine ISPI lumber is sp•ecif+ed,the design wines are those effective 06/01/2013 by ALS{ Truss Truss Type ty y Aria Homes/Shepard Res/JW K [6709891 J140462 SF05 MONOPITCH 5 t Job Reference(notional) Manning Building Supplies, Jacksonville,Ft. 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:40 2014 Page 1 I D:xgEK4i?DBTQMbb7GJz000oy8g t C-wFPGe4bwNBaO?_pH R4y8wl aR7s7tlOPk_V_XOy7MEj 2-6-13 6-2-19-9-5 13-4-9 16-11-14 20-7-2 24-5-14 2-6-13 3-7-0 3-7-4 3-74 3-7-4 3-7-4 3-10-12 Scale=1:42.1 0.25 F12 4x7= 3x5= 3x5= 3x4= 5x5= 3x4= 2x4 3x4= 2 17 3 4 18 19 5 6 7 20 8 1 i 16 15 14 13 12 11 10 9 1.5x4 3x5= 4x7= 6x6= 3x5= 3x4= 3x4= 5x5= This truss is designed to be used for roof application only. 2-3-0 2 - 3 6-2-1 9-9-5 13-4-9 16-11-14 20-7-2 24-5-14 2-3-0 _I_, -13 3-7-4 3-7-4 3-7-4 3-7-4 3-7-4 3-10-12 Plate Offsets(),Y)-- [1:0-0-0,0-0-01,f6:0-2-8,0-3-01,[13:0-3-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.45 12 >581 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.83 12-13 >315 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.10 9 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:115 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP NoA D TOP CHORD Structural wood sheathing directly applied or 2-11-2 oc purlins, except BOT CHORD 2x4 SP No.1 D end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=860/Mechanical,15=1076/0-7-10 Max Horz 15=80(LC 9) Max Uplift9=-488(LC 9),15=-672(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-17=-2660/1239,3-17=-2659/1239,3-4=4135/1912,4-18=-4441/2244, 18-19=-4439/2244,5-19=-4438/2244,5-6=-3742/1991,6-7=-2265/1237 BOT CHORD 14-15=-92/273,13-14=-1221/2656,12-13=-198814177,11-12=-2291/4439, 10-11=-2026/3704,9-10=-1275/2262 WEBS 2-15=-931/564,2-14=-1385/2705,3-14=-573/357,3-13=-808/1523,4-13=-299/217, 4-12=-325/270,5-11=-727/437,6-11=-104/295,6-10=-1 514/788,7-10=-201/517, 7-9=-2282/1268 `,,1111111111/��,, NOTES S I� 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 24-4-2 zone;cantilever left and `���(j , '�Ci E N S•• �j �� right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate: 4V;• F•�•,Q w grip DOL=1.60 - No 53681 ;. 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. 13 ,22�� [L 5)Refer to girder(s)for truss to truss connections. i-:0 STATE OF .-4441 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 488 Ib uplift at joint 9 and 672 Ib uplift at d /r✓ joint 15. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. O R , ss 10 N A�E0C��. 11111 FL Cert. 6634 December 22,2014 Q[YARNING-V-ify design pm*aanetcrs rand READ NOTES ON T HIS AND INCLUDED bBTRIC REFERENCE PAGE DUI-7478 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. Applicability of design parameters and proper ioorporahon of component Is responsibility of!wilding designer-not frrrss designer.Bracing shown Is for lateral support of Individual web members only. Addillonal temporary bracing to Insure stability during construction Is the responsibility of thee erector. Additional permanent bracing of the overall structure Is the responsibility of the"cling designer.For general guidance regarding MiT ek fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 H Sout'hem Pine(SP)lumber is specified,the design values are those effective 06/61/2013 by ALSC tossTruss Type tyAria Homes/Shepard Res/JW K T6709892 J140462 SF06 ROOF SPECIAL 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:41 2014 Page 1 I D:xgEK4i?DBTQMbb7GJz000oy8g 1 C-PRzesOcZ8ViFd7OU?nTNTE7dYtiycHJYyeFY3Sy7MEi 1-3-14 5-6-4 9-11-14 1-3-14 4-2-6 4-5-10 Scale=1:19.3 0.25 12 1.5x4 II 5x5= 3 3x4= 9 4 3x4= 1 2 n e 1 7 6 5 3x4= 3x5= B This truss is designed to be 3x5- 1.5x4 II used for roof application only. 1-3-14 5-6-4 9-11-14 1-3-14 4-2-6 4-5-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.04 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.06 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:49 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-14 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=388/Mechanical,5=388/Mechanical Max Horz8=75(LC 9) Max Uplift8=-242(LC 8),5=245(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-4011237,1-2=-386/23612-3=-875/543 BOT CHORD 6-7=-311/428,5-6=-574/873 WEBS 2-7=-313/252,1-7=-321/544,2-6=-300/459,3-5=-838/537 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opst;h=25ft;B=45ft;L=241t;eave=4ft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)0-1-12 to 1-3-14,Interior(1)1-3-14 to 9-10-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,11111111//j1. 2)Provide adequate drainage to prevent water ponding. `, EL S, 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `����C`P.••... 't'/„qn I�, 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 `���G , (,E N S••. v� i� fit between the bottom chord and any other members. F a! 5)Refer to girder(s)for truss to truss connections. �'•, 6 Provide mechanical connection(by others of truss to bearing late capable of withstanding 242 Ib uplift at joint 8 and 245 Ib uplift at i NO 53681 joint 5. — 7 "Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. — — 0:. STATE OF ' `� 1ONA�X10 01 FL Cert. 6634 December 22,2014 WARMNG-Vaify design p—m—ters and READ NOTES ON THIS AND INCLUDED MITEK REPERENCE PAGE MII-7473 BEFORE USE. Design valkd for use only with Mflek connectors.This design Is based only upon parameters shown,and Is for an Individual buAding component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to irsrne stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding fabrication,gtalily control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610-4115 1f Southem Pine(SP)lumber is specfied.the design values are thane efrecEive 06/01/2013 by ALSC 1 � Job Truss Type City Ply Aria Homes[Shepard Res/JW K T6709893 J140482 SF07 ROOF SPECIAL 1 1 Job Reference floral Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:42 2014 Page t I D:xgEK4i?DBTQMbb7GJzQ0OoyBg t C-tdX03mcBvog6FHzgYU_c?SfpCHeuLixiBl_5buy7MEh 2-8-13 6-2-10 9-11-14 2-8-13 3-5-12 3-9-4 Scale=1:19.3 0.25 F12 4x4= 1.5x4 11 3x4= 3 3x4=9 4 1 2 tin e 7 6 5 3x4= 3x4= 8 3x4- 1.5x4 II This truss is designed to be used for roof application only. 2-8-13 6-2-10 9-11-14 2-8-13 3-5-12 3-9-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.03 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.05 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:49 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=388/Mechanical,5=388/Mechanical Max Horz8=74(LC 9) Max Uplift8=-243(LC 8),5=-245(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-360/261,1-2=-651/398,2-3=-798/497 BOT CHORD 6-7=-463/681,5-6=-526/796 WEBS 1-7=-414/679,3-5=-788/502 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2ps1;BCDL=3.Opsf;h=25ft;B=45ft;L=2411t;eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)0-1-12 to 2-8-13,Interior(l)2-8-13 to 9-10-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. `�� L S, �� � 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ``P�•••••., �/,9 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 `�� %,C) ••'�G E N s fit between the bottom chord and any other members. :• V F•�'.Q�,, 5)Refer to girder(s)for truss to truss connections. N O 5 3681 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 243 Ib uplift at joint 8 and 245 Ib uplift at �-* joint 5. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �'.. STATE ,bF 'ON AX- �►Ilnil FL Cert. 6634 December 22,2014 Q weRWNG-v-,fy d—iym p—­-trra ama READ NOTT38 ON T711S AND INCLUDED b9T7W REPBRFd1ICB PAGB b91-7478 BBFORB u86. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown.and Is for an Individual building component. �. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability durtrng construction is the responsibility of the MiTek" erecta. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSR-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avotabie from truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 If Southern Pine(SPJ lumber is spec ified,the design values are those effective 06/01/2013 by ALSC Truss Qty Ply Aria Homes/Shepard Res/JW K T6709894 J140482 SF08 ROOF SPECIAL 1 1 Job Reference tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:42 2014 Page 1 I D:xgEK4i?DBTQMbb7GJz000oyOg t C-tdXO3mcBvog6FHzgYU_c?SfmEHbJLhmiBl_5buy7MEh 4-1-12 9-11-14 4-1-12 5-10-2 Scale=1:19.3 0.25F1_2 4x7= 3x4 11 1 3x4= 8 3 7 2 m N 5 4 3x4= 6 3x6= 1.5x4 II This truss is designed to be used for roof application only. 4-1-12 9-11-14 4-1-12 5-10-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.04 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.11 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:47 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=388/Mechanical,4=388/Mechanical Max Horz6=73(LC 9) Max Uplift6=-243(LC 8),4=-245(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=-348/26811-7=-851/499,2-7=-851/499 BOT CHORD 4-5=-561/869 WEBS 1-5=-488/824,2-4=-763/477 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2pst;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft Cat.ll; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-10-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 `,1/111111111111, 2)Provide adequate drainage to prevent water ponding. `�*-`, E. S, 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `� C`P•L 4f 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 %�G , G E N S'•, �� i� fit between the bottom chord and any other members. ��•• F �,, 5)Refer to girder(s)for truss to truss connections. N O 53681 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 243 Ib uplift at joint 6 and 245 Ib uplift at =; joint 4. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ? 3.% STATE .OF 0NALE 111111111111 FL Cert. 6634 December 22,2014 0 WARMNO Verify design pm-w—t—a d READ NOTES ON THIS AND INCLUDED bIITEK RBFBRP.NCE PAGE MU-7473 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. Applicability of design parameters and proper Incorporation of component is respors"Illy of building designer-not truss designer.Bracing shown Is for lateral support of IndNklual web members only. Additional temporary bracing to[none stability durttg construction Is 111e responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For genefai guidance regarding fabrication,quality control,storage,delivery.erection and tracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCS]Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street Suite 312,Nexandria.VA 22314. Tampa,FL 33610-4115 If Southern Pine[SP)lumber is spec fled,the design whues are those ePlective 06/01/2413 by ALSO tossTruss Type ty Aria Homes/Shepard Res/JW K 767098951 J140482 SF09 ROOF SPECIAL 1 1 Job Reference tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:43 2014 Page 1 1 D:xgEK4i?DBTQMbb7GJz000oy8g 1 C-Lg5OH6dpg6yzsRXs6C W rYfC_ahzE4BxrQyke8Ly7MEg 2-9-6 5-6-11 9-11-14 2-9-6 2-9-6 4-5-3 Scale=1:19.3 0.25 12 — 4x4= 2z4 11 1 3x4= 2 3x4 10 4 9 3 T m N 7 6 5 3x4= 3x4= 8 3x5= 1.5x4 This truss is designed to be used for roof application only. 2-9.6 5-6-11 9-11-14 2-9-6 2-9-6 4-5-3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.03 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.05 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.28 Horz(TL) 0.01 5 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:49 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=388/Mechanical,5=388/Mechanical Max Horz8=72(LC 9) Max Uplift8=243(LC 8),5=-245(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-354/27011-2=-653/413,2-9=-820/494,3-9=-820/494 BOT CHORD 6-7=-450/653,5-6=-533/821 WEBS 3-5=-775/488,1-7=440/677 NOTES- 1)Wind:ASCE 7-10;Vu1t=130mph(3-second gust)Vasal=101 mph;TCDL=4.2psf;BCDL=3.Opst;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-10-2 zone;cantilever left and right exposed;end vertical left and tight exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,``�II1111111!//I 2)Provide adequate drainage to prevent water ponding. �� EL S. 3)This truss has been designed for a 10.0 lost 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 %..% �G '\G E+v S••. v� �� fit between the bottom chord and any other members. � F •'. i- 5)Refer to girder(s)for truss to truss connections. NO 53681 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 243 Ib uplift at joint 8 and 245 Ib uplift at joint 5. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �:. STATE OF 0 RC� . �4 N AL FL Cert. 6634 December 22,2014 0 WARNINO-Vaify design parameters and RBAD NOTES ON 77115 AND INCLUDED 19TBK REPERBNCE PAGE 4711-7473 BBPORB USE Design vaiki for use only with Milek connectors.this design is based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responslblltty of building designer-not truss designer.Bracing shown Is for lateral support of IndNktual web members only. Additknnal temporary bracing to Insure stability during construction IS the responsibility of the iTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guklance regarding MM fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/71)I1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Bbd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 it Southem Dine(SP)hmnber is spec-fired,the design values ae those effective 06/01/2013 by ALSC Job Truss Truss Type aty Ply Aria Homes/Shepard Res/JW K T6709896 J140482 SF10 ROOF SPECIAL 1 t Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:44 2014 Page 1 I D:xgEK4i?DBTQMbb7GJz000oy8g 1 C-pOfnUSeR RQ4q Ub63gv 145tIAw4KLpgu_ecTCgny7MEf 3-5-13 9-11-14 3-5-13 6-6-1 Scale=1:19.3 0.2512 4x4= 1.5x4 11 3x4= 2 3x4= 4 1 9 3 1 i i N p 7 6 5 3x4= 3x4= 8 3x4= 1.5x4 II This truss is designed to be used for roof application only. 3-5-13 6-11-11 9-11-14 3-5-13 3-5-13 3-0-3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.03 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.05 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:49 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=388/Mechanical,5=388/Mechanical Max Horz8=71(LC 9) Max Uplift8=-244(LC 8),5=-244(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-348/271,1-9=-753/472,2-9=-753/472,2-3=-685/421 BOT CHORD 6-7=-507/753,5-6=-450/674 WEBS 3_5=-694/437,1-7=-479f753 NOTES- 1)Wind:ASCE 7-10;VUlt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.Il; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-10-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,,��i 1 1 1 1 Il r►��' 2)Provide adequate drainage to prevent water ponding. , +�L S. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� \AP.,,... M,9J#0 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 `���G •••�G E N S•• v/ i� fit between the bottom chord and any other members. �`;• F•�•.Q i 5)Refer to girder(s)for truss to truss connections. NO 53681 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 244 Ib uplift at joint 8 and 244 Ib uplift at ��* joint 5. s 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ��'.• STATE OF :�44/ i�'�SS��N AL�����• ►►rrnll FL Cert. 6634 December 22,2014 0 WARNING Vcrify dr_siyn Iam-mnetna and READ NOTSS ON THIS AND INCLUDED AUTEIC REFERENCE PAGE AIII-7473 BEFORE USE. Design valid for use only with Mflek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of ttre WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bbd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Sulte 312 Alexandria,VA 22314. Tampa,FL 33610-4115 if Southern Pine(SPI lumber is specified,the design values are those effective 06/01/2013 by AL.SC Job Truss runs ype ty Aria Homes/Shepard Res/JW K T6709897 J140482 SF1 t ROOF SPECIAL i 1 Job Reference floral Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:44 2014 Page i I D:xgEK4i?DBTQMbb7GJz000oyBg 1 C-pOfnUSeRRQ4gUb63gv 145t19z4K 1 pgm_ecTCgny7MEf 4-2-5 4 -1 8-4-10 9-11-14 4-2-5 0-`1-12 4-0-9 1-7-4 Scale=1:19.3 0.25 12 4x4= 1.5x4 II 1 3x4= 2 3x4= 3 4 9 i v m 11 7 6 5 3x4= 3x4= 8 3x4= 1.5x4 II This truss is designed to be used for roof application only. 4-2-5 8-4-10 9-11-14 4-2-5 4-2-5 1-7-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.03 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.05 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight:49 Ib FT=20! LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-11-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=388/Mechanical,5=388/Mechanical Max Horz8=70(LC 9) Max Uplift8=-244(LC 8),5=-244(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-342/273,1-9=-816/509,2-9=-816/509,2-3=-458/286 BOT CHORD 6-7=-542/816,5-6=-289/437 WEBS 3-5=-562/351,1-7=-506n92,2-6=-373/258 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2pst;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-10-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 %%0111111111110111 %011 f f f 11 f i f 1/I't 2)Provide adequate drainage to prevent water ponding. %%`, S. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� ``P,.••• M,9 �� 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 `���G , (,E N fit between the bottom chord and any other members. 4; do •• F •'.Q s 5)Refer to girder(s)for truss to truss connections. 6 Provide mechanical connection b others of truss to bearinglate capable of withstanding244 Ib uplift at joint 8 and 244 lb uplift at - NO 53681 joint 5. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 7 �'.. STATE OF : 4/J. ` ,�SS/4NAX-0%,���• 'lni1[0 FL Cert. 6634 December 22,2014 0 WARNING-Verify design ym-trrs and READ NOTES ON THIS AND INCLUDED hIITBK REPERENC6 PAGE h91-7473 BEFORE USE. Design valid for use only with Mfiek connectors.This design Is based only upon parameters shown,and Is for an Individual budding component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown ; Is for lateral support of IndlMual web members only. Additional temporary bracing to Insure stability during constructk>n is the responsibdllN of the erector. Additional permanent bracing of it).--overall structure Is the responsibility of the building designer.For general guidance regarding MITek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Pine(SPJ�m fber is specified,the design valuese those effective 06/01/2013 by ALSO Tampa,FL 33610-4115 oTruss Truss Type city Ply Aria Homs/Shepard Res/JW K T6709898 J140462 SF12 FLAT 1 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:45 2014 Page 1 I D:xg EK4i?DBTQMbb7GJz000oy8g 1 C-HCD9hof3CjCh6lhFEdYJd4HLvUgpY7J8tGDICDy7MEe 3-4-9 6-7-5 9-11-14 3-4-9 3-2-13 3-4-9 Scale=1:19.0 1.5x4 11 i1 3x4= 2 3x4= 3 3x4= 4 i i 7 6 5 3x4= 3x4= 8 3x4= 1.5x4 1 This truss is designed to be used for roof application only. 3-4-9 6-7-5 9-11-14 3-4-9 3-2-13 3-4-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.03 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.05 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 5 Na n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:49 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=388/Mechanical,5=388/Mechanical Max Horz8=-69(LC 8) Max Uplift8=-244(LC 8),5=-244(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-350/27611-2=-700/440,2-3=-700/441 BOT CHORD 6-7=-471/700,5-6=-481/700 WEBS 1-7=-457/709,3-5=-710/458 NOTES- 1)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4lt;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)0-1-12 to 3-4-9,Interior(1)3-4-9 to 9-10-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. ,�� EL S. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� �P.,•... 'r'/,q /�� 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 `��%G , ��,E Ni'-. G" fit between the bottom chord and any other members. ��•• F •'.6! 5)Refer to girder(s)for truss to truss connections. ap N 0 53681 6 Provide mechanical connection b others of truss to bearing late capable of withstanding 244 Ib uplift at joint 8 and 244 Ib uplift at ( Y ) 9P P 9 P 1 P ��* � •� * � joint 5. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. - 3 S TAT E .O F :441�/ FL Cert. 6634 December 22,2014 Q WARNING 17a-ify design parand READ NOTES ON THIS END INCLUDED bBT EK REPERENCE PAGE b91-7473 BEFORE USE. Design valki for use only with MiTek connectors.This design is based only upon parameters shown,and is for an Incilvidual building component. Applicability of design parameters and proper Incorporalon of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the bLAding designer.for general guidance regarding MiTek' fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 If South ern Pirie(SP]lumtber is specified,the design values are those effective 06/01/2013 by ALSO s � cuss Truss Type Qty Piy Aria Homes/Shepard Res/JW K J140482 SF13 HALF HIP GIRDER 1 2 Job Reference tional 76709899 Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:46 2014 Page 1 I D:xgEK4i?DBTQMbb7GJz000oyBg 1 C-IPnXvBfthz 1 KYjvGRnK3YAIgPkuxcH W IH6wyJkgy7MEd -%T0 0-16- - 9-3-1 11�15-7 I 14- 8 1 2 50 2-10-1 2-10-1 Scale=1:26.3 0.25 12 2x4 II 3x5= 3x4= 4x4= 5 6 7 16 8 1.5x4I I 3x4= 1.5x4 1 6x12= i 1 2 3 4 C ' cf 15 14 12 17 11 18 t0 19 3x4= 13 5x5= 3x8= HTU26 4x4= HTU26 9 4x10= HTU26 HTU26 2x4 I) 3-11-12 6-5-0 9-3-1 11-11- 14-9-8 3-11-12 2-5-4 2-10-1 2-87-5 2-10-1 LOADING(pst) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.05 11-12 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.55 Vert(TL) -0.0711-12 >999 360 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Wind(LL) 0.0311-12 >999 240 Weight:172 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-9 oc purlins, except BOT CHORD 2x4 SP N0.2*Except* end verticals. 62:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.2 6-0-0 oc bracing:13-14. REACTIONS. (Ib/size) 9=1634/0-5-8,13=3009/0-3-8 Max Horz 13=65(LC 22) Max Uplift9=-549(LC 5),13=-958(LC 4) Max Grav9=1664(LC 18),13=3009(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-761/1862,3-4=-760/1858,4-5=-964/72,5-6=-678/203,6-7=-3173/1090, 7-16=-22811746,8-16=-2281/746,8-9=-1462/492 BOT CHORD 13-14=-934/323,12-13=-666/2446,12-17=673/2417,11-17=-681/2431,11-18=-772/2281, 10-18=-772/2281 WEBS 3-13=-434/152,4-13=-4538/1272,2-14=-365/958,2-13=-1076/494,8-10=-856/2574, 7-10=-793/313,7-11=-403/1041,6-11=-260/306,4-11=-571/914,4-6=-2537/903 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: ♦♦,�111111/���� Top chords connected as follows:2x4-1 row at 1-0-0 oc. ♦ J# Bottom chords connected as follows:2x4-1 row at 1-0-0 oc,2x6-2 rows staggered at 0-9-0 oc. ♦♦♦ Webs connected as follows:2x4-1 row at 1-0-0 oc. ,♦ rJ�,•'G E N•• ��1��j 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;���,••�,� S�C`••,����� 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. -' No 53681 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.Il;__r* * e Exp D;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.62 7 f' plate grip DOL=1.60 -p 5)Provide adequate drainage to prevent water ponding. •, . 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. :.-53 STATE OF '��: 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 O R I'D.-`Q•P••��,� fit between the bottom chord and any other members. �� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 549 Ib uplift at joint 9 and 958 Ib uplift at /��ss••••••• '!�� joint Sem 13."Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �I��'1�N A;y♦♦♦♦ 9) tO)Graphical purlin representation does not depict the size or the orientation of the purhn along the top and/or bottom chord:. 11)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dxl 1/2 Truss,Single Ply Girder)or equivalent spaced at 1-4-0 oc max.startin gF at 9-3-12 from the left end to 13-3-12 to connect truss(es)to back face of bottom chord. FL Cert. 6634 12)Fill all nail holes where hanger is in contact with lumber. December 22,2014 Continued on DaQe 2 Q WARNING-Verify design pas-aenetc-rs and READ NOTES ON THIS AND INCLUDED JWTEK REFERENCE PAGE Aril-7473 BEFORE USE. Design valid for use orgy with Mflek connectors.This design is based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabricotlon,quality control,storage,delivery,erection and bracing,conadt ANSI1TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 l if 5outhem Pine(SP)Iuanber is spec-died,the design values ave those effect"06/01/2013 by ALSC r russTruss TypeQtY ply Aria Homes/Shepard Res/JW K T6709899 J140482 SF13 HALF HIP GIRDER 1 2 Job Reference o fional Manning Building Supplies, Jacksonville.FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:46 2014 Page 2 I D:xgEK4i?DBTQMbb7GJz000oyBg 1 C-IPnXvBfhz 1 KYjvGRnK3YAIgPkuxcH W IH6wyJkgy7MEd NOTES- 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)405 Ib down and 124 Ib up at -0-2-0,and 897 Ib down and 480 Ib up at 8-7-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-93,5-8=-93,9-15=-13 Concentrated Loads(lb) Vert:5=-806 15=-400 10=-286(B)11=-131(B)17=-897(B)18=-286(B)19=-286(B) 0 WARNING Verify duly.parametrrs and READ NOTES ON THIS AND INCLUDED b9=REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use orgy with MiTek connectors.This design Is based only upon parameters shown,and Is for an individual building component. Appacabllty of design parameters and proper Incorporation of component Is responsibility of brdiding designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. Addltlonal permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 if Struthers Pine(5P)lumber is specified,the design values are these effective 06/01/2013 by AILSC russ Truss Type Qty PlyAria Homes/Shepard Res/JW K T6709900 J140462 SF14 HALF HIP 9 1 Job Reference optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:47 2014 Page 1 I D:xgEK4i?DBTQMbb7GJz000oy8g 1 C-DbKv6UgJ kLSPL2rdL2aniVNdFI Ijozj RLaisH6y7MEc 2-1-7 14-11-82 12s-5 2-101z- 1 o-0 s 1-12 z- 274 2-10-1 Scale=1:26.6 0.25 F12 acs 11 3x8= 3x4 1.5x4 11 = 5 6 16 17 7 18 8 1.5x4 3x4= 1.5x4 q 1 2 15 3 8x12= I 14 12 11 10 3x4= 13 1.5x4 11 3x4= 3x4= 9 4x10= 3x4= 4-0-0 4- -12 6-7-0 12-1-7 14-11-8 4-0-0 0- - 2 2-5-4 2-10-1 2-8-5 2-10-1 Plate Offsets(x,Y)-- [4:0-4-12,0-3-41 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL) -0.04 11-12 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.50 Vert(TL) -0.0711-12 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2010/fP12007 (Matrix-M) Wind(LL) 0.02 11-12 >999 240 Weight:81 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP N0.2`Except` TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc purlins, except T1:2x4 SP No.1 D end verticals. BOT CHORD 2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.2`Except` 6-0-0 oc bracing:13-14. W6:2x4 SP No.1 D MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 9=688/0-5-8,13=1699/0-3-8 Max Horz 13=69(LC 9) Max Uplift9=-165(LC 9),13=-432(LC 8) Max Grav9=723(LC 22),13=1699(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=-525/557,3-15=-525/559,3-4=-523/556,4-5=-950/59,5-6=-458/64, 6-16=-936/184,16-17=-936/184,7-17=-936/184 BOT CHORD 12-13=-205/1815,11-12=-197/1751,10-11=-26a/1407,9-10=-212/936 WEBS 3-13=-355/113,4-13=-2370/389,2-14=-256/203,2-13=-438/367,6-10=-558/60, 7-10=-15/313,7-9=-1076/226,4-11=-388/0,4-6=-966/174 NOTES- S �I 1)Unbalanced roof live loads have been considered for this design. ��� �P'.......•M,1 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24f;eave=4ft;Cat.ll; `����j��••�G E N S'•.�(j� i�� Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 6-8-12,Exterior(2)6-8-12 to ; V F Q_•, 10-11-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for No 5368101 reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 =r* \ 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. i STATE OF 44/ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 165 Ib uplift at joint 9 and 432 Ib uplift at joint 13. �i T•'•;C� Q p;••���� 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �j�(� O R \ 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s). The design/selection of such connection device(s)is the responsibility of others. �I'11111111110%% �10 N A ;j/1,�� LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 FL Cert. 6634 December 22,2014 Continued on paae 2 V WARNING-Vcrify design pw wi.I-.and READ NOTES ON THIS AND INCLUDED 6fITEK REPBRENCE PAGE 61/1-7473 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. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the buldi ng designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bbd. Safety Information ava liable from Thus Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610-4115 ff Southern Pine(SP)lumber is specified,the design values are those e(fectrve 06/01/2013 by ALSC Truss Qty Ply Aria Homes/Shepard Res/JW K T6709900 J140482 SF14 HALF HIP 9 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:47 2014 Page 2 I D:xgEK4i?DBTQMbb7GJz000oyBg 1 C-DbKv6llgJkLSPL2rdL2aniVNdFI IjOzj RLaisH6y7MEc LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-4=-93,5-8=-93,9-14=-1 3 Concentrated Loads(Ib) Vert:5=-823 Q WARNING-Vaijy d—ign paras-i—rand READ NOTES ON THIS AND INCLUDED IgTEIC REFERENCE PAGE b91-7473 BEFORE USE, Design valki for use only with Mitek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during constructkm Is the responsibility of the MiTek' erector. Additional permanent tracing of the overall stricture is the respons"Ilty of the building designer.for general guidance regarding fabrication,quality control,storage,delivery.erection and tracing,consult ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Sheet.Suite 312.Alexandria.VA 22314. Tampa,FL 33610-4115 ItSouthern Pine(SP]lumber is spec fled,the design values are those effecttrve 06/01/2013 by ALSO Truss Truss Type Qty Ply Aria Homes I Shepard Res I JW K 7 709901 J140482 SF14A HALF HIP GIRDER 1 3 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:48 2014 Page 1 I D:xgEK4i?DBTQMbb7GJzO0Ooy8g 1 C-hnuHKphyVeaGzCQgvl50Fjvj2iZD[KaaZDRPpYy7MEb 2-1-12 4-1-12 6-7-0 8-8-5 10-7-14 12-7-7 14.8-12 2-1-12 2-0-0 2-5-4 2-1-5 1-11-9 1-11-9 2-1-5 Scale=1:26.0 0.25 f2- 2x5 11 3x4= 3x4= 3x4= 3x8= 5 18 6 7 19 20 8 21 9 1.5x4 I 3x4= 4x10= 8x12= q 1 2 17 3 4. c! Lii l 16 14 13 12 11 3x4= 15 4x10= 3x8= 3x4= 5x5= 10 3x4= 2x4 11 4-0-0 4-1-12 6-7-0 8-8-5 10-7-14 12-7-7 14-8-12 4-0-0 0- - 2 2-5-4 2-1-5 1-11-9 1-11-9 2-1-5 Plate Offsets(),Y)-- [3:0-3-8,0-2-01,f4:0-8-4,0-3-121 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.07 13-14 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.12 13-14 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.03 13-14 >999 240 Weight:244 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, except T2:2x4 SP No.1 D end verticals. Except: BOT CHORD 2x4 SP No.1D 5-1-0 oc bracing:4-5 WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 10=4437/0-2-12,15=3999/0-3-8 Max Horz 15=-72(LC 10) Max Uplift10=-457(LC 9),15=674(LC 8) Max Grav 10=4473(LC 22),15=3999(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-17=-495/279,3-17=-495/281,3-4=-8080/796,4-14=-4126/567,4-5=-2462/465, 5-18=-1016/87,6-18=-1 016/87,6-7=-5900/424,7-19=-5618/404,19-20=-5618/404, 8-20=-5618/404,8-21=-4279/480,9-21=-4279/480,9-10=-4356/485 BOT CHORD 14-15=-276/579,13-14=-820/7902,12-13=-43015618,11-12=-492/4279 WEBS 3-15=-3498/549,3-14=-1118/8826,2-15=-161/338,9-11=-594/5456,8-11=-3672/423, 8-12=0/1775,7-12=-1190/0,7-13=-29/373,6-13=-184/1023,4-13=-2209/406, 4-6=-5266/363 `,�tyllilllii,,� NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. ��� CJ *GEN y Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. 41��.•� � SF '.•�Q�A Webs connected as follows:2x4-1 row at 1-0 0 oc. f 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 plz,. _: No 53681 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. * * s 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft B=45ft;L=24ft;eave=oft;Cat.11,E Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 6-8-12,Exterior(2)6-8-12 to 411 10-11-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for .- STATE 4F reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 i�,�••• r 5)Provide adequate drainage to prevent water ponding. ♦ G R �. \ �� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��j�SS ••••••'! %� 7) This has botom chord and anyother members. live Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� 0 N A;;�0 fit between the S)Provide,mechanical cwnecfion(by others)of truss to bearing plate at ont(s)1O. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 457 Ib uplift at joint 10 and 674 Ib uplift at joint 15. 1 FL Cert. 6634 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s). The design/selection of such December 22,2014 connection device(s)is the responsibility of others. Q WARMNG-Ve ify d—ign p--m tens rued READ NO715S ON THIS AND INCLUDED AITTEK REFERENCE PAGE IWI-7473 BBPORB USB. Design valid for use ordy with MiTek connectors.Rds design Is based only upon parameters shown,and Is for an Individual building component. Applicabillty,of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. AddlBoncA permanent tracing of the overall structure is the responsibility of the"cling designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI t Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information available from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610-4115 ty tf Southern Pine SP Irrntber isspec iffiedz the design valuew s are those effective 66/01 f 2013 by ALSO russruns ype ty y Aria Homes/Shepard Res/JW K T6709901 J140482 SF14A HALF HIP GIRDER 1 3 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:48 2014 Page 2 I D:xgEK4i?DBTQMbb7GJz000oy8g t C-hnuHKphyVeaGzCQgvl50Fjvj2iZDIKaaZDRPpYy7MEb LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-93,5-18=-231,9-20=-231,10-16=-13 Concentrated Loads(lb) Vert:5=-2073 8=-1421 21=-1027 Trapezoidal Loads(pit) Vert:18=-441-to-20=-595 0 WARNING-V--i y drsiyn,p--nctna and READ NOTUS ON THIS AND INCLUDED bfflf C REFERENCE FADE A91-7473 REPORE USB. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and Is for an individual building component. Applk;abliily of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construcilon Is the responsibility of the Mitek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa,FL 33610-4115 itSauttnern Pine(SP)lumber is sFecillied.,the design values are those effective 06/01/2013 by ALSC • tossTruss Type oty PlyAria Homes/Shepard Res/JW K T6709902 J140462 SF15 HALF HIP 6 1 Job Reference optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:49 2014 Page 1 I D:xgEK4i?DBTQMbb7GJz000oy8g 1 C-A_SgX9iaGyi6aM?OTTcFowSvD501 UuKkotBzL?y7MEa 4-1-12 7-7-3 11-0-9 14-6-0 1,4-11$ 4-1-12 3-5-7 3-5-7 3-5-7 0-5-8 Scale=1:25.1 0.25 12 3x6= 11 3x5= 3 3x4= 4 3x4=14 I S 5 1 3x4= 12 13 2 0 ru IIIA 10 8 7 1.5x4 9 3x5= 3x4= 6 3x5= 3x6= 4-0-04-1-12 7-7-3 11-0-9 14-6-0 4-11 4-0-0 0- -Y2 3-5-7 3-5-7 3-5-7 0-5E Plate Offsets(X Y)-- (1:0-0-0 0-0-0) LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0.04 7-8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.01 6 n/a rVa BCDL 10.0 Code FBC2010/ 1p12007 (Matrix-M) Wind(LL) 0.02 7-8 >999 240 Weight:74 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-11 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, Except: W9:2x6 SP No.2 6-0-0 oc bracing:8-9. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=484/0-5-8,9=1072/0-3-8 Max Horz 9=80(LC 9) Max Uplift6=-1 67(LC 9),9=-440(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-500/542,12-13=-500/543,2-13=-500/547,2-3=-636/246,3-4=-883/274 BOT CHORD 8-9=-542/570,7-8=-300/632,6-7=-325/880 WEBS 1-9=-596/544,2-9=-832/304,2-8=-416/1238,3-8=-370/174,3-7=-250/263, 4-6=-864/314 NOTES- 1)Unbalanced roof live loads have been considered for this design. ,`j,1111111i�' 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; �� EL S IIS Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 14-8-12 zone;cantilever left ,� C`P S. and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 `�� ��} •.•�G ENS;'•, plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. --� N O 53681 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 * ' •• * s fit between the bottom chord and any other members. y� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 167 Ib uplift at joint 6 and 440 Ib uplift at --10; Jai ! p(�Z joint 9. STATE O F44/ 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. FL Cert. 6634 December 22,2014 Q WARNING-verify d—iyn p---..t—and READ NOTES ON THIS AND INCLUDED JW7'EK REFB?BNCE PAOE 611-7473 EBFORE use. Design valid for use only with Mitek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of bulldklg designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Inane stability during construct"Is the respordbility of the MiTek erector. AddiBonal permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Bbd. Safety Information available from Truss Rate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 If Sout'he4m Pine(SP}lumber is specified,the design values are those effective 06/01/2013 by ALSO Job cuss cuss Type ty y Aria Homes!Shepard Res 7 JW K 76709903 J140482 SF16 MONOPITCH 2 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:50 2014 Page 1 I D:xgEK4i?DBTQMbb7GJz000oy8g 1 C-eAO21VjCOGgzCW aCOA8UK8_3gVMgDLdtl XwW tRy7MEZ 4-2-12 7-7-13 11-0-15 14-" 14-11$ 4-2-12 3-5-1 3-5-1 3-5-1 0-5i Scale=1:25.1 0.2512 3x6= 11 3x4= 1 3x412 13 23x5 _ 3 3x4= 4 14 15 5 m I LJ �10 8 7 1.5x4 9 3x5= 3x4= 6 3x5= 3x6= 4-2-12 7-7-13 11-0-15 14-6-0 14-11$ r 4-2-12 3-5-1 3-5-1 3-5-1 0-5-8' Plate Offsets(X,Y)-- )1:0-0-0,0-0-01 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.04 7-8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.01 6 Na n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.02 7-8 >999 240 Weight:74 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-14 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, Except: W9:2x6 SP No.2 6-0-0 oc bracing:8-9. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=475/0-5-8,9=1080/0-5-8 Max Horz9=80(LC 9) Max Uplift6=-165(LC 9),9=-445(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-520/568,12-13=-5201569,2-13=-520/573,2-3=-598/235,3-4=-857/266 BOT CHORD 8-9=-5681590,7-8=-289/593,6-7=-318/853 WEBS 1-9=-625/566,2-9=-836/306,2-8=-414/1226,3-8=-370/177,3-7=-260/276, 4-6=-838/306 NOTES- 1)Unbalanced roof live loads have been considered for this design. 11t,1111111111111� t. 2)Exp DAEncl..,GCpi=0.SCE 7-10; 118;MWFRS(dircond ectional)al)gust)d C-C101 Exte ofr(2)OD1-12 to 3-1-2Dlnteropr(1)3-1512 0 4i8-12 zone;cantileverleftll ��,``�P.... .. �i.�IeI,, and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 `���G , C ENS'• �� i� late gripDOL=1.60 �•�'. 3)Provide adequate drainage to prevent water ponding. �'•• • 4)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 53681 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 165 Ib uplift at joint 6 and 445 Ib uplift at joint 9. '.-P STATE 4F 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ((� .,�SS'�N AL� .%% rrrrr�� FL Cert. 6634 December 22,2014 omm 0 WARNING-Verify design paraunetrrs and READ NOTBS ON THIS AND INCLUDED WTBIC REFERENCE PAGE L91-7473 BEPORB US& Design valid for use only with MITek connectors,This design Is based only upon parameters shown,and Is for an individual building component. ApplicatAlty of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 72314. Tanya,FL 33610-4115 If Southem Pine(SP)lumber-is specified.the design values are those of fine 06/61/2013 by ALSC I • OTruss TrussType Qty Ply Aria Homes/Shepard Res/JW K T6709904 J140462 SF17 MONOPITCH 2 1 Job Reference tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:51 2014 Page i I D:xgEK4i?DBTQMbb7GJzQOOoy8g 1 C-6MaQyrjgnZygqg9PatfjtLXIVvckxl40FBg4Qty7MEY 4-3-8 7-3-0 7-8-15 11-2-5 14.6-0 4-3-8 2-11-8 -5-15 3-5-7 3-3-11 Scale=1:24.6 0.25 12 3x4= 2x4 11 3x8 12 2 3x4= 3 3x4= 4 13 14 5 = 1 9 8 7 6 10 4x7= 3x4= 3x4= 3x5= 20 11 4-3-8 7-3-05 11-2-5 14-6-0 7-8-1 4-3-8 2-11-8 -5-15 3-5-7 3-3-11 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.14 8-9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.20 8-9 >834 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.07 8-9 >999 240 Weight:70 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=758/Mechanical,6=758/Mechanical Max Horz 10=56(LC 9) Max Upliftl0=-233(LC 8),6=-235(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-711/234,1-11=-1921!583,11-12=-1917/583,2-12=-1915/584,2-3=-2217/678, 3-4=-1527/462 BOT CHORD 8-9=-608/1917,7-8=-701/2213,6-7=-484/1523 WEBS 2-9=-458/174,4-7=-59/278,4-6=-1578/490,3-7=-733/232,2-8=-98/313,1-9=-573/1861 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.ll; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(l)3-1-12 to 14-4-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate ``,1111111111 illi grip DOL=1.60 % L S. �I 2)Provide adequate drainage to prevent water ponding. �%� �P�••••••.M.9^��i, 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G '•GEN y 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 •'•V� S4�'••••�o iw fit between the bottom chord and any other members. No 53681 • 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 233 Ib uplift at joint 10 and 235 Ib uplift at joint 6. „ 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. STATE OF .' 44/ ` i FL Cert. 6634 December 22,2014 Q WARNING-Verify d—tyn p— net—and READ NOTES ON THIS AND INCLUDED bUTEK REPERENCB PAGE 6fU-7478 BEPORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not taus designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 ff Soa.them Pate ISP)lumber is specified,One design values are those effective 06/01/2013 by ALSO I � tossrussType y Aria Homes!Shepard Res/JW K �f 76709905 J1a0482 SF16 MONOPITCH GIRDER 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:51 2014 Page 1 ID:xgEK4i?DBTQMbb7GJz000oyBg t C-6MaQyrjgnZygqg9PatfjtLXIBvZUx4BOFBg4Qty7MEY 3-9-4 7-3-0 10-8-12 14-6-0 3-9-4 3-5-12 3-5-12 3-9-4 Scale=1:24.5 0.25 F12 2x4 11 2 3x4= 3 3x4= 4 3x5= 12 5 3x8= i 1 I i 13 9 14 8 15 16 7 17 18 6 10 5x8= 3x5= 3x4= 5x5 4x4 = HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 3-9-4 7-3-0 10-8-12 14-6-0 3-9-4 3-5-12 3-5-12 3-9-4 Plate Offsets(),Y)-- f9:0-3-8,0-2-81 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL60.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL) -0.13 8 >999 480 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(TL) -0.26 8 >649 360 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.15 8 >999 240 Weight:162 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-7 oc bracing. REACTIONS. (Ib/size) 10=1855/Mechanical,6=2041/Mechanical Max Horz 10=53(LC 18) Max UpliftlO=-964(LC 4),6=-1090(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-15151781,1-11=-4796/2525,2-11=-479212525,2-3=-601413169,3-4=-4356/2293 BOT CHORD 10-13=-226/368,9-13=-226/368,9-14=-2547/4791,8-14=-254714791,8-15=-3191/6010, 15-16=-3191/6010,7-16=-3191/6010,7-17=-2314/4352,17-18=-2314/4352, 6-18=-2314/4352 WEBS 1-9=-2424/4585,2-9=-6891315,2-8=-67411275,3-8=-230/277,3-7=-1744/925, 4-7=-661/1151,4-6=-4360/2309 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 1-0-0 oc. 11111���* Bottom chords connected as follows:2x6-2 rows staggered at 1-0-0 oc. M7t I Webs connected as follows:2x4-1 row at 1-0-0 oc. � ;,S- 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 `N,��G .•GEN connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ���\ �,� S4�'•,.•%moi 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.It,, i Exp D;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.6(j;.;:`� NO 53681 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .�• �/ _ 6)'This truss has been designed for a live load of 20.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. ©'. STATE O F 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(byothers)of truss to bearing plate capable of withstanding 964 Ib uplift atjoint 10 and 1090 Ib uplift at G R ',V-"' % joint 6. S••'••....••' 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. '��IjS�O N A"i-`,`�� 10)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dxl 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 1-902 from the left end to 13-9--12 to connect trusske6)to front face of bottom chord. 11)Fill all nail holes where hanger is in contact with lumber. FL Cert. 6634 LOAD CASE(S)Standard December 22,2014 Continued on a e 2 A[YARNING Vo jy dmign Pm­nefers and READ NOT£S ON THIS AND INCLUDED AffTEK REPBRENCE PAOB bffl-7473 BEFORE USE. Design valid for use only with Mffek connectors.This design is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members orgy. Additional temporary tracing to Insure stability during construction Is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guldance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI t Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Bbd. Safety Information available from Truss Plate Institute,781 N.Lee Street Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 if Southern Pine(SP)luanber is spec wed,the design valves are these effective 06/01/2013 by ALSC Truss TrussType ty y Aria Homes f Shepard Res!JW K 76709905 J140482 SF18 MONOPITCH GIRDER 1 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:52 2014 Page 2 ID:xgEK4i?DBTQMbb7GJz000oy8g t C-aYBogBkSYt5hRgjbBbAyPZ4TwJvjgARAUrPdyJy7MEX LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:1-5=-93,6-10=-13 Concentrated Loads(lb) Vert:9=-340(F)13=-340(F)14=-340(F)15=-340(F)16=-340(F)17=-340(F)18=-340(F) 0 WARNING-Verify d—iyn prv—eters and READ NOTES ON THIS AND INCLUDED bUTEK REFERENCE PAGE 6III-7473 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. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent tracing of the overall stricture Is the responsbility,of the building designer.For general guidance regarding fobdcofion.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety inform~avallable from Truss Rate Institute,781 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa.FL 33610-4115 ff Soutfrerrr Pine(SP}Ivn*4er is specified,the design vatues are these effective 06/01/2013 by ALSC rufss Truss Type city Ply Aria Homes/Shepard Res/JW K T6709906I J140482 SF19 MONOPITCH 7 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL - 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:52 2014 Page 1 ID:xgEK4i?DBTQMbb7GJz000oyBg1C-aY8o9BkSYt5hRgjbBbAyPZ4X8J37gl?AUrPdyJy7MEX 3-1-11 5-11-13 9-1-8 3-1-11 2-10-3 3-1-11 Scale=1:17.2 0.2512 1.5x4 11 1 3x4 _ 2 3x4= 3 3x4 4 F1 F 7 6 5 3x5= 3x4= 8 3x4= 1.5x4 I This truss is designed to be used for roof application only. 3-1-11 5-11-13 9-1-8 3-1-11 ---- 2-10-3 _. 3-1-11 Plate Offsets(X,Y)-- (1:0-0-0,0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.03 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.05 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:43 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directlyapplied or 8-3-10 oc bracing. F k recommends that Stabilizers and required cross bracing stalled during truss erection,in accordance with Stabilizer llation uide. REACTIONS. (Ib/size) 8=353/0-5-0,5=353/Mechanical Max Horz 8=65(LC 9) Max Up1ift8=-220(LC 8),5=-223(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-313/254,1-2=-758/487,2-3=-723/454 BOT CHORD 6-7=-504/756,5-6=-500/722 WEBS 1-7=-467/721,3-5=-712/467 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-11,Interior(1)3-1-11 to 8-11-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �� L S. 2)Provide adequate drainage to prevent water ponding. ��` �P�'•••••,•V/,9 ,�j� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I� C E N • �i 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 ;��N �� SF '•,�Q fit between the bottom chord and any other members. No 53681 .. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 220 Ib uplift at joint 8 and 223 Ib uplift at ► I e joint 5. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. :_{r r. :.� STATE 'OF •:��� % ftllll FL Cert. 6634, December 22,2014 Q WARNING V-ijy design par—tcra and READ NOTES ON THIS AND INCLUDED AgTEK RBFBPBNCB PAGE b91-7473 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. �q Applicability of design parameters and proper incorporation of component Is respons"Itty of building designer-not trss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Rate Institute.781 N.Lee Street.Suite 312 Alexandria.VA 22314. Tampa,FL 33610-4115 if Southern Pine(SP)Iufnber is specified,.the design values are these effective 06/01/2013 by ALSO Job I russ Truss Type ty y Aria Homes/Shepard Res/JW K T6709907 J140482 SF20 MONOPITCH 9 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL - 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:53 2014 Page 1 I D:xgEK4i?DBTQMbb7GJz000oy8g 1 C-2liANX14JBDY3zlnilhBymciuj PMPIFJjV9AUmy7MEW 3-1-11 5-11-13 9-1-8 3-1-11 2-10-3 3-1-11 Scale=1:17.2 0.25'12 1.5x4 I I 1 3x4= 2 3x4= 3 3x4 4 7 6 5 3x5= 3x4= , 8 3x4= 1.5x4 II This truss is designed to be used for roof application only. 3-1-11 5-11-13 9-1-8 3-1-11 2-10-3 3-1-11 Plate Offsets(X,Y)-- [1:0-0-0,0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.03 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.05 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 5 Na Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:43 Ib FT=20! LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-10 oc bracing. [MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=353/0-5-0,5=353/Mechanical Max Horz 8=65(LC 9) Max Uplift8=-220(LC 8),5=223(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-313/254,1-2=-758/487,2-3=-723/454 BOT CHORD 6-7=-504/756,5-6=-500!722 WEBS 1-7=-467/721,3-5=-712/467 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-11,Interior(1)3-1-11 to 8-11-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 `116W fl 1111111 X111' plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. ��� �P�••••• .;V/.Q '♦i♦ 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %� G Ci EN 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 ��•••�.� SF•••,�Q�♦+, fit between the bottom chord and any other members. .. 5)Refer to girder(s)for truss to truss connections. * \ N 0 53681 '•: 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 220 Ib uplift at joint 8 and 223 Ib uplift at _► I s joint 5. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. O'.� STATE OF ' •� . 11 FL Cert. 6634 December 22,2014 0 WARNING-Verify design p—wi-tess and READ NOTES ON TEIS AND INCLUDED b9TEK REFERENCE FAGB 6177-7473 BEFORE USB. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and Is for an Individual building component. Applicabrlty of design parameters and proper Incorporation of component is responsibility of balding designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Irstxe stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 11 Southern Pine(SPI iuwnber is spec ified.the design values are those effective 06/01/20L3 by ALSO oTruss Truss Type Qty Ply Aria Homes/Shepard Res/JW K 76709908 J140482 SF20A MONOPITCH 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:53 2014 Page i I D:xgEK4i?DBTQMbb7GJz000oyBg 1 C-2liANX14JBDY3zl nil hBymcisj PCP17JjV9AUmy7ME W 3-1-114-8$ 5-11-13 6-10-5 9-5-0 3-1-11 1-6-13 1 -10_ 2-6-11 Scale=1:17.7 0.25 12 1.5x4 I, 1 3x4= 2 3x4= 3 3x4 4 L� LJ J 7 6 3x5= 3x4= g 5 1.5x4 11 This truss is designed to be 3x4= used for roof application only. 3-1-11 5-11-13 6-10-5 9-5-0 3-1-11 2-10-3 0-10-8 2-6-11 Plate Offsets(X,Y)-- 11:0-0-0,0-0-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.04 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.06 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 5 n/a rVa BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:45 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-11-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide._ _- REACTIONS. (Ib/size) 8=365/0-5-0,5=365/0-3-8 Max Horz 8=65(LC 9) Max Up1ift8=227(LC 8),5=-230(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-324/257,1-2=-792/50212-3=-793/502 BOT CHORD 6-7=-5261790,5-6=-549/792 WEBS 1-7=-482/755,3-5=-770/507 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=451t;L=24ft;eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-11,Interior(1)3-1-11 to 9-3-4 zone:cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate �11,'1(I II I1 II//11,' grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. ��, �P�'•••• ••V',9 ,�j� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� G '•GEN �j 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 • �� SF��•,�Q fit between the bottom chord and any other members. ft No 53681 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 227 Ib uplift at joint 8 and 230 Ib uplift at joint 5. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. * / STATE OF i 4,415/O N A��:%%%, I1 FL Cert. 6634 December 22,2014 Q WARNING-Vaijy d—iyn pm ,,wters acrd READ NOTES ON TTIIS AND INCLUDED MITEK REFERENCE PAGE lith 7473 BEFORE USE. Design valid tot use only with Mfrek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of btiilding designer-not tress designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek'erector. Additional permanent bracing of the overall structure Is the respons"Ity of the building designer.for general guidance regarding 11 fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610-4115 t!Sauthem gine(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Cuss Truss Type QtY plyAria Homes/Shepard Res/JW K 7670991311 J140462 SF24 HALF HIPtdIRDER 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:57 2014 Page 1 I D:xgEK4i?DBTQMbb7GJz000oy8g t C-xW xhDuobN Pj_YbcYx8m76cnKMKmgLZ9ve77OdXy7MES -22-0-12 7-4-0 8-0-0 2 2-6-12 4-9-4 0-8-0 0.25 F12 Scale=1:18.0 4x4= 1,5x4 1 3x4= 2 3x4= 3 4 8 6 5 9 1.5x4 f 3x4= 7 2x4 11 Bxa This truss is designed to be used for roof application only. 2-6-12 7-4-0 8-0-0 2-6-12 4-9-4 �— ' 0-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.01 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.02 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:47 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2`Except' end verticals. B2:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=140/Mechanical,7=627/0-5-8 Max Horz 7=96(LC 5) Max Uplift5=-369(LC 5),7=-499(LC 4) Max Grav5=276(LC 28),7=631(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-209/310 BOT CHORD 6-7=-269/219 WEBS 2-7=-371/337,1-7=-327/218,2-6=-234/316 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 ,`,�It111I11/ 2)Provide adequate drainage to prevent water ponding. `%�`� EL S. 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 `����j �••�G E Ni'-. v/ fit between the bottom chord and any other members. V F �•. 5)Refer to girder(s)for truss to truss connections. �'•• No 53681 • 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 369 Ib uplift at joint 5 and 499 Ib uplift at Joint 7. r s 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)64 Ib down and 82 Ib up at 7-10-4 -p; ! _•.([ on top chord,and 159 Ib down and 77 Ib up at -0-2-0,and 147 Ib down and 229 Ib up at 7-6-0,and 59 Ib down and 9 l up at 7-10-4 OM STATE F .' bottom chord. The design/selection of such connection device(s)is the responsibility of others. d ((� 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �� Al O R 1)De + LOADad A Roof Live ve(balanced):Lumber Increase=1.25,Plate Increase=1.25 ndard �',SS/O N AL�;.�`�` Uniform Loads(pit) 111111111101 Vert:1-4=-64, Concentrated Loads(lb) Vert:4=-64(B)5=-4(B)9=-125 6=49(B) FL Cert. 6634 December 22,2014 Q WARNING-Va fy dmign paraiwctcra acid RBAD NOTES ON THIS AND INCLUDBD MIRK RBPBRENCE PAGE AUI-7473 BEFORE USE. Design valid for use only with Welk connectors.This design Is based only upon parameters shown,and is for on individual buidkQ component. Applicability of design parameters and proper Incorporation of component Is responsibility of brtldktg designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the[wilding designer.For general guidance regarding fabrication,cnuollty control,storage,delivery,erection and tracing,consult ANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalabie from Truss Rafe Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314, Tampa,FL 33610-4115 If Souttlem Pine(SP)lumber is specked,the design values ace tttose effective 06/01/2013 by AtSC Job Truss Truss Type Qty plyAria Homes/Shepard Res/JW K J140482 SF25 MONOPITCH 10 1 Job Reference:optional) T6709914 Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:58 2014 Page 1 ID:xgEK4i?DBTQMbb7GJz000oy8g t C-P iV3QEpD8jrr9IBIUsHMfgKV4k5n4?a2snsxgzy7MER 2-8-12 8-2-0 2-8-12 5-5-4 0.25 12 Scale=1:15.5 3x4= 1.5x4 11 1 3x4= 2 7 8 3 i 6 4 1.5x4 5 This truss is designed to be 3xa 3x4= used for roof application only. 2-6-0 -8- 8-2-0 2-6-0 -2-t 5-5-4 Plate Offsets_(X,Y)-- f1:0-0-0,0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.03 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.07 4-5 >976 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 4 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:42 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=469/0-5-8,4=161/Mechanical Max Horz 5=99(LC 9) Max Uplift5=-409(LC 8),4=-116(LC 9) Max Grav5=469(LC 1),4=169(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD 4-5=-123/343 WEBS 1-5=-40/258,2-5=-338/418,2-4=-304/79 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 8-0-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8r MW FRS for reactions shown;Lumber DOL=1.60 plate ,,�II11 1111►►►, grip DOL=1.60 `�% S' 2)Provide adequate drainage to prevent water ponding. `,�G�P 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CEN v 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 tali by 2-0-0 wide will �� V� SF••• 4 fit between the bottom chord and any other members. - N 0 53681 5)Refer to girder(s)for truss to truss connections. * * w 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 409 Ib uplift at joint 5 and 116 Ib uplift at , joint 4. — 7 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. :O•'• STATE OF �►►►11111111��, FL Cert. 6634 December 22,2014 Q WARNING}-Vnijy deign yaraneeeers and READ NOTES ONTWIS AND INCLUDED h9T K REFERENCE PAGE A17I-7473 BEFORE USB. Design valid for use only with Mftek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of The MiTek' erector. Additional permanent bracing of the overall structure Is the responsItAlity of the buNding designer.For general guridame regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaratAe from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria,VA 22314. Tampa.FL 33610-4115 IMISouthem Pine(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply Aria Homes!Shepard Res/JW K 76709915 J140482 J01 Monopitch 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:17 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-6q W ZpDJVo7gflRYsbk2lVA7avC8p_VsORvRGEry7MF4 1.7-2 1-7-2 1 0.25 F12 Scale=1:12.5 i1.5x4 I 2 I Adequate Support Required— - 4 5 1.5x4 11 This truss is designed to be used for roof application only. 3 1-7-2 1-7-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.00 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2010/•f P12007 (Matrix-M) Weight:7l FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. F Tekrecommends that Stabilizers and required cross bracing installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=38/Mechanical,3=15/Mechanical,4=60/Mechanical Max Horz4=-66(LC 10) Refer to MiTek"TOE-NAIL"Detail for connection to Max Uplift2=-49(LC 9),3=-17(LC 12),4=-52(LC 8) supporting carrier truss(typ all applicable jacks on this job) Max Grav2=42(LC 17),3=35(LC 10),4=66(LC 19) 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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.ll; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will '01%J11 i f f f it,, fit between the bottom chord and any other members. %% EL S. 5)Refer to girder(s)for truss to truss connections. ��� �P;.•••• M.9^��� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49 Ib uplift at joint 2,17 Ib uplift at joint 3 `��NG • C E N and 52 Ib uplift at joint 4. '• �' F •'.Q 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. NO 53681 • :-P STATE F .'44/ ,01.,'<� 0 R O N AL E `% FL Cert. 6634 December 22,2014 Q WARMNG Vafy dr qt /am-awr-tcrs rand READ NOTISS ON 7Srs AND/NCLUDBD W75K REPBRE JCB PAGE h91-7473 BEFORE USE Design valki for use only with Mffek connectors.This design is based only upon parameters shown,and Is for an ixtividual budding component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not friss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsib911ty of the T erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer.For general guidance regarding ��IP+k fabdcallon,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute.781 N.Lee Street,Suite 312,Alexandrla,VA 22314. Tampa,FL 33610-4115 if Southern Pine(Sp)lumber is specked.the design vahies are those effective 06/01/2013 by ALSO Job russ Truss Type Oty Ply Aria Homes!Shepard Res/JW K T6709916 J140482 JO i A MONOPITCH 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:17 2014 Page 1 I D:VKMXOVXcQs?TG=8w7rLxy7oku-6q W ZpDJVo7gflRYsbk21VA7b7C9y_VsORvRGEry7MF4 0-11-10 0-11-10 1 1.5x4 1 0.25 FIT Scale=1:10.0 2 �00 0 e N 1 d0 l+1 3 Adequate Support Required 5 1.5x4 0-11-10 0-11-10 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/dell Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.04 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:4 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical. (Ib)- Max Horz 4=-31(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)2,3,4 Max Grav All reactions 250 Ib or less at joint(s)2,3,3,4 FORCES. (lb)-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=4.2psf;BCDL=3.Opsf;h=25ft;B=45fh L=24ft;eave=4ft;Cat.ll; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 ,`,11111111 fill, fit between the bottom chord and any other members. � EL S. e.. 5)Refer to girder(s)for truss to truss connections. `� �P.,.••• M,9^�j� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,3,4. %�G . C E N S+••. v� i� 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. : •' F ••,Q.i No 53681 � j s STATE .OF • 4 i .*If SSI�NAL� .%% ff111111 FL Cert. 6634 December 22,2014 Q WARNING-Verify design pm'mnetera mrd READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE 67II-7473 BEPORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibYlity of the MiTek erector. Additional permarrent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS]Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 tf Southern Pine(SP]luwnber is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss ype :71 Aria Homes/Shepard Res/JW K T6709917 J140462 J01 C Monopitch 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:18 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7"7oku-a04y1 ZK7ZQoW Mb738SZ_t OglccV 1 jy69gZAgmHy7MF3 1-6-10 1-6-10 1 1.5x4 11 0.25 12 Scale=1:9.0 2 T cb 0 1 n N N O_ O 1 Adequate Support Required 3 5 1.5x4 This truss is designed to be used for roof application only. 1-6-10 1-6-10 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a rVa BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:6 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-10 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=36/Mechanical,3=15/Mechanical,4=59/Mechanical Max Horz4=-38(LC 10) Max Uplift2=-40(LC 9),3=-5(LC 12),4=-38(LC 8) Max Grav2=36(LC 1),3=26(LC 3),4=59(LC 1) FORCES. (lb)-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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 ,114%J11111111111111, fit between the bottom chord and any other members. `� �` S ,0� 5)Refer to girder(s)for truss to truss connections. ,�� �P`,•.•• M,9 �� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,3,4. `���G . GENS'- .•�j��i0 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. : F •,Q No 53681 STATE OF �' •� O R ,Q. ''OP �S��NALE ���. �fff1111111/ FL Cert. 6634 December 22,2014 Q WARNING-Va-ify design p--teres and READ NO7£S ON THIS AND INCLUDED MTTISK REFERENCE PAGE MCI-7473 BEFORE USE Design valki for use only with Mitek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. p Applicabilty of design parameters and proper Incorporation of component Is responsibility of Lwllding designer-not truss designer.Bracing shown is for lateral support of IndNkival web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the '�e�• erector. Additional permanent bracing of the overall structure Is the responsibility of the"cling designer. M For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandrkl VA 22314. Tampa,FL 33610-4115 if Soutfiern Pine(SP)lumbef is specified,the design values are those effective 06/01/2013 by ALSC I Truss toss Type ty Aria Homes!Shepard Res/JW K T6709916 J140462 JOtD Flat 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:18 2014 Page 1 I D:VKMXOVXcOs?TGQtX8w7rLxy7oku-aO4y1 ZK7ZQoW Mb738SZ_1 Ogk:cV 1jy69gZAgmHy7MF3 -0-2-0 1-6-10 0-2-0 1-6-10 1.5x4 11 Scale=1:9.0 1 2 I!m to N O O 3 Adequate Support Required s 1.5x4 I This truss is designed to be used for roof application only. -1 1-6-10 1 11 -1 1-5-2 0- -1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 Na Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-10 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=36/Mechanical,3=15/Mechanical,4=59/Mechanical Max Horz4=-39(LC 10) Max Upiift2=-40(LC 9),3=-5(LC 12),4=-40(LC 8) Max Grav2=36(LC 1),3=26(LC 3),4=59(LC 1) FORCES. (lb)-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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 ,`,111111111/111 fit between the bottom chord and any other members. %`� eL S. 5)Refer to girder(s)for truss to truss connections. ,% ``P•.... 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3,4. `���G . '�G E S+'•, �/ �� 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ;• V F Q No 53681 STATE OF :•14JZ 0 . • /O NA�E���� 1110 FL Cert. 6634 December 22,2014 Q WARNING-Verify d-ign yap—tens and RE D N0773S ONTHIS AND INCLUDED bII7EK REFERENCE PAGE MI-7473 BEFORE USE. Design valid for use ondy with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of bulldlrxg designer-not truss designer.Bracing shown be' is for lateral support of individual web members only. Additional temporary bracing to Insure stability drxIng construction Is the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of line building designer.for general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 ff Southem Pine(SP)lumber is spec if ed,the design values are those effective W01/Z013 by ALSO Job Truss �Irus. type city Aria Homes/Shepard Res/JW K 76709919 J140482 J01 E Flat 1 1 Job Reference floral Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:18 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-aO4yl ZK7ZQoW Mb738SZ_1 OgiW cVzjy69gZAgmHy7MF3 1-8-10 1-8-10 1 1.50 11 0.25 12 Scale=1:9.0 2 n N N O O This truss is designed to be 4 3 used for roof application only. 1.50 II 1-8-10 1-8-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:6 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-10 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=58/0-5-0,2=40/Mechanical,3=17/Mechanical Max Horz4=-38(LC 10) Max Uplift4=-44(LC 8),2=-44(LC 9),3=-4(LC 12) Max Grav4=58(LC 1),2=40(LC 1),3=30(LC 3) FORCES. (lb)-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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24f;eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 ,`{{{111111 i/it.' fit between the bottom chord and any other members. � EL S. 5)Refer to girder(s)for truss to truss connections. % X\,.••• M,9 I�, 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2,3. `���G , GENS••, �� �� 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ; •• �. F ••,4 ` No 53681 STATE .0F : 414/ ` Al .,�SS,O N AL�����• �/111111 FL Cert. 6634 December 22,2014 0 WARNING-Vcrify design ym-wn�tera and READ NOTES ON TIIIS AND INCLUDED WTEK REPBRENCE PFOB DTII-7473 BEFORE USE. Design vaikl for use only with Wok connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not thus designer.Bracing shown B for lateral support of Individual web members only. Additional temporary bracing to insure stability duxkng construction Is the responsibility of the MiTek" erector. Additional permanent tracing of the overall stricture is the responsiblllty of the building designer.For general gtddance regarding fabrication,qualtty control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 If Southern Pine(SP)lumber is spec-died the design values are those effective 06/01/2013 by ALSO oTruss Truss Type aty Ply Aria Homes/Shepard Res/JW K T6709920 J140462 J02 Monopitch 2 1 Job Reference'optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:19 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-2CeKEvLiKkwN_IiFi94DabCu2?gzSPiJvDwNI ky7MF2 3-7-2 3-7-2 1 0.25F12 Scale=1:12.5 1.5x4 IIB 2 9 3 . x 1 i ( Adequate Support Required 4 7 1.5x4 5 This truss is designed to be 1.5x4 II used for roof application only. 2-9-8 3-7-2 2-9-8 0-9-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.00 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:15 lb FT=20! LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except gt=length)5=0-5-8. (Ib)- Max Horz 6=-66(LC 10) Max Uplift All uplift 100 lb or less at joint(s)3,4,6 except 5=-161(LC 9) Max Grav All reactions 250 Ib or less at joint(s)3,4,5,6 FORCES. (lb)-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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.ll; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 3-6-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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. ``111111111/111 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 ,�� EL S , fit between the bottom chord and any other members. ��� �P;........;�7 j 5)Refer to girder(s)for truss to truss connections. `��NG . '�G E N S+'• �� i� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,4,6 except Ot=lb) : �: V 4 ' Q_w 5=161. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. * No 53681 ••: � s 9/y/J1y s '3 %' STATE ,4F ' 41 Z O N A "1111111110"r-_ FL Cert. 6634 December 22,2014 Q WARNING-Verify dr yn pou, n teres and READ NOTES ON THIS AND INCLUDED JUTEK REFERENCE PAOB mU 7473 aEFORE USE. Design vaild for use only with Mrek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporallon of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure b the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610-4115 if Sauthem Pime(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSO oTruss truss type aty Aria Homes/Shepard Res/JW K 7670992/ J140462 J02A MONOPITCH 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:19 2014 Page 1 I D:VKMXOVXcQs?TGQtXBw7"7oku-2CeKEvLIKkwN_IiFi94DabCu_?YaSPMJv DwNIky7MF2 2-3-10 2-3-10 1 1.5x4 0.25 F12 Scale=1:10.1 2 1� 0 0 N � 1 3 Adequate Support Required 5 1.5x4 I 2-3-10 2-3-10 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) -0.00 4 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) 0.00 3-4 >999 240 Weight:8lb FT 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-10 cc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=92/Mechanical,3=20/Mechanical,4=116/Mechanical Max Horz 4=-31(LC 10) Max Uplift2=-39(LC 9),3=-3(LC 12),4=-37(LC 8) Max Grav2=92(LC 1),3=26(LC 3),4=116(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces R MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,`11111111111111, fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. %%� ``P,.••• M,9^ 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,3,4. `�`•NG 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ; �:•• V F•�•,�_ NO 53681 :p STATE OF : 44J '�N AL ,%% 11111111 FL Cert. 6634 December 22,2014 Q WARNING-Yaijy d_j9.Iaararn 4e un d READ NOTW ON THIS AND INCLUDED WT EK REFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with Mffek connectors.This design is based only upon parameters shown,and Is for an kt Adual building component. AptAlcablity of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only, Additional temporary bracing to insure stability during construction Is the responsib911ty of the �Re F®� erector. Addltionai permanent bracingRh of the overall structure Is e responsibility of the building designer.for general guidane.cregcxding 1, fabrication,quality control,storage,delivery,eiectlon and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalabie from Truss Plate Institute,781 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 If Southern Pine(SP)lurtnber is spec fieri,,the design values are those effective 065/01/2013 by ALSO Truss Truss Type Qty Ply Aria Homes/Shepard Res/JW K 76709922 J140462 J02C Monopitch 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:20 2014 Page 1 ID:VKMXOVXcQs?TGQtX8w7rLxy7oku-W OCiSFLO523EcvH RGtbS6pl4YPA9Br 1 S7ttxrAy7MF1 3-6-10 3-6-10 1 1.5x4 11 0.25 12 1.5x4 11 Scale=1:9.1 8 2 9 3 �W m 1� 1 N In O 6 N} 1 O 1 I Adequate Support Required 4 1 7 1.5x4 This truss is designed to be 5 used for roof application only. 1.5x4 11 2-9-0 3-6-10 2-9-0 0-9-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.00 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) ( Weight:13 Ib FT=20! LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Qt=length)5=0-5-8. (lb)- Max Horz 6=-38(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)3,4,6 except 5=-135(LC 9) Max Grav All reactions 250 Ib or less at joint(s)3,4,5,6 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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 3-5-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 20.0psf 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)Refer to girder(s)for truss to truss connections. GG E N� • y/Q�A 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,4,6 except Qt=1b) ��•���.� SF �•, 5=135. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. No 53681* \ •: � 1 s STATE OF : 441 11111 �FL Cert. 6634 December 22,2014 0 WARMNG-Voify dmiyn ym ainctrrs and READ N077i8 ON THIS AND INCLUDED M T*P-K REFERENCE PAGE MMI-7473 BEFORE USB. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an Irdividual budding component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of Tule MiTek*erector. Additional permanent bracing of the overall structure Is the building responsibility of the bding designer.Tor general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPN Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 If Sauttrern Pine(SPI lumber is spec ified,,the design valves are those effective 06/01/2013 by ALSC Jobruns russ ype ty Aria Homes f Shepard Res f JW K T6709923 J140482 J02D Flat 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:21 2014 Page 1 I D:VKMXOVXcQs?TG=Bw7rLxy7oku-_bm4fbMOsLB5D3sega6hf01 FJpXQwl HcMXPUNcy7MFO 0-2-0 3-6-10 0-2-0 3-6-10 1 1.5x4 11 2 1.5x4 I Scale=1:9.1 8 9 3 a o 7 T M [--LT 4 Adequate Support Required >< 7 1.5X4 'I This truss is designed to be 5 used for roof application only. 1.5x4 I -1- 2-9-0 3-6-10 -1-$ 2-7-8 0-9-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:13 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except(jt=length)5=0-5-8. (lb)- Max Horz6=-41(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)3,4,6 except 5=-133(LC 9) Max Grav All reactions 250 Ib or less at joint(s)3,4,5,6 FORCES. (lb)-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=4.2psf;BCDL=3.Opsf;h=25ft;B=4511;L=24ft;eave=4ft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Intedor(1)3-1-12 to 3-5-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 ,�� �` S I�� fit between the bottom chord and any other members. ,�� `'P........ M„j 5)Refer to girder(s)for truss to truss connections. `��NG . '�G E S'•. �j� �� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,4,6 except Ot=1b) 5=133. No 53681 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. STATE OF ' .,SSS/6 N A`� .��• ni►Inll FL Cert. 6634 December 22,2014 Q WARMN6-Vnijy dasiyn parameters and RBAD NOTES ON THIS AND INCLUDED bffT EK REF9PENC6 PAGE bffl-7473 BBPORB USE. Design valki for use only with Mffek connectors.This design is based only upon parameters shown,and IS for an Individual building component. i Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown i Is for lateral support of Individual web members only. Additional temporary bracing to Inane stability during construction Is itre resporuiblllty,of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 If Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSO r rtes runs Type Qty Aria Homes/Shepard Res/JW K 76709924 1140462 102E Flat 1 t Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 232014 MiTek Industries,Inc. Fri Dec 19 16:42:21 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-_bm4fbMOsLB5D3sega6hf01 D2pVBwlscMXPUNcy7MFO 3-8-10 3-8-10 1 3x4 11 0.25 12 Scale=1:9.1 5 2 _N N n � OI - 3 This truss is designed to be 4 used for roof application only. 2x4 11 3-8-10 3-8-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.01 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.02 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 Na Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:12 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-10 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=130/0-5-0,2=89/Mechanical,3=41/Mechanical Max Horz4—38(LC 10) Max Uplift4=-88(LC 8),2=90(LC 9),3=-2(LC 9) Max Grav4=130(LC 1),2=89(LC 1),3=66(LC 3) FORCES. (lb)-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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft L=24ft eave=4ft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 3-7-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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. ``111111111111 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 ,,�� �` S' �I�� tit between the bottom chord and any other members. ,% P........ V/,1 5)Refer to girder(s)for truss to truss connections. `�� Cj N '�G E N S+'• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2,3. : �. 4' Q s 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �'•• No 53681 .. STATE .OF Z/ FL Cert. 6634 December 22,2014 0 WARWNG-Ver-ijy dreiyn parainetrsa and READ NOTES ON THIS AND INCLUDED AUTBK REFERENCE PAGE PHI-7473 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. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-riot truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilify of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regarding MiTek" fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI T Quality Criteria,DSB-a9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa.FL 33610-4115 it Southern Pine(SP)lumbef is spectfied,tate design values are those effective 06.10112013 by A15C Jobtoss russ Type ty y Aria Homes/Shepard Res/JW K T6709925 J140482 J03 Monopitch 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:22 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-SnKStwNecfJyrDRgNidwCEgP4Dsjf lolbB81 v3y7MF? 2-6-12 5-7-2 2-6-12 3-0-6 0.25 12 Scale=1:13.7 1.5x4 11 1.5x4 1': 1 2 8 3 Adequate Support Required 4 7 1.5x4 11 5 This truss is designed to be 1.5x4 used for roof application only. 2-6-12 5-7-2 2-6-12 3-0-6 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 0.15 Vert(LL) -0.00 4-5 >999 240 1 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:21 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Ot=length)5=0-5-8. (lb)- Max Horz 5=-66(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)3,6 except 5=-195(LC 9) Max Grav All reactions 250 Ib or less at joint(s)3,4,6 except 5=250(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-181/265 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;B=45ft;L=2411;eave=oft;Cat.ll; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 5-6-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 ,,'G�P`E•.E fit between the bottom chord and any other members. � (, N y" 5)Refer to girder(s)for truss to truss connections. �� V� SF•••,�Q�� ( y ) bearing p 9 P joint(s) P U- ) ��•• 6 Provide mechanical connection b others of truss to bearin late capable of withstanding 100 ib uplift at'oint s 3,6 except t-Ib 5=195. •%: NO 53681 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �`* STATE OF 44/� �0 N A� FL Cert. 6634 December 22,2014 Q WARMNO Verify design yar-te's and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 BEFORE USE. Design valid for use orrly with Mftek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not friss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality,control,storage,de leery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street Suite 312,Alexandria.VA 22314. Tampa,FL 33610-4115 ff Sovthem Pine(SP]f umber is specified,the design values are those effective 06,/01/2013 by ALSC oTruss I runs Iype Uty yAria Homes f Shepard Res/JW K T6709926 J140482 J03A MONOPITCH 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 M iTek Industries,Inc. Fri Dec 19 16:42:22 2014 Page 1 ID:VKMXOVXcOs?TGQtX8w7rLxy7oku-SnKStwNecfJyrDRgN IdwCEgMj DrPfl61bB81 v3y7MF? 3-7-10 3-7-10 1 1.5x4 II 0.25 F12 Scale=1:10.1 6 7 2 N N N L 3 Adequate Support Required 5 1.5x4 I 3-7-10 3-7-10 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.01 3-4 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.14 Vert(TL) -0.01 3-4 >999 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.01 3-4 >999 240 Weight:12 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=148/Mechanical,3=34/Mechanical,4=187/Mechanical Max Harz 4=-31(LC 10) Max Uplift2=-59(LC 9),3=-1(LC 9),4=-57(LC 8) Max Grav2=148(LC 1),3=43(LC 3),4=187(LC 1) FORCES. (lb)-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=4.2pst;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extehor(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 3-6-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord five 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 `�� �` S fit between the bottom chord and an other members. � P` 5)Refer to girder(s)for truss to truss connections. Cj (,E N 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)2,3,4. ;���•'��.� S4�'�'•,�Q�; 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. No 53681 �'.• S TAT E ,0 F Al •,�S'`S�ONA������, 01 FL Cert. 6634 December 22,2014 Q WARNING Vafy drsiyn parainetcrs and READ NOTES ON THIS AND INCLUDED WT EK REFERENCE PAGE A91-7473 BEPORE USE. Design valid for use only with MfTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-riot truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is The responsibility of the MiTeK erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instttute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 Ft Souttem Pine(SP)luniberr is specified,the design vahies we triose effective 06/01/2013 try A15C • e Job russ Truss Type Qty ply Aria Homes!Shepard Res/JW K T67099271i J140482 J03C Monopitch 2 1 Job Reference(optional) j Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:23 2014 Page 1 I D:VKMXOVXcQs?TG=8w7rLxy7oku-wzur4GOGNzRpTM00x?99kRN a_dBQOCfvprubRVy7MF_ 2-6-4 5-6-10 2-6-4 3-0-6 0.25 Ft2 Scale=1:11.8 1.5x4 II 1.5x4 1 2 8 3 to Ch F7 6 Adequate Support Required 4 7 1.5x4 5 This truss is designed to be 1.5x4 11 used for roof application only. 2-6-4 5-6-10 2-0-4 3-0-6 - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:19 Ib FT=20! LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-10 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except(jt=length)5=0-5-8. (lb)- Max Horz6=39(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)3,6 except 5=-177(LC 9) Max Grav All reactions 250 Ib or less at joint(s)3,4,5,6 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-180/251 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft B=45ft;L=24ft;eave=oft Cat.II; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 5-5-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 ,�� P`••... M I� fit between the bottom chord and any other members. ♦♦♦ GE N S•����i� 5)Refer to girder(s)for truss to truss connections. ♦ 4 ' 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,6 except Qt=1b) �. No 53681 • 5=177. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13 STATE OF ♦ 0 N A� FL Cert. 66347 December 22,2014 Q WARMNO-Vnijy design pm'arnrtrrs and READ N01W ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with MITek connectors.This design is based only upon parameters shown,and Is for an kndividtai building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsUlity of the"ding designer.For general guidance regarding fabrication,quality,control,storage.delivery,erection and bracing,consult ANSI/TPI l Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avaiable from Truce Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 If Southern Pine(SP]lumber is specified,the design values are those effective 06/01/2013 by AL.SC Jobtoss runs Type ty Aria Homes/Shepard Res/JW K 76709928 J140482 J,0,3: Flat 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:23 2014 Page t I D:VKMXOVXcQs?TG=8w7rLxy7oku-wzur4GO GNz RpTM OOx?99kR N a_dBQOCfvprubRVy7M F_ 0 2 2-6-4 5-6-10 D 2 2-6-4 3-0-0 Scale=1:11.8 1.5x4 II 1.5x4 II 1 2 8 3 m T o c?a o 6 m m 0 Adequate Support Required 4 7 1.5x4 1 5 This truss is designed to be 1.5x4 II used for roof application only. 0-1 2-6-4 5-6-10 5 13 1-8 2-4-12 3-0-6 0- -3 LOADING(psf) i SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight:19 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-10 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Ot=length)5=0-5-8. (lb)- Max Horz6-43(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)3,6 except 5=-175(LC 9) Max Grav All reactions 250 Ib or less at joint(s)3,4,5,6 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5-180/250 NOTES- 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft B=45ft;L=24f;eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 5-5-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. `11111 1 1 fill, 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��� EL S 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 G�P`••.E fit between the bottom chord and any other members. �� (, N 5)Refer to girder(s)for truss to truss connections. •••�� SF•••,�Q 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,6 except Qt=1b) NO 53681 5=175. =r* 1 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �'. STATE OF •:�4/ ` Al ONAX�100 A E�%0 11111111 FL Cert. 6634 December 22,2014 Q[YARNING Vaa jy d—ign p---t-.rand READ NOTES ON THIS AND INCLUDED AUTBKREPBRP.NCB PAGE Afr-7473 BEFORE USE. Design valid for use only with Mffek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Appll,ablity of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.tracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the resporuiblility of the T erector. Additional permanent bracing of the overall structure Is the responsibility of the bUlding designer.For general guidance regarding MiTek' fabrication,quality control.storage,delivery.erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-a9 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 if them Pine(SP)lumber is spec Wied,the design values are those eflettive 06/01/2013 by ALSC f Truss Truss Type Qty PlyAria Homes/Shepard Res/JW K ' 76709928 J140462 J03E Flat 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:24 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-OARD HcOu8GZf4W aDVjgOHfwgwOT17fb22Ud8zxy7MEz 5-8-10 5-8-10 0.25 12 Scale=1:11.4 1 3x5 11 5 6 2 T n o 3 4 3x4= This truss is designed to be used for roof application only. 5-8-10 5-8-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.05 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.12 3-4 >556 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.06 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight:18 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-10 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=204/0-5-0,2=139/Mechanical,3=65/Mechanical Max Horz4=39(LC 12) Max Uplift4=-137(LC 8),2=-137(LC 9),3=-2(LC 9) Max Grav4=204(LC 1),2=139(LC 1),3=103(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft eave=4ft Cat.Il; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extenor(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 5-7-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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. 1111111!1/j 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 P`eL S fit between the bottom chord and any other members. `�� ...... ,j 5) �© 5)Refer to girder(s)for truss to truss connections. �� G G E N• y *#, 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3 except Qt=lb)4=137 ����•'��.� SF�'•, 2=137. r 7 "Semi-rigid itchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. No 53681 )� 9 P tY Y 9 =�* •� �1F p STATE OF .'441 Z .00 % A, O R ;V P\ �,�� FL Cert. 6634 December 22,2014 Q WARMNO Verify dcsiyn parasnet—and READ NOTES ON THIS AND INCLUDED MITT-K REFERENCE PAGE 191-7473 BEFORE USE. Design valid for use only with MfTek connectors.This design Is based only upon parameters shown,and is for an Individual brAldktg component. Applicablllty of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MOWerector. Additional perrnarlent bracing of the overall structure B the responsibility of the building designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 If Sauthem Pine(SPI lumber is specTf ed,the design voluos are those effective 06/01/2013 by ALSO Truss I russype aty Ply Aria Homes/Shepard Res/JW K 76709930 J140462 J04 MONOPITCH 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville.FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:24 2014 Page t I D:VKMXOVXcOs?TGQtX8w7rLxy7oku-OARDHcOuBGZf4W aDVjgOHfwcJOOW 7e622UdBzxy7MEz - -2- 2-6-12 7-3-11 0-2 2-0-12 4-8-15 0-G-5 0.25 12 Scale=1:14.8 1.5x4 II 1 3x4= 2 8 9 3 I 7 4 6 1.5x4 11 5 This truss is designed to be 3x4= used for roof application only. 2-6-12 7-4-0 1 2-6-12 4-9-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.10 4-5 >586 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.09 4-5 >652 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 Horz(TL) 0.25 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight:30 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1D TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=64/Mechanical,4=-0/Mechanical,5=637/0-5-8 Max Horz 5=67(LC 12) Max Uplift3=-82(LC 9),5=490(LC 8) Max Grav3=64(LC 1),4=46(LC 3),5=637(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=442/544 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=lot mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft B=45ft;L=24ft;eave=4ft Cat.11; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-3-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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. `,� �` S 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 ,� ``P,,... 'r/,9 fit between the bottom chord and any other members. �� G Ci E N 5)Refer to girder(s)for truss to truss connections. \ �\ SF•�•,�Q��,, 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3 except at=]b) ••• No 53681 • 5=490. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)158 Ib down and 117 Ib up at -0-2-a 7 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. STATE .OF44/ LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 �� T,f•�'. Q;.' �� Uniform Loads(plf) �i�``S' 0 R % VertL Loads 4 (lb)7--20 iE�'S� Concentrated FL Cert. 6634 December 22,2014 0 WARMING-Vcrif y design pw-w) it and READ NOTES ON THfS AND INCLUDED WTFK REP6RENCE PAGE JWI-7473 BEFORE USE. Design valid for use only with Mffek connectors.this design Is based only upon parameters shown,and Is for an trrdlvidual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Addtilond temporary bracing to inane stability during construction is the responsibility of the MiTek* 1 erector. Addt iond permanent bracing of the overall structure Is the responsliAlly of the building designer.For general guidance regarding fabrication,qualtty control,storage,delivery,erection and brachg,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetyf Information available ine JSP) lfror n e from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 if Southern specked,the design vatues are those effective 06/01/2013 by At.9L Job Truss Truss Type Oty Ply Aria Homes/Shepard Res/JW K 76709931 J140482 J05 MONOPITCH 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:25 2014 Page 1 I D:VKMXOVXcQs?TGQtXBw7rUry7oku-tM?bVyP WvahW ig9P3QBdpsSthOtRs63BHBNhV0y7MEy 4-11-10 4-11-10 1.5x4 11 0.25F1_2 1.5x4 11 Scale=1:10.6 8 9 2 3 1 I T o 'A ur N 6 7 4 1.5x4 11 Adequate Support Required 5 1.5x4 II 4-1-84-11-to 4-1-8 0-10-2 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.01 5-6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.01 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.00 5-6 >999 240 Weight:17 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Qt=length)5=0-3-8. (Ib)- Max Horz 6=31(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)3,4,6 except 5=-157(LC 9) Max Grav All reactions 250 Ib or less at joint(s)3,4,6 except 5=464(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-377/225 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 4-10-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 ` ,� ..... •V/„q^I, • fit between the bottom chord and any other members. �� G GEN 5)Refer to girder(s)for truss to truss connections. �� �.� SF��•,���i 6 Provide mechanical connection(by others of truss to bearing late capable of withstanding 100 Ib uplift at'oini s 3,4,6 except t-Ib 5=157. �,- No 53681 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. * '• * s STATE i7F .�'JJ: Al 1O N AL'c %�%`�� 1 FL Cert. 6634 December 22,2014 Q WARMAIG-Vafy design pm'a to and READ NOTES ON T HIS AND TNCLt1DBD h9TRK RBPERENCE PAGE JOI-7473 BIEFORB USB. Design valid for use only with Mllek connectors.This design Is based only upon parameters shown,and Is for an Individual building component." ApplIcatAlty of design paramen eters d proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown , is for lateral support of individual web members only. Additional temporary tracing to Insure stablllty during construction Is the responsibilllty,of the A'�e� erector. Additional permanent bracing of the overall structure Is the responsibility of the"ding designer.For general guidance regarding ,Y1 fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312 Alexandria,VA 72314. Tampa,FL 33610-4115 H Southefn P-rne[SP)lumber is specified,the design values ate those effective 06/01/2013 by ALSC toss runs ype ty Aria Homes!Shepard Res/JW K T6709932I J140462 JO6 MONOPITCH 1 71 JOb Reference o tional Inc. Fri Dec 19 16:42:25 2014 Pagel Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries. I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-tM?bVyPWvahW ig9P3QBdpsStxQtPs65BH8NhVOy7MEy 3-11-12 6-3-10 3-11-12 2-3-14 0.25 12 Scale=1:13.3 i 1.5x4 1.5x4 II @ r 8 2 3 n 1 t `t o N 4 1 6 7 1.5x4 II 5 1.5x4 II Adequate Support Required 3-11-12 6-3-10 2-3-14 3-11-12 LOADING(psf) SPACING 1-4-0 CSI. DEFL. in (loc) I/deft Ud �P�LATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.01 5-6 >999 480 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.01 5-6 >999 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.02 3 Na n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) 0.00 5-6 >999 240 Weight:21 ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. id ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 BOT CHORD Rig [be iTek recommends that Stabilizers and required cross bracing installed during truss erection,in accordance with Stabilizernstallation guide REACTIONS. All bearings Mechanical except Qt=length)5=0-3-8. (lb)- Max Horz6=32(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)3,6 except 5=-141(LC 9) Max Grav All reactions 250 Ib or less at joint(s)3,4,6 except 5=429(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-358/184 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft B=45ft;L=24ft;eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 6-2-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 t%tttl1111/lll'' 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. % I_ S. M I� 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 ,�` �P......... .9�1 fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. �; �•••�4 e 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,6 except Qt=1b) NO 53681 5=141. ►(* i •: * p 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. /' �l •Ery STATE �� .0 FS%4.0 R . C? SOON M- 11111111110 FL Cert. 6634 December 22,2014 QWARN7NG-Vnify drsiyn pa,r tris aad READ NOTES ON THIS AND INCLUDED bUTEK REFERENCE PAGE 1101-7473 BBFORB USB. ' Design valid for use only with MiTek connectors.This design 6 based only upon parameters shown.and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability,during construction Is the responsibility of the MiTek' erector. AdditiorxX permanent bracing of itne overall structure is the responsibility of the"ding designer.Far general guidance regarding 6904 Parke East Blvd. fabrication,quality control,storage,delivery.erection and bracing.consrrit ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component Tampa.FL 33610-4115 Safety Information available from Truss Rate Institute,781 N.Lee Street,Suite 312,Nexandrb,VA 22314. tf Southern Pine('SP)ixtxnber is specked,the design values are those effective WOL/2013&V ALSO Job Trus s 71USs ypety y Aria Homes/Shepard Res/JW K76709/140482 J06A PITCH 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTsk Industries,Inc. Fri Dec 19 16:42:26 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-LYZziIQBgupNKgkbc7isM4?1 NgAabYALW o6F1 gy7MEx 2- 2-4-8 4-3-5 _ 6-3-10 -2-b 2-4-8 1-10-13 2-0-5 2x4 11 6x8= 2x4 11 Scale=1:14.5 T 0.25 12 3 13 14 4 15 16 5 6 I i 1 3x4= 1.5x4= 2 I uf � 11 9 8 12 1.5x4 11 1.5x4 11 6x6= 10 7 Adequate Support Required 4x10= B 2-4-8 2-b-)2 4-3-5 6-3-10 6_ 2-3-0 0-1=4 1-9-9 2-0-5 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.00 9 >999 480 MT20 244/190 TCDL 10.0i Lumber DOL 1.00 BC 0.26 Vert(TL) -0.01 9 >999 360 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 8 Na n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.00 9 >999 240 Weight:38 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T2:2x6 SP No.2 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. J REACTIONS. (Ib/size) 10=1085/0-3-8,8=883/Mechanical,11=100/Mechanical Max Horz 11=48(LC 12) Max Upliftl0=-96(LC 9),8=-284(LC 9),11=-31(LC 8) Max Grav 10=1085(LC 1),8=884(LC 22),11=100(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=-448/012-3=-337/0 BOT CHORD 9-10=-285/563,8-9=-285/563 WEBS 5-8=-332/173,4-10=-809/406,4-8=-768/389 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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft Cat.II; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 5-6-4,Interior(1)5-6-4 to 6-3-10 zone;cantilever left and ��111111111 right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate �%� 1��` S grip DOL=1.60 ,�6\ . •✓/,9 I� 3)Provide adequate drainage to prevent water ponding. -- G •\G E N s �j 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. :��N•••N, `Slil 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. ter" \ No 53681 r 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)10,11 except(jt=1b) 9) Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. O�•• STATE F :�44/ 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s). The design/selection of such Q Q connection device(s)is the responsibility of others. �j O R LOAD CASE(S) Standard .�`�, 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.001111111110 Uniform Loads(pff) Vert:1-2=-93,3-5=-93,5-6=-13,7-12=-13 FL Cert. 6634 December 22,2014 Continued on page 2 V WARMNU-Verify design par-aancters rand READ N0713S ON T7ilS AND INCLUDED MTEIV REPERENCB PAGE Dfll-7473 BEPORE USE. Design valid for use only with MITek connectors.this design Is based only upon parameters shown,and Is for an kldlNdUal building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the ; erector. Additional permanent bracing of the overall structure Is the responsibility of the twtdtrgT designer.For general guidance regarding M11®k fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Bbd. Safety Information avallabie from Truss Hate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610-4115 If Soutflem Pine(SP)lumber is specked,tete design values are Chase effective 06/01/2013 dry ALSC Truss Truss ypey Aria Homes/Shepard Res/JW K 76709937 J140462 J09 MONOPITCH GIRDER A`71 _ 2 Job Reference optional) Manning Building Supplies, Jacksonville.FL - 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:31 2014 Page 1 ID:xgEK4i?DBTQMbb7GJz000oy8g 1 C-hW Nsl?U HVQRgQbdZPhl137ipfrgOGk44f4gOily7MEs -Q-2-13 2_9-12 4-8-3 1 5-5-13 9-0-14 11-10-6 0-2-13 2-9-12 1-10.7 0-9-9 3-7-2 2-9-8 Scale=1:20.9 NAILED 0.18 12 1.5x4 II NAILED 3x4 1NAILED NAILED 6 18 7 NAILED NAILED 1.5x4 I 4x10= 1 3x4= 15 2 3x4= 16 3 17 4 5x8=6 r 1 ci 13 19 12 20 21 10 9 22 8 14 3x4 11 NAILED 3x4— NAILED 2<1 NAILED 5x5= 5x5—_ SUL26 11 NAILED 4x4= 3x10= NAILED NAILED 2-9-12 5-5-13 9-0-14 11-10-0 2-9-12 2-8-0 3-7-2 2-9-8 Plate Offsets(),Y)-- f5:0-5-8,0-3-121 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.01 9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.50 Vert(TL) -0.01 9 >999 360 BCLL 0.0 ' Rep Stress Incr NO W B 0.40 Horz(TL) -0.01 8 n/a n1a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Wind(LL) 0.01 9 >999 240 Weight:135 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T1:2x4 SP No.1 D end verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 4-8-10 oc bracing. B2:2x6 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 8=842/Mechanical,11=3581/0-4-15 Max Horz 11.67(LC 30) Max Uplift8=-485(LC 16),11=-708(LC 4) Max Grav8=91 O(LC 18),11=3581(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-13=-262/783,1-15=-320/2690,2-15=-320/2692,2-16=-788/5420,3-16=-788/5423, 3-17=-786/5419,4-17=-786/5418,4-5=-918/1403,5-9=-1262/308,5-6=-930/59 BOT CHORD 12-20=-2689/303,1 t-20=-2689/303,11-21=-2821/707,10-21=-2821/707,9-10=-2819/708, 9-22=-1209/908,8-22=-1209/908 WEBS 5-8=-918/1288,3-11=-446t146,1-12=-2669/289,2-12=-112/935,2-11=-2960/509, 4-11=-3783/676,4-9=-462/2838 NOTES 111111111/1//1 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: `%� PeL•S• Top chords connected as follows:2x4-1 row at 1-0-0 oc. % G�•'•C. E N • 9���i Bottom chords connected as follows:2x4-1 row at 1-0-0 oc,2x6-2 rows staggered at 0-9-0 oc. ��N .,� SSC"•,•� Webs connected as follows:2x4-1 row at 1-0-0 oc. •' 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CAS E(S)section.Ply to ply No 53681 • 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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.Il,_ Exp D;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL--1.60-1 :•; STATE plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. �0�•.•,� j 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 moi,;ss• R 8)(it Refer tro girder(s)foeen the r truss chord to andany connections. other nsmembers. �� �O N A14- % 9)Provide mechanieat connection,(by others)of truss to beartng plate capable of withstanding 100 lb upkft at folnt(s)except(jt=1b)8=485 11=708. 10)'Semt-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysts and design of this truss. FL Cert. 6634 11)Use Simpson Strong-Tie SUL26(6-1 Od Girder,6-10dx1 1/2 Truss)or equivalent at 11-0-7 from the left end to connect truss(es)to front face of bottom chord,skewed 45.0 deg.to the left,sloping 0.0 deg.down. December 22,2014 12)Fill all nail holes where hanger is in contact with lumber. WdRMIV6-Vmify design pw--ter.and READ NOTM ON MIS AAm INCLUDED MTEK REPERMCB PAGE MI-7473 BBPORB USK Design valid for use orgy with Wek connectors.This design Is based only upon parameters shown,and Is for an Individual bulding component. ��• Applicability of design parameters and proper incorporation of component Is respons"Ity of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to lanae stability during construction Is the responsibNiity,of the M)Tek erector. Additional permanent bracing of the overall structure Is the responslbillty of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/rPlt Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute,781 N.Lee Street Suite 312 Alexmdrla,VA 22314. Tampa.FL 33610-4115 If Southem Pine 15P)Isomer is specified,the design values are those enactive 06/01/2013 bay ALS C Job rLisS Truss Type y Aria Homes/Shepard Res/JW K 'J140462 J70 MONOPITCH GIRDER 1 T6709938 __ 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:32 2014 Page 1 I D:xgEK4i?DBTOMbb7GJz000oyBg 1 C-gWEz LVvGkZX21CIzOpGcLF7JFFq?GsDukZZFUy7MEr -2-i 3-6-12 5-1-8 6-9-2 10-2-15 2-1 3.6-12 1512 1-7-10 3-5-13 0.18 FIT Scale=1:17.5 NAILED NAILED NAILED NAILED NAILED NAILED 1.5x4 11 1 3x4= 12 2 3x4= 13 3 3x4= 14 4 5 I I 1015 16 8 17 7 11 NAILED NAILED NAILED 1.5x4 I! NAILED 9 NAILED 3X4 NAILED 3x5= 6 3x4= This truss is designed to be used for roof application only. 3.6-12 6-9-2 10-2-15 3-6-12 3-2-6 35-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.00 8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(TL) 0.00 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Horz(TL) -0.00 7 n/a Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:106 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 9=772/0-7-12,7=-7/Mechanical Max Horz9=67(LC 24) Max Uplift9=-566(LC 4),7=-201(LC 6) Max Grav9=804(LC 28),7=156(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-187/347,1-12=-583/885,2-12=582/885,2-13—310/421,3-13=-307/420 BOT CHORD 9-16=-884/575,8-16=-884/575,8-17=-420/304,7-17=-420/304 WEBS 2-9=-417/284,1-9=-9451602,2-8=-432/638,3-8=-253/188,3-7=-344/476 NOTES- 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 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 3)Wind:ASCE 7-10;Vu t provided (3-second gust)Vasd=101mph;TCDL(4)2psf BCDL=3.Opsfnh=25ftd, B=45ft;L=24ft;eave=41[t;Cat.II; iv- S. , �j � ExpD; Pcncio G;piio.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate `,�\G.•�.�G E N 8.�••�/ �, 4)Provide adequate drainage to prevent water ponding. �% a;• 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 53681 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girders)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)9=566, 7=201, STATE F 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10 0 10)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. •.4 Q R, 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)320 Ib down and 155 Ib up at ��I�tss •G��G�� -0-2-13 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. /Q N A, LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) FL Cert. 6634 Vert:1-4=-60,4-5=-20,6-11=20 December 22,2014 Continued on paqe 2 Q WARMNO-Ver-ify d—iyn pm--i t—and READ NOTES ON 77116 AND INCLUDED WTEK RF.FEJZPNCE PAGE JUI-7473 BBPORB USE. Design vaikl for use only with MITek connectors.This design is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Nit is for lateral support of Individual web members only. Additional temporary bracing to insrae stabiilty during construction Is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,crudity control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 it Southern Pirie(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSL rus5 Iruss type oty yT-1 eerence Homes/Shepard Res/JW K T6709939� J140462 Jt t MONOPITCH GIRDER 1 o tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:33 2014 Page t ID:xgEK4i?DBTQMbb7GJz000oy8g1C-evUdAhVX1IhOgvmxX5KV8YnFhfavkhpN7OJ7nwy7MEq -Q-2-{3 3fi-0 4-10-5 6-5-9 9-8-9 0-2-i3 3-0-0 1-4-4 1-7-4 3-3-0 Scale=1:19.3 0.18 12 NAILED NAILED NAILED 3x4 II 1 3x5= 12 2 3x4= 13 3 3x4= 14 4 11 _N N 0 10 9 15 16 17 NAILED NAILED 7 NAILED 6 3x4 ! NAILED 8 NAILED 3x4= NAILED 3x5= 5 3x5 This truss is designed to be used for roof application only. 3E-0 6-5-9 9-8-9 9 10 3-" 2-11-8 3-3-0 Plate Offsets(X,Y)-- [4:0-2-8,0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.01 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(TL) 0.01 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) -0.01 4 n/a Na BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight:92 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. REACTIONS. (Ib/size) 8=1066/0-7-12,6=-39/Mechanical,4=57/Mechanical Max Horz 8=41(LC 8) Max Uplift8=-728(LC 4),6=-223(LC 6),4=-64(LC 3) Max Grav 8=1 145(LC 28),6=149(LC 20),4=11(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=-244/483,1-12=-1191/2054,2-12=-1190/2054,2-13=-529/961,3-13=-528/962 BOT CHORD 9-15=-272/146,8-15=-272/146,8-16=2052/1183,7-16=-2052/1183,7-17=-962/525, 6-17=-962/525 WEBS 2-8=-581/410,1-8=-1881/1097,2-7=-768/1211,3-7=-370/254,3-6=-545/1000 NOTES- 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 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 ,,���P.EL•S• 0i connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �� G E N'• /1 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasal=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft 8=45ft;L=24ft eave=oft Cat.II; ♦ \ �G S••••`�� �� Exp D;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL-1.60 �;: Q plate grip DOL=1.60 No 53681 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. STATE O F 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4 except()t=1b)8=728 •,•,C P, ��♦ 6=223. �i � .4 p R 1 O, •' \ �♦ 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. /��SS ••• \G�� 10)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �I� /O N A1- �% 11)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. ,���f►111111��t 12)4&W(s)or other connection deviee(s)shall be-provded sufficient to support corteentrated IoadEs)495 lb down and 240 Ib up at -0-2-13 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. FL Cert. 6634 LOAD CASE(S) Standard December 22,2014 Continued on a e 2 WARMM Verify design yarmneLera and READ N07ES ON IWIS AND INCLUDED WTEK REFEREMB PAGE 191-7473 BEFORE USE. j Design valid for use oNy with Mtlek connectors.This design Is based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary tracing to Insure stability during construction Is the responsibility of the WOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avaloble from Truss Hate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 USouritetn Pate(SP)lumber is spec ified.the design values are those effective(}6/01/2013 by ALSO •Job • russ Truss Type city Ply Aria Homes/Shepard Res/JWK 76709940 J140482 J12 MONOPITCH GIRDER 1 2 Job Reference(optional) Manning Building Supplies,Jacksonville,FL 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Dec 22 10:04:44 2014 Page 1 I D:xg E K4i?DBTQMbb7GJz000oy8g 1 C-NrPrp3SHG46yrehbEL5iYr_id?kxgad t Plvl_Hy6Snn 2-1�3 3-5-4 3-�0 4-10-5 6-5-3 6-�-9 9-8-9 2-13 3-5-4 0-0'12 1-4-4 11-6-14 0-91 3-3-0 Scale=1:18.1 0.18 F12 NAILED NAILED _ NAILED 3x5 II A 3x5= L B 3x4= M C 3x4 N D K d 0 P Q NAILED NAILED H NAILED C I NAILED 3x4= NAILED 3x55 =F J 3x5- 1.5x4 11 This truss is designed to be used for roof application only. 1 1-11-10 3-5-4 3-�0 6-5-3 6-5 9 9-7-11 9-Br9 1-5-11 0-I)12 2-11-2 0- -6 3-2-2 0-0-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.01 H >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 G-H >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 G n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:92 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:H-l. REACTIONS. All bearings Mechanical except Qt=length)J=0-6-5,1=0-7-12. (Ib)- Max Horz J=41(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)D except J=-555(LC 4),1=-312(LC 5),G=-225(LC 5) Max Gram All reactions 250 Ib or less at joint(s)D except J=1140(LC 13),1=413(LC 1),G=353(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-M=-383/283,C-M=-380/283 BOT CHORD H-Q=-288/381,G-Q=-288/381 WEBS B-I=-324/277,B-H.359/483,C-G=-425/320 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 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 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=4.2psf;BCDL=3.Opsf;h=25ft B=45ft;L=24ft;eave=oft;Cat. ,����P,EL•S. 11;Exp D;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber %-\G �,E N• �j DOL=1.60 plate grip DOL=1.60 �� �,� `S 46' 4)Provide adequate drainage to prevent water ponding. Qdo 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. % • NO 53681 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. -�• jGl �_ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)D except Qt=1b) � O J=555,1=312,G=225. . STATE F4 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 1,,�'.•�` Q`•: ,i 10)"NAILED"indicates 3-1Od(0.148"x3")or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. rr O R k Q \ �� 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1060 Ib down and 514 Ib up at ��j�ss ••••••••' •���% 0-1-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. �1��,�0 N Ai ��% LOAD CASE(SI Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) FL Cert. 6634 Vert:A-K=-60,E-K=-20,F-J=-20 December 22,2014 [A Verify d—iyn prumaeters rued READ NOTES ON THIS AND INCLUDED WT;;K REFERENCE PAGE JUI-7473 BEFORE USE. Design valid for use only with Mfdek connectors.this design is based oniy upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the bulding designer.For general guidance regarding fabrication,quality,control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Aiexancift VA 22314. Tampa,FL 33610-4115 tf Saaathem Pine(SP)lumber is specfied..the design valves are those effective 06/01/2013 by ALSC Job russ Truss Type Qty Ply Aria Homes/Shepard Res/JWK 76708940 J140482 J12 MONOPITCH GIRDER 1 2 Job Reference(optional) Manning Building Supplies,Jacksonville,FL 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Dec 22 10:04:44 2014 Page 2 I D:xgEK4i?DBTQMbb7GJz000oy8g 1 C-NrPrp3SHG46yrehbEL5iYr_id?kxgad 1 Plvl_Hy6Snn LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:J=-831 L=44(F)M=-5(F)N=-54(F)0=13(B)P=17(F=-12,B=29)Q=-31(F=-36,B=5) Q WARNING Verify design pw—netera and READ NOTES ON THIS AND INCLUDED*9713K RBFBR&WB PAGE JWT 7473 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. ApplicabNlty of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of indtviduai web members only. Additional temporary bracing to Isttre stabillty during construction Is the responslb@ilty,of the MiTek. erector. Additional permanent bracing of the the overall structure is the responsibility of building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/rPIT Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovaYable from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria,VA 72314. Tampa,FL 33610-4115 If Southern Pine ISP)lumber is specified,the design values are those effective 06/01/20L3 by ALSC Job Truss F russ Type ty y �A:naH.om­a,!Shepard Res/JWKT6709941 J140482 UT01 HaH Hip Girder2erence(optional) Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:16 2014 Page 1 ID:VKMXOVXcOs?TGQtXBw7rLxy7oku-tAbtC01 WvF6HKWZCYdbaOc3W4_6Fl3Ti?aDuowy7ME9 -0La-O 2-6-125-10-8 9-2-4 12-6-0 15-9-12 17-2-4 21-9-0 0�2�0 2-6-12 3-3-12 3-3-12 3-3-12 3-3-12 1-4-8 4-6-12 Scale=1:38.1 0.25 F12 3x8= 3x5— 3x4 3x4— 4x4= 1.5x4 11 3x5= 3x4— 2 3 4 5 6 7 8 1 0 1716 15 14 18 19 13 12 11 10 9 2x4 11 3x4— 8x8= 3x5= 8x8= 3x4= 3x8= 1.5x4 I I HGUS26-2 2-6-12 5-10-8 9-2-4 12-6-0 15-9-12 17-2-4 21-9-0 2-6-12 3-3-12 3-3-12 3-3-12 3-3-12 1-4-8 4-6-12 Plate Offsets(X,Y)-- (2:0-3-8,0-1-8) LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 60.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) -0.11 13-14 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.16 13-14 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2010frPI2007 (Matrix-M) Wind(LL) 0.0713-14 >999 240 Weight:219 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-15 oc purlins, except BOT CHORD 2x4 SP No.2`Except' end verticals. B2:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 9=-364/0-3-8,15=1730/0-5-8,10=2062/0-3-8 Max Horz 15=48(LC 5) Max Uplift9=-364(LC 1),15=-727(LC 4),10=-779(LC 5) Max Grav9=202(LC 4),15=1730(LC 1),10=2062(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-16=-98/263,1-2=-356/899,2-3=-2200/1063,3-4=-3697/1653,4-5=-1803/686, 5-6=-338/701,6-7=-790/1914,7-8=-790/1914,8-9=-184/365 BOT CHORD 14-15=-895/368,14-18=-1082/2291,18-19=-1 088/2292,13-19=-1095/2313, 12-13=-1635/3694,11-12=-681/1727,10-11=-806/403 WEBS 1-15=-831/345,2-15=-1345/587,2-14=-1427/3181,3-14=-705/275,5-12=-264/582, 6-11=-351/900,5-11=-2577/1040,7-10=-457/183,6-10=-1476/573,8-10=-1991/807, 3-13=-569/1449,4-13=-392/405,4-12=-1997/1045 NOTES- ♦♦Illlilllii,��' E`1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: ,♦♦♦``��P. •S Top chords connected as follows:2x4-1 row at 1-0-0 oc. ,♦� G`',.•C E N '9��i� Bottom chords connected as follows:2x4-1 row at 1-0-0 oc,2x6-2 rows staggered at 0-9-0 oc. :���,••�,� S�`••,•�a�� Webs connected as follows:2x4-1 row at 1-0-0 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 p1�i No 53681 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �7 e 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.ll` Exp D;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.6t plate grip DOL=1.60 .•/ STATE .O F 4)Provide adequate drainage to prevent water ponding. � � 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,C 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �j'��'• < O R ,Q P••\�,� fit between the bottom chord and any other members. ��j�SS ••••••' •���� 7)Provide meechag cal connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)9=364, �i,I,�0 N A; ♦♦♦� 8)"Semi-rids!pitchbreaks with fixed heefs"Membw end fixity mo"was used in the analysis and deso of this truss, 9)Use Simpson Strong-Tie HGUS26-2(20-1 Od Girder,6-1 Od Truss)or equivalent at 8-3-8 from the left end to connect truss(es)to back face of bottom chord. FL Cert. 6634 10)Fill all nail holes where hanger is in contact with lumber. December 22,2014 Continued on paqe 2 Q IAARMNO-Veaify design Iaareainutcra and READ NOTES ON THIS AND INCLUDED AHTEK REFERENCE PAGE JWI-7473 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. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additkxnal temporary bracing to insure stability during construction Is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa.FL 33610-4115 If Southern Pine)SP)luanher is specified,the design values xe Loose effective 06/01/2013 by ALSO 0Truss �Iall., City y Aria Homes/Shepard Res/JW K �:7T6709941 J140482 UT01 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:17 2014 Page 2 NOTES- ID:VKMXOVXcQs?TGQtX8w7rLxy7oku-LM8FPk28gYE8xfBO6L7pwgchgOSU1 WjrEEzSKNy7ME8 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)273 Ib down and 83 Ib up at -0-2-0,and 185 Ib down and 252 Ib up at 7-7-8 on bottom chord. The desigrl/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:1-8=-93,9-17=-13 Concentrated Loads(lb) Vert:17=-270 18=-5(B)19=-860(B) Q[YARNING-V—fy dr iyn pw—a tcrs and READ NOTES ON T HIS AND INCLUDED bIITEK REPBRENCE PAGE bII1-7473 EEPORE USE. Design valid for use orgy with Mffek connectors.This design Is based only upon parameters shown,and Is for on individual brlich g component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the Mirek' erector. Additional permanent bracing g of the overall structure Is the responsibility of the building designer.For general gddance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,181 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 If Southern Pine(SP)lumber is specified.the design values ace those effect me 06/01/2013 by ALSC Truss Truss Type ty y Aria Homes!Shepard Res/JW K T6709942 J140462 UT02 Haft Hip 7 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:17 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rL xy7oku-LMSFPk28gYEBxf8O6L7pwgcdM0Vnl TTrEEzSKNy7MEB 2-8-12 7-1-12 11-6-12 15-11-12 17-4-4 21-11-0 M-12 4-5-0 4-5-0 4-5-0 1-4-8 4-6-12 Scale=1:38.7 0.25 F12 Sx5= 3x53x4— 5x5= 1.5x4 II 3x5= — = 30= 2 15 3 16 4 17 5 6 18 7 1 14 13 12 11 10 9 8 1.5x4 II 30— 6x6= 3x5= 3x5= 3x8— 1.50 II 2-6-0 2-8-12 7-1-12 11-6-12 15-11-12 17-4-4 1 21-11-0 2-6-0 0-t2-'I2 4-5-0 4-5-0 4-s-0 1-4-8 4-6-12 ' Plate Offsets(X,Y)-- (1:0-0-0,0-0-0),(12:0-2-8,0-3-Oj LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) -0.15 11-12 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Vert(TL) -0.2211-12 >786 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(TL) 0.02 8 n/a rVa BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) 0.0711-12 >999 240 Weight:104 Ib 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 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=-142/0-3-8,13=966/0-5-8,9=1483/0-3-8 Max Horz 13=48(LC 9) Max Uplift8=-142(LC 1),13=-356(LC 8),9=-414(LC 9) Max Grav8=59(LC 8),13=966(LC 1),9=1483(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=-1673/440,3-15=-1672/441,3-16=-1531/403,4-16=-1527/404,4-17=-100/311, 5-17=-100/319,5-6=-301/1162,6-18=-301/1162,7-18=-301/1162 BOT CHORD 11-12=-425/1668,10-11=-429/1527,9-10=-377/138 WEBS 2-13=-830/288,2-12=-562/1830,3-12=-347/147,6-9=-394/150,7-9=-1237/317, 5-10=-1 24/522,4-10=-1903/515,5-9=-1044/287 NOTES- 1) OTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45111;L=24111;eave=oft;Cat.II; ,`��� S Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 21-9-4 zone;cantilever left and ,� ...... M,9 right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate �� G Ci E N•• 'j 010 grip DOL=1.60 ;� .''�.� S�''••�Q0 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed fora 10.0 last bottom chord live load nonconcurrent with any other live loads. No 53681 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 Ib uplift at joints)except Qt=lb)8=142,=-p 13=35619=414. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. O•• STATE OF ; �����•�L O R 1 N A1-00.•��• 11111111 FL Cert. 6634 December 22,2014 0[YARNING-Verify design yarainetara and READ NOTES ON T HHS AND INCLUDED A4TUK REFERENCE PAGE MI1-7473 EEPORE USE. � Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek*erector. Additional permanent bracing of the overall structure Is the responsibility of the Uxg bulddesigner.for general guidance regarding fabricallon,quality contra storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Salary Information avalable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandrla,VA 22314. Tampa,FL 33610-4115 If SoutFrem Pine(SP)lumber is spec ifi ed.,the design values are those effective 06/01/2013 by ALSC Truss Truss Type Qty Aria Homes/Shepard Res/JW K T6709943 J140462 UT03 Hal Hip t 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:18 2014 Page 1 8-12 -4-4 8-0 I D:VKMXOVXcOs?TGQtX8w7rLxy7oku-pZidd42mQsM?Zpjbf2e2T 1 WNoolmvc?Tui?tpy7ME7 2 15-11-12 18-9-10 21-11-0 2-8-12 3-3-12 33-12 3-3-12 3-3-12 2-9-14 3-1-6 Scale=1:38.4 0.25 12 3x10= 3x8— 3x4= 3x4_ 5x5= 1.5x4 11 3x8= 3x4= 2 17 3 4 5 6 7 8 1 1615 14 13 12 11 10 9 1.5x4 3x4_ 6x6= 3x8= 3x4= 3x4= 5x10= 2x4 2-6 2$-12 6-0-8 9-4-4 12-8-0 15-11-12 18-9-10 21-11-0 26-0 0-t2-y2 3-3-12 33-12 3-3-12 3-3-12 2-9-14 3-1 T Plate Offsets(),Y)-- [1:0-0-0,0-0-0) [2:0-3-8 0-1-81 [3:0-3-8,0-1-81,[13:0-3-8,0-1-81,(14-0-2-0 0-3-41 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.32 12-13 >711 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.48 12-13 >474 360 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.06 9 n/a rVa BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.16 12 >999 240 Weight:105 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 2-11-5 oc purlins, except BOT CHORD 2x4 SP No.1 D end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=997/0-3-8,15=1310/0-5-8 Max Horz 15=48(LC 9) Max Uplift9=-293(LC 9),15=-431(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-17=-2343/563,3-17=-2342/564,3-4=-3863/1000,4-5=-4069/1128,5-6=-3333/942, 6-7=-2054/590,7-8=-2054/590,8-9=-950/289 BOT CHORD 13-14=-619/2445,12-13=-1026/3860,11-12=-1152/4066,10-11=956/3291 WEBS 2-15=-1 147/347,2-14=-687/2579,3-14=-740/228,3-13=-42511478,4-13=-377/136, 6-11=74/322,5-11=-783/242,8-10=-621/2130,7-10=265/110,6-10=-1345/376 NOTES- 1Wind: SC 7-10; ) Exp DAEncl.GCpiV0.118;MWFRS3(diirrectio al)a d C-C1 Exterolr()0-1-12 to 3-18 2,Interior(l)3-1-12 to 21-9-4 one;cantil vier eft and ♦♦♦♦���, `'S �1�I�,�J*41 right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate ♦ Pe. S. •v/9 grip DOL=1.60 �♦ G CEN C �� 2)Provide adequate drainage to prevent water ponding. ;���.'��,� S'�.�'.•�ai� 3)This truss has been designed for a 10.0 lost 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 4%�* } No 53681 fit between the bottom chord and any other members. .. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)9-293,- 15=431. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. -P 7.. STATE OF :�4/, �0! FL Cert. 6634 December 22,2014 Q WARNING-V—fy d—i.,,n paramct-.and READ NOTES ON THIS AND INCLUDED MI7HK REFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with MITek connectors.TMs design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not taus designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall stnrcture Is the responsibility of the building designer.For general guldance regarding fabrication,cludlfy control,storage,delivery,erection and bracktg,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. FL 33610-4115 Tampa. Safety Information avalable from Truss Plate Instftufe,781 N.Lee Street.Suite 312,Alexandria.VA 22314. If Soutftern Pine(SP)lun-Awr is specified,the design values are those etFective 06/01/2013 by ALS�C I 0 russ Truss Type ty y Aria Homes/Shepard Res/JW K J140482 U,T'04 Haft Hip 2 i T6709944 Job Reference tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:19 2014 Page 1 1 D:VKMXOVXcQs?TGQtX8w7rLxy7oku-HIG?gQ30BAUsBzlnDm9H?Fh?3B71VJs8iYSYPFy7ME6 4-8-1 9-0-11 16-3-2 19-4-8 4-8-1 4-4-9 7-2-7 3-1-6 Scale=1:33.6 0.25 F12 3x5= 3x4= 5x5= 1.5x4 11 3x8= 1 8x8= 13 2 14 3 15 4 5 6 r—, it 10 9 8 12 7 3x4 11 6x6— 3x5= 3x5= 5x10= 2x4 11 4-8-1 9-0-11 13-5-4 16-3-2 19-4-8 4-8-1 4-4-9 4-4-9 2-9-14 3-1-6 Plate Offsets(X Y)-- [1:Edge 0-3-81 [11:0-3-0 0-2-121 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.42 10 >547 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) -0.63 10 >365 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.20 10 >999 240 Weight:92 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-9 oc puriins, except BOT CHORD 2x4 SP No.1D end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. _ REACTIONS. (Ib/size) 12=1018/0-5-0,7=1018/0-3-8 Max Horz 12=48(LC 9) Max Up1if112=-296(LC 8),7=-297(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-949/292,1-13=-3430/974,2-13=-3424/975,2-14=-4367/1203,3-14=-4363/1203, 3-15=-3459/965,4-15=-3452/966,4-5=-2092/595,5-6=-2092/595,6-7=-966/292 BOT CHORD 10-11=959/3425,9-10=-1199/4362,8-9=-981/3417 WEBS 1-11.928/3257,2-11=-641/221,2-10=-366/962,4-9=-81/310,3-9=-939/351, 4-8=-1441/403,5-8=-252/104,6-8=-627/2168 NOTES- 1Wind: SC 7-10; ) Exp DAEncl.,GCpi=0.118;MWFRS(diirrectio al)a d C C Exter ofr(2)0-1-12 to 3-1g 2,Inter opr(1)3-1-1f2 0 912-12 zofne;canti elver leftll, `, `IS and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL-1.60 P`,•... M plate grip DOL=1.60 �� G�•'GEN 9� �� 2)Provide adequate drainage to prevent water ponding. ���`•'•�,\ SF•'••�Q�w 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will * : No 53681 fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Ot=1b)12=296* 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. STATE OF 111111111 FL Cert. 6634 December 22,2014 Moor0 WARNING V= fy design p—ax—teas crud READ NOTES ON 7788 AND INCLUDED i7ITEKRBFBREN UB PAGE bgl-7473 BBPORE USE. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an individual building component. Applicablllly of design parameters and proper Incorporation of component Is responsibility of building designer-not him designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the `A 1 erector. Additional permanent bracing of the overall structure Is the responsibility of theMiTek'!wilding designer.For general guidance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI t Quality Criteria,DSB-89 and BCSI Building Component Blvd. Safety Information avallable from Truss Plate Insittute,781 N.Lee Street,Suite 312 Alexandria,VA 22314. Tampa,FL 33610-4115 6904 Parke East astBld. If 5o uthern Pine(SP)lumber specified,ecified,the design values are those effective 06/01/2013 by ALS{ o tossTruss Type Qty Ply Aria Homes/Shepard Res/JW K T6709945 J140462 UTO5 Halt Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek industries,Inc. Fri Dec 19 16:43:20 2014 Page t I D:VKMXOVXcQs?TGQtXow7rLxy7oku-mxgO2m40yTcjo7sznTg W YSEFkbTjEpnlwCB6xiy7ME5 3-2-2 6-2-8 9-2-14 12-5-0 15-9-0 19-4-8 3-2-2 3-0-6 3-0fi 3-2-2 3-4-0 3-7-8 Scale=1:33.6 0.25 F12 3x43x4— 5x5= 1.5x4 11 4x7= = 1 4x7= 23x8= 3 15 4 5 6 16 7 13 12 11 10 9 14 8 2x5 11 4x10= 3x8= 3x4= 3x4= 5x12= 2x4 I 3-2-2 6-2-8 9-2-14 12-5-0 15-9-0 19-4-8 3-0-6 3-0-6 3-2-2 3-4-0 3-7-8 Plate Offsets(X,Y)-- [2:0-3-8,0-1-8],[12:0-3-8,0-1-81 [13:0-3-8,0-2-01 LOADING(psf) i SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.38 11 >601 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.57 11 >401 360 BCLL 0.0 ' Rep Stress Incr YES W B 0.75 HOFz(TL) 0.07 8 1 n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.18 11 >999 240 Weight:92 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1D TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc purlins, except BOT CHORD 2x4 SP No.1 D end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 14=1018/0-5-0,8=1018/0-3-8 Max Horz 14=45(LC 9) Max Uplift 14=-294(LC 8),8=-297(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-955/286,1-2=-2725/774,2-3=-4174/1167,3-15=-4526/1232,4-15=-4524/1232, 4-5=-3974/1104,5-6=-2572!733,6-16=-2572/733,7-16=-2572/733,7-8=-965/293 BOT CHORD 12-13=-760/2721,11-12=-1151/4170,10-11=-1 244/4523,9-10=-1119/3938 WEBS 5-9=-1442/428,6-9=-318/131,7-9=-743/2579,1-13=-758/2652,2-13=-735/236, 2-12=-432/1516,3-12=-400/138,3-11=-186/371,4-10=-585/239 NOTES- 1) A = 11 irgust) p - - 1r851f Exp DEncl..,GCpi0.18MWFRS(direcctioal)od C-C Exterio20-112 to 322, teicii 3-2-2 to 19212 zone;cantilever left and %"'i S. right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate ,"i grip DOL=1.60 % • G E N S 2)Provide adequate drainage to prevent water ponding. \G; • �. F•••,Q 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Z No 53681 fit between the bottom chord and any other members. ► I • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)14=294* 7 8=297. ��� — ,• 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. (L STATE OF iIf i�NA�E� % FL Cert. 6634 December 22,2014 Q WARNING-V--ijy design p--i—and READ NOTES ONTHIS AND INCLUDED bIITEK REPERENCE PAGE III-7478 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. III Applicability of design parameters and proper incorporallon of component Is responsibility of building designer-not hum designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to irmxe stability during construction is the responsibility of the MiTek' erector. Additional permanent tracing of the overall structure is the responsibility of the buNding designer.For general guidance regarding fabricallon,quality control,storage,delivery,erection and bracing,consult ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component - 6904 Parke East Blvd. Safety Information available from Truss Rate InstfhAe,781 N.Lee StreeL Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 if Sauthem Pine(SP)ltnrnber is spec if ed,the design values are chase effective 06/01/2013 by ALSO Truss Truss Type Qty ply Aria Homes/Shepard Res/JWK 76709946 J140482 UT06 He"Hip 1 1 Job Reference tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 232014 MiTek Industries,Inc. Fri Dec 19 16:43:21 2014 Page 1 1 D:VKMXOVXcQs?TGQtX8w7rLxy7oku-EBOmF65ejnkaQHRALBB15gnOF?oyzELR9sxrr8y7ME4 3-10-11 7-5-13 11-1-0 13-8-6 16-5-9 19-4-8 3-10-11 3-7-3 3-7-3 2-7-7 2-9-3 2-10-15 Scale=1:33.6 0.25 12 3x63x4= 5x5= 1.5x4 11 3x8= 3x8= = 1 6x6= 15 2 16 3 4 17 5 6 7 13 12 11 10 9 14 8 3x4 II 6x6= 3x6= 3x4= 4x10= 4x7= 2x4 it 3-10-11 7-5-13 11-1-0 13-8-6 16-5-9 19-4-8 3-10-11 3-7-3 3-7-3 2-7-7 2-9-3 2-10-15 Plate Offsets(X,Y)-- (6:0-3-8,0-1-8) LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.39 11-12 >590 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.58 11-12 >392 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(TL) 0.07 8 Na Na BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) 0.1911-12 >999 240 Weight:92 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins, except BOT CHORD 2x4 SP NoA D end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 14=1018/0-5-0,8=1018/0-3-8 Max Horz 14=43(LC 9) Max Uplift14=-296(LC 8),8=-297(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-950/289,1-15=-3179/906,2-15=-3174/906,2-16=-4470/1249,3-16=-4465/1250, 3-4=-4318/1186,4-17=-3594/1014,5-17=-3594/1014,5-6=-3594/1014,6-7=-2179/621, 7-8=-970/292 BOT CHORD 12-13=-892/3175,11-12=-1 232/4466,10-11=-I 207/4302,9-10=-639/2179 WEBS 1-13=-868/3032,2-13=-684/227,2-12=-431/1335,3-12=-293/125,7-9=-648/2244, 6-9=-816/260,6-10=-423/1522,4-10=768/279 NOTES `I1/111111/ll 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.Il; ``���A�` S �I1 �� Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 19-2-12 zone;cantilever left ,� �r •t�/,9 .0 and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 `♦� ,•'�G E JV S'. �/Oji plate grip DOL=1.60 �G; 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. %`1, No 53681 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. 7 �' 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)14=29(; 8=297. :13 STATE .OF ` 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. C? � 4';4P FL Cert. 6634 December 22,2014 Q WARNING Verify desiyn p---,esters and READ NOTE&ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 BBPORB USE. Design valki for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an kr Adual building component. ' Applicability of design parameters and proper Incorporation of component Is responsibility of buBiding designer-not thus designer.Bracing shown Is for lateral support of IndNklual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Initiate,781 N.Lee Street.Suite 312 Alexandria VA 22414. Tampa,FL 33610-4115 tf Southam P-wte(SP)lumber is specified.,the design values are Chase effective 06/01/2013 by ALSO Job russ Truss Type Qty Aria Homes/Shepard Res!JW K 76709947 J140462 UT07 Haff Hip 1 1 Job Reference o Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTekTek Industries,Inc. Fri Dec 19 16:43:22 2014 Page 1 1 D:VKMXOVXcQs?TGQtX8w7rLxy7oku-iKyBSS5GU5sR2ROMuui_dUaiP8DiieaOW gDOay7ME3 3-5-5 6-7-3 9-9-0 12-9-12 16-0-4 19-4-8 3-5-5 3-1-13 3-1-13 3-0-12 3-2-8 3-4-4 Scale=1:33.6 0.25 12 4x4= 3x4 5x5= 1.5x4 11 3x8= 4x7= = 1 6x6= 2 3 4 5 6 7 13 12 11 10 93x10= 14 _ 8 2x5 I I 6x6— 3x6= 3x4= 4x10= 2x4 3-5-5 6-7-3 9-9-012-9-12 16-0-4 19-4-8 3-5-5 3-1-13 3-1-13 3-0-12 3-2-8 3-4-4 Plate Offsets(X,Y)-- (6:0-3-8,0-1-81 [9:0-3-8,0-1-81 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.39 11 >585 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.59 11 >390 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.19 11 >999 240 Weight:91 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc purlins, except BOT CHORD 2x4 SP No.1D end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. _ REACTIONS. (Ib/size) 14=1018/0-5-0,8=1018/0-3-8 Max Horz 14=41(LC 9) Max Up1ift14=297(LC 8),8=-297(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-952/289,1-2=-2897/830,2-3=-4278/1210,3-4=-4494/1231,4-5=-4013/1131, 5-6=-4013/1131,6-7=-2530/723,7-8=-966/293 BOT CHORD 12-13=-815/2893,11-12=-1 192/4275,10-11=-1248/4495,9-10=-741/2530 WEBS 1-13=-805/2794,2-13=-716/234,2-12=-433/1442,3-12=-368/136,7-9=-735/2543, 6-9=-789/256,6-10=-459/1563,5-10=-285/114,4-10=-510/214 NOTES- 1Wind: SCE 7-10; ) Exp D;Encl..,GCpi=0.1181 MW FRS(diirrecctio al)andaC-C Exter otr()0-1-12 to 3-5-5,D 5-5,DInterior(l)3-5-5 to 169 25112 zone;canti a efr left and �,``, e`'S t r�A�-����,, right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate ♦ `,P`..... •v/ grip DOL=1.60G`,•'� 2)Provide adequate drainage to prevent water ponding. \,� S'4�1•..•%i� 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 * No 53681 fit between the bottom chord and any other members. p • I — 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except Qt=1b)14=29f * �' 8=297. '�: ' G` ._ 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. • STATE OF .• �/ FL Cert. 6634 December 22,2014 0 WARNING Verify design p—­t and READ NOTES ON THIS AND INCLUDED AUTEK REPERENCE PAGE h91-7473 BEPORE USE. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not taus designer.Bracing shown Is for lateral support of tridlvidual web members only. Additional temporary bracing to inttxe stability during construction Is the responsibility of the MiTek' erector. Additonal permanent bracing of the overall structure Is the responsibility of the buildinq designer.for general guidance regarding fabrication,quality control,storage,delivery,erection and Tracing,consult ANSI/TPn Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 It Southern Pine(SP)lumber is Wecified,,tate design values are those effective 06/01/2013 byAIX Job russ Truss Type Qty Ply Aria Homes/Shepard Res/JW K T6709948 J140482 UTOB Hal Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:23 2014 Page 1 I D:VKMXOVXcQs?TGQtXBw7rLxy7oku-AW W W gn6vFO_IfabYScDDA5sIzpUJ RBNkcAQmYOy7ME2 2-10-4 5-6-12 8-5-0 11-0-2 13-9-0 16-5-14 19-4-8 2-10-4 2-8-8 2-10-4 2-1-2 2-8-14 2-8-14 2-10-10 Scale=1:33.6 0.25 12 5x5= 3x4= 1.5x4 111 3x8= 3x8= 3x4= 1 4x7= 23x8= 3 17 4 5 18 6 7 8 15 14 13 12 11 10 16 g 2x5 11 3x10= 3x8= 30= 3x4= 4x10= 3x10= 20 2-10-4 Sf-12 8-5-011-0-2 13-9-0 16-5-14 19-0$ 2-10-4 2.-8 ' 2-10-4 2-7-2 2$-14 2-8-14 2-10-10 Plate Offsets(X,Y)-- (2:0-3-8,0-1-81,(7:0-3-8,0-1-8] (10:0-3-8 0-1-8] (14:0-3-8 0-1-8] [15:0-3-8 0-1-8] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.38 12-13 >596 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.58 12-13 >397 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.1812-13 >999 240 Weight:92 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 2-8-15 oc purlins, except BOT CHORD 2x4 SP NoA D end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 16=1018/0-5-0,9=1018/0-3-8 Max Horz 16=40(LC 9) Max Uplift 16=-296(LC 8),9=-296(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD l-16=-957/287,1-2=-2494f712,2-3=-3956/1120,3-17=-4500/1243,4-17=-4498/1244, 4-5=-4496/1243,5-18=-3768/1063,6-18=-3768/1063,6-7=-3768/1063,7-8=-2266/646, 8-9=-967/291 BOT CHORD 14-15=-697/2490,13-14=-1 103/3953,12-13=-1231/4519,11-12=-1260/4496, 10-11=-663/2266 WEBS 1-15=-707/2456,2-15=-757/241,2-14=-429/1546,3-14=-464/149,3-13=-229/579, 8-10=-667/2313,7-10=-815/259,7-11=-446/1606,6-11=-256/100,5-11=-779/287 `\\\1111111///I NOTES- 1) OTES S 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; ,� Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extehor(2)0-1-12 to 2-10-4,Interior(1)2-10-4 to 19-2-12 zone;cantilever left �%�(j •�Ci E•N S,'• tam �� and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 %% •• V F�'•,Q plate grip DOL=1.60 No 53681 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. •. 1 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. -p 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)16=296;-53 STATE O F 9=296. � 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ;�0�`` ,All� O R ;Q P,•��,�, �O N A� 111 FL Cert. 6634 December 22,2014 0 WARNING V-ijy design yrvwnetna and READ NOTES ON THIS AND INCLUDED k9THK REFBRBNCB PAGE k91-7473 BBFORB USE. Design valid for use only with Mffek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown , Is for lateral support of individual web members only. Additional temporary tracing to Insure stability during construction Is The responsibllity of the MST@k• erector. Additional permanent bracing of the overall stricture Is the responsibility of the building designer.for general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandrkt VA 22314. Tampa,FL 33610-4115 It Sauthem Pine(SP)lumber is specified the design wives are those efhectnve 06/01/2013 by ALSO ♦ r Truss���r�USSype Aria Homes/ShepardReslJWK76709949 UT09 1 1 Job Reference o Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTeTekIndustries,Inc. Fri Dec 19 76:43:24 2014 Page 1 ID:VKMXOVXcQs?TGQtX8w7rLxy7oku-ei3ut77XOi79HkAlOJ ISil PwW CgPAcKtrg9J4Ty7ME 1 3E-12 6-10-0 9-10-6 13-0-8 16-2-10 19-6-8 3-6i-12 3-3-4 3-0-6 3-2-2 3-2-2 3.3-14 Scale=1:33.9 0.25 12 4x4 5x5= 3x4= 1.5x4 II 3x8= 4x7= = 16x6= 15 2 3 4 16 5 6 7 1 � 13 12 11 10 9300= 14 8 2x5 6x6— 4x4= 3x4= 4x10= 2x4 3-6-12 6-10-0 9-10-6 13-0-8 16-2-10 19-6 3-6-12 3-3-4 3-0-6 3-2-2 3-2-2 3-3-14 Plate Offsets(X,Y)-- (6:0-3-8,0-1-81,(9:0-3-8,0-1-81 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.39 11 >594 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(TL) -0.58 11 >396 360 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.06 8 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.19 11 >999 240 Weight:93 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 D TOP CHORD Structural wood sheathing directly applied or 2-8-9 oc purlins, except BOT CHORD 2x4 SP NoAD end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 14=1027/0-5-0,8=1027/0-5-8 Max Horz 14=40(LC 9) Max Upliftl4=-298(LC 8),8=299(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-963/291,1-15=-2832/807,2-15=-2826/807,2-3=-4104/1145,3-4=-4559/1241, 4-16=-4046/1134,5-16=-4046/1134,5-6=-4046/1134,6-7=-2530/720,7-8=-974/294 BOT CHORD 12-13=-790/2827,11-12=-1 140/4149,10-11=-1 258/4559,9-10=-738/2530 WEBS 1-13=-790/2752,2-13=-729/238,3-12=-356/132,2-12=-398/1337,7-9=-733/2546, 6-9=-800/258,6-10=-456/1600,5-10=294/115,3-11=-1 96/435,4-10=-542/232 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;6=45ft;L=24ft;eave=4ft Cat.Il; ``�II1111111 j/,, Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 19-4-12 zone;cantilever left ``�� S' ��, and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 ,� �P ,• ►'/,9 f plate grip DOL=1.60 ����G E N S•. �j�,� 2)Provide adequate drainage to prevent water ponding. ♦ �: �. F•'•,Q i 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 * NO 53681 fit between the bottom chord and any other members. s 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)14=298* * ' 8=299. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .� STATE OF 441 P ���� %% FL Cert. 6634 December 22,2014 0 WARMNO-Vert&dmign p--,-teres and READ N07ES ON IWIS AND INCLUDED WVEK REPBRBNCB PAOB MI-7473 BBFORB USB. Design valld for use only with MiTek connectors.This design Is based only upon Parameters shown,and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary txacinq to Insure stability during construction is the responsibility of the MiTek' erector. Additional permanent tracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 If Southern Pine(SP)lumber is specified.the design values are thane effective 06/01/2013 by Al-SC o tossTruss Type y Aria Homes/Shepard Res/JW K T6709950 J140462 UT10 Hall Hip Girder 1 w L Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:26 2014 Page 1 I D:VKMXOVXcOs?TGQtXBw7rLxy7oku-a5BflpBnYJNs W 2K77knwoj UlgOWTecDAJBeQ9Ly7ME? 2-10-12 5-0-0 8-10-2 12-4-0 15-9-14 19-3-12 21-10-8 22,Q-8 2-10-12 2-7-4 3-0-2 3-5-14 3-5-14 3-5-14 i-'6-120-2-0 Scale=1:38.6 0.25 rl2 3x8 3x4 4x4= 3x5= 1.5x4 11 3x5= 3x8= 3x4= = = 1 2 3 4 18 5 19 6 7 8 o e I a 17 20 16 21 15 22 23 14 24 25 2613 27 28 12 11 109 1.5x4 11 NAILED 3x8= NAILED 3x4= NAILED 8x8= NAILED 3x10= 8x8 3x4= 1.5x4 NAILED NAILED NAILED NAILED NAILED NAILED 2-10-12 5-6-0 2 12-4-0 15-9-14 19-3-12 21-10-8 2-10 8-10- -12 2-7-4 ' 3-4-2 3-5-14 3-5-14 3-5-14 2 � Plate Offsets()iY)-- [7:0-3-8,0-1-8],[16:0-3-8,0-1-81 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.24 13-14 >946 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.84 Vert(TL) -0.4013-14 >569 360 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.04 11 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.15 13-14 >999 240 Weight:219 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc puffins, except BOT CHORD 2x4 SP N0.2`Except` end verticals. B2:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 17=1251/0-5-0,11=1421/0-5-8 Max Horz 17=39(LC 5) Max Upliftl7=-380(LC 4),11=-590(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-17=-1164/375,1-2=-2929/911,2-3=-4371/1396,3-4=-5225/1757,4-18=-4847/1873, 5-18=-4847/1873,5-19=-4847/1873,6-19=-4847/1873,6-7=-2815/1137 BOT CHORD 16-21=-893/2925,15-21=-893/2925,15-22=-1401/4430I 22-23=-1401/4430, 14-23=-1 401/4430,14-24=-1760/5256,24-25=-1760/5256,25-26=-1759/5257, 13-26=-1759/5257,13-27=-1189/2933,27-28=-1189/2933,12-28=-1183/2931 WEBS 1-16=-922/2927,2-16=-815/293,7-11=-1265/521,3-15=-463/186,2-15=-520/1556, 7-12=1268/3058,6-12=-854/298,6-13=-726/1985,5-13=-300/137,3-14=-396/864, 4-13=-539/240 II/IIIIIIIIII NOTES- `�� S. 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: ,��`,PE...... I �I,0i� Top chords connected as follows:2x4-1 row at 1-0-0 oc. ,�� GC`,.•GEN• �� Bottom chords connected as follows:2x4-1 row at 1-0-0 oc,2x6-2 rows staggered at 1-0-0 oc. �� \•••�,� SSC`•• �� Webs connected as follows:2x4-1 row at 1-0-0 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 pig`, No 53681 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ;1* 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24f;eave=4ft;Cat.IIE Exp D;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.6%.�• / j/ / plate grip DOL=1.60 ••, 4)Provide adequate drainage to prevent water ponding. STATE OF 4/ 5) 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� Q`•: ,� 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will •........ G R 1 Q• \ �� fit between the bottom chord and any other members. �j�t9 '••••• • 7)Provide d0mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)17=380, �,,�,`O N Al E B)"Semi-rid pitchbfeaks Min fixed heels"Member end fixity rrfo"was used in the analysis and design of this truss. 9)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 Ib down and 242 Ib up at FL Cert. 6634 14-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard December 22,2014 Q WARNING Vcfy dcaiyn jaarmnetrra and READ N077 S ON THIS AND INCLUDED MITEK REPBRBNCB PAOE IMI-7473 BEFORE USE. Design valid for use only with Mrek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. p Applicability of design parameters and proper incorporation of component is responsibility of buliding designer-not thus designer.Bracing shown Is for lateral support of Individual web members only. Addflkxlal temporary bracing to Insure stability during construction Is the responsibility of line MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovofobie from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria,VA 22314. Tampa.FL 33610-4115 tf Sovthem Pine(SP)lurnbef is specified.the design values are chose effective 06/01/2013 by ALSC Truss Iruss typety ply Aria Homes/Shepard Res/JW K 767099501 J140462 UT10 Haft Hip Girder 1 n G Job Reference floral Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:26 2014 Page 2 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-a5Bf Ip8nYJNsW 2K77knwoj UI gOWTecDAJBeQ9Ly7ME? LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-8=-93,9-17=-13 Concentrated Loads(Ib) Vert:16=-60(F)15=-14(F)20=-52(F)21=-102(F)22=-13(F)23=-13(F)24=-13(F)25=-13(F)26=-13(F)27=4(F)28=-76(F) Q WARNING-verify design yarasnctess and READ NOTES ON Tests AND INCLUDED NUTEK REFERENCE PAGE b91-7473 BEFORE USE al . Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an Invidual building component. Applicability of design parameters and proper Incorporation of component Ps responsibility of building designer-not friss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to irsune stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsltAlity of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexancift VA 22314. Tampa,FL 33610-4115 tf Southern Pine(SP)lurnbev is specified,the design values are t9tose effective 06/01/2013 by ALSC Truss 0ty Aria Homes/Shepard Res/JW K T6709951 J140482 UT11 HaH Hip q 1 7 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:27 2014 Page 1 ID:VKMXOVXcQs?TGQtX8w7rLxy7oku-2HI1 W99PJdVj8CvJhR19Kxl OTQ?xN59JXoOzhoy7ME_ 3-2-12 7-5-8 10-9-12 12-2-4 16-9-0 3-2-12 4-2-12 3-4-4 1-4-8 4-6-12 Scale=1:29.4 0.25_12- 1.5x4 11 4x4= 1.5x4 11 3x5= 3x4= 23x4= 15 3 43x4= 5 6 1 16 17 7 ri 14 12 11 10 1.5x4 13 3x5= 1.5x4 11 3x4= 9 8 3x4— 3x8= 1.5x4 3-0-0 3 - 2 7-3-4 7r5i8 10-9-12 12-2-4 16-9-0 3-0-0 0- - 2 4-0-8 0-2-4 3-4-4 1-4-8 4-6-12 Plate Offsets(X,Y)-- (1:0-0-0,0-0-01 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.02 12 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0.04 11 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.01 12 >999 240 Weight:81 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:12-13. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=105/0-3-8,13=828/0-5-8,9=873/0-3-8 Max Horz 13=48(LC 9) Max Uplift8=-32(LC 9),13=-340(LC 8),9=-281(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-314/307,2-15=-583/215,3-15=-579/215,3-4=-579/217,5-6=-106/312, 6-16=-106/312,16-17=-106/312,7-17=-106/312 BOT CHORD 12-13=-303/350,11-12=-240/579,10-11=-240/579 WEBS 2-13=-648/24511-13=-327/339,2-12=-336/916I 6-9=-393/155,4-10=-536/207, 5-9=-483/164,7-9=-383/118 NOTES- 1) OTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.ll; ,��� EL S. Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-2-12,Interior(1)3-2-12 to 16-7-4 zone;cantilever left and ♦1 right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate ♦♦ G (,E N •• �j 0 grip DOL=1.60 ���\•'•V S�•'•,/Q�A 2)Provide adequate drainage to prevent water ponding. N 0 5 3681 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► * p fit between the bottom chord and any other members. ) 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)8 except Qt=lb) 4-�%�!Z •�. 13=34019=281. STATE ,O F 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. (V 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)51 Ib down and 16 Ib up at 7-3-4 on i�.�, •,A� /O Q \�♦♦♦ bottom chord. The design/selection of such connection device(s)is the responsibility of others. �j `` 0 R LOAD CASE(S) Standard 4 AL� C1> 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 /f 1111111 €iraforrrr Load(pff) Vert:1-7=-93,8-14=-13 FL Cert. 6634 December 22,2014 Continued on paqe 2 Q WARNING-V-ify d—iyn ye ws,!urs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 661-7473 BEFORE USE. � Design void for use only with Mffek connectors.this design is based only upon parameters shown,and Is for an Individual bulling component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsib/lity of the MiTek' erector. Additional permanent tracing of the overall stricture Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalabpe from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 H Southern Pine(SP)lumnbev is spec if ede the design values are these effective 06/01/2013 by ALSO cuss Truss Type ty Aria Homes/Shepard Res!JW K T6709951 L10b 'Truss Hip q 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:27 2014 Page 2 ID:VKMXOVXcOs?TGQtX8w7rLxy7oku-2HI1 W99PJdVjBCvJhR19Kx1 OTQ?xN59JXoOzhoy7ME_ LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:12=-50 Q WARMNG-Vafy design ye w,,eteaa and READ NOTES ON T71IS AND INCLUDED NUTUK REFERENCE PAGE WI-747B BEFORE USE Design valki for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an individual building component. T Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral st4)port of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsliAlify of the building designer.for general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI i Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Rate Institute,781 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610-4115 If 5outlern pate(Sp)lumber is spec if5ecL the design valves are those eHectnre 06/01/2013 by ALSC OI russ Truss Type UTYFryAria Homes/Shepard Res/JW K T6709952 J140482 UT12 HalfHip 3 1 Job Reference o tional Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:28 2014 Page 1 I D:VKMXOVXcOs?TGQtXBw7"7oku-XUJPjVAl4xdamMU W F9pOtBZbtgLb6ZWTmS7XCEy7MDz 3-2-12 7-0-4 10-9-12 12-2-4 16-9-0 3-2-12 3-9-8 3-9-8 1-4-8 4-6-12 Scale=1:29.4 0.25 12- 4x4= 1.5x4 3x5= 13x4= 23x4= 13 33x4= 4 5 14 15 6 I 12 10 9 1.5x4 11 3x5= 3x4= 8 7 3x4= 3z8— 1.5x4 3-0-0 3,2-12 7-0-4 10-9-12 12-2' 16-9-0 3-0-0 0-�2-�2 3-9-8 ' 3-8-8 1-4-8 4.6-12 Plate Offsets(X,Y)-- (1:0-0-0,0-0-0) LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (toe) I/dell Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.02 10 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.22 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.00 7 n1a n/a BCDL 10.0 Code FBC201 0/TP 12007 (Matrix-M) Wind(LL) 0.01 10 >999 240 Weight:80 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:10-11. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=118/0-3-8,11=805/0-5-8,8=832/0-3-8 Max Horz 11=48(LC 9) Max Uplift7=-36(LC 9),11=-334(LC 8),8=-269(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-314/317,2-13=-549/207,3-13=-546/207,4-5=-94/269,5-14=-94/269, 14-15=-94/269,6-15=-94/269 BOT CHORD 10-11=-313/350,9-10=-232/545 WEBS 1-11=-340/339,2-11=-6211236,2-10=-316/891,5-8=-380/150,3-9=-463/187, 6-8=-339/105,4-8=-467/160 NOTES- 1) OTES 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.Il; 0% EL S Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-2-12,Interior(1)3-2-12 to 16-7-4 zone;cantilever left and %J` `••... M,9^ right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate •GEN•• v �i grip DOL=1.60 :���•.•�� `S'�.•.••%i� 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. - No 53681 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 Z *; fit between the bottom chord and any other members. = �' 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7 except Qt=lb) 11=334,8=269. : �•• STATE OF .'441 Z 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. f(/ ON A�Er1``�. 00 FL Cert. 6634 December 22,2014 0 WARNING-Va fy dmign p---t—and READ NOTES ON TTIIS AND INCLUDBD 161TTUK RBPBRP.NCB PAGE JUI-7473 BBPORB USB. Design valid for use only with Mffek connectors.This design Is based only upon parametersshown,and h for an kxJividual building component.' Applicability of design parameters and proper Incorporation of component k responsibility of buildingdesigner-design -not truss designer.Bracing shown Is for lateral support of IndMdual web members only. Additional temporary bracing to insure stability during construction Is The responsibility of the MOWerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and Best Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa,FL 33610-4115 til 5authern Pirie(SP]lumber is specked,the design values are these effective 06/01/2013 by ALSO o runsTruss Type city Ply Aria Homes/Shepard Res/JW K T67099531 J140462 UT13 Hatt Hip t 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:28 2014 Page 1 ' I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-XUJ PjVA14xdamMU W F9pOt8ZaYgKZ6ZTrmS7XCEy7M Dz 4-0-10 7-9-12 9-2.4 13-9-0 4-0-10 3-9-2 1-4-0 4-6-12 Scale:1/2'=1' 0.25 F12 4x4= 1.5x4 11 3x5= 13x4= 11 12 23x4— 3 4 13 14 5 9 8 10 3x5= 3x4= 7 6 1.5x4 3x8= 1.5x4 11 4-0-10 7-9-12 9-2-0 13-9-0 4-0-10 ` 3-9-2 1-4-8 4-6-12 Plate Offsets(X Y)-- (1:0-0-0,0-0-01 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/def! Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.03 9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.04 9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 6 n/a rVa BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.02 9 >999 240 Weight:66 lb FT=20! LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=418/0-5-8,6=104/0-3-8,7=913/0-3-8 Max Horz 10=47(LC 9) Max Upiift10=-131(LC 8),6=33(LC 9),7=-283(LC 9) Max Grav10=418(LC 1),6=182(LC 22),7=913(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-381/135,1-11=-816/250,11-12=-813/250,2-12=-809/250,3-4=-103/315, 4-13=-103/315,13-14=-103/315,5-14=-103/315 BOT CHORD 8-9=-273/812 WEBS 1-9=-239/754,4-7=-403/152,5-7=-386/123,2-8=-709/227,3-7=-561/175 NOTES- 1)Unbalanced roof live loads have been considered for this design. //11111111 i llf, SCE 7-10; 01 2)Exp DAEncl..,GCpiV0.I18;MWFRS(directional)and C-C-second gust) 1Exterofr(2)0-1-12 to 3-18 2,Interop(1)3-1 12 o 13-7-4 one;cantilever eft and `%��`�P`�`. S. ,;y/,4,'♦♦♦ right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate E N grip DOL=1.60 Z,���.•�� S'F'•.�/Q♦s 3)Provide adequate drainage to prevent water ponding. ft. NO 53681 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 Ib uplift at joint(s)6 except Qt=1b) 10=13117=283. : STATE OF 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ♦♦��ss�O N AL���`�` ►►►111 nil FL Cert. 6634 December 22,2014 Q WARNING-Verify design yarmnetera and READ NOTES ON TWIS AND(NCLUDBD M7TZK RBFERENCB PAGE MU-7473 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. Applicability of design parameters and proper ilcorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,cludity control,storage,delivery,erection and bracing,consult ANSI/TPI i Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610-4115 If Southern Pine(SP)lumber is spec fled.the design values we those effective 06/01/2013 by ALSO Truss russ Type Qty Aria Homes/Shepard Res/JW K 76709954 J140482 UT14 HaH Hip q 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:29 2014 Pagel ID:VKMXOVXcQs?TGQtX8w7rLxy7oku-?gtnwrBgrEIROV2ipsKdPM61RDg1 rljc?6t4lgy7MDy 3-7-14 7-6-12 7 9-1 6-11-4q-2-473-6-0 3-7-14 3-10-14 3- 1-1-8 3- 43-12 Scale=1:23.6 0.25 Fl2 3x5—_ 4x4= 1.5x4 11 3x5= 1 3x5— 11 12 2 3 4 13 14 5 rd .i 9 8 10 3x4= 3x4= 7 6 1.5x4 11 3x8= 1.5x4 7-9-12 3-7-14 78d 7-s,112 8-11-4 -2 138-0 3-7-14 3-108 1-1-8 - 4-3-12 0-3-0 Plate Offsets(X,Y)-- f2:0-0-0,0-1-81 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.02 9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.27 Vert(TL) -0.04 9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.01 9 >999 240 Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=407/Mechanical,6=113/0-3-8,7=888/0-3-8 Max Horz 10=47(LC 9) Max Upliftl 0=-1 27(LC 8),6=-36(LC 9),7=-276(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-373/133,1-11=-734/221,11-12=-730/222,2-12=727/222,3-4=-93/284, 4-13=-931284,13-14=-93/284,5-14=-93/284 BOT CHORD 8-9=-265/768 WEBS 4-7=-393/155,5-7=-354/112,2-8=-664/219,1-9=-210/676,3-7=-523/163 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft B=45ft;L=24ft;eave=4ft;Cat.11; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 13-4-4 zone;cantilever left and ``11111111//11�� right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate `�1 L S ., grip DOL=1.60 `SPE '✓/9 �I� 2)Provide adequate drainage to prevent water ponding. NG ,•'�C E•A/S'• ���i� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : �: F�'•,Q 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. NO 53681 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 Ib uplift at joint(s)6 except Qt=1b) J 10=127,7=276. .•'�; ! ! 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. O STATE OF '4u F ' ON 10% 1 FL Cert. 6634 December 22,2014 0 WARNINO-Ve fy design p-.4—wed READ N07136 ON THIS AND INCLUDED AUTWK REPERF.NCE PAGE b91-7473 BEFORE USE. Design vald for use only with MfTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responslblltty of building designer-not tmrss designer.Bracing shown is for lateral support of individual web members orgy. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control-storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bid. thfern Pine avallable( SFJ lumber is spec Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 72314. Tampa.FL 33610-4715 t Sau uapecified,the design values are those effective 06/61/2413 by JOD Truss Qty Ply Aria Homes/Shepard Res/JW K 76709955 J140462 UT15 HALF HIP 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:30 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-TsRABBC IcYtl?fduMarsyZf_CdwdaQVmDmceH6y7MDx 4-2-78-18 12-0-5 15-11-4 18-9-10 21-11-8 4-2-7 3-10-15 3-10-15 3-10-15 2-10-6 3-1-14 Scale=1:38.7 0.25 12 3 3x5 x4= 3x4= 4x4= 1.5x4 11 3x4= = 4x4= 15 2 3 16 4 17 5 6 7 T 1 14 13 12 11 10 9 8 1.5x4 5x5= 3x5= 3x5= 3x4= 3x10= 1.5x4 This truss is designed to be used for roof application only. 4-2-7 8-1-6 12-0-5 15-11-4 18-9-10 21-11-8 4-2-7 ` 3-10-15 3-10-15 3-10-15 2-10fi 3-1-14 Plate Offsets(Y)-- (13:0-2-8,0-3-0) LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.24 11-12 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.61 11-12 >426 360 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Wind(LL) 0.3311-12 >779 240 Weight:104 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=578/0-5-0,14=578/0-3-8 Max Horz 14=48(LC 9) Max Uplift8=-326(LC 9),14=-325(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-532/319,1-15=-1898/1037,2-15=-1896/1037,2-3=-2769/1470,3-16=-2744/1414, 4-16=-2743/1415,4-17=-2082/1113,5-17=-2081/1113,5-6=-1232/676,6-7=-1232/676, 7-8=-545/322 BOT CHORD 12-13=-1061/1952,11-12=-1 453/2767,10-11=-1 439/2742,9-10=-1124/2050 WEBS 1-13=-999/1827,2-13=-373/254,2-12=-464/840,5-10=-120/254,4-10=-691/444, 7-9=-713/1280,5-9=-888/464 NOTES tti11111111 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II; ``���� �` S �"',f Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 21-9-12 zone;cantilever left ,� ``P,,... M,9 I,' and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL-1.60 ��(j ,- Ci E N 13" � - plate grip DOL=1.60 �` 2)Provide adequate drainage to prevent water ponding. No 53681 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 L. fit between the bottom chord and any other members. = 7 — 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)8=326,--p 14=325. i� •. STATE .4F 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Q %% FLi FL Cert. 6634 December 22,2014 Q WARNING-ugly d—i_gn pm--t—and READ NOTES ON THIS AND INCLUDED NUTRK REFBREWCs Peas iivr-7473 BSPons use. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector. Additional permanent bracing of the overall stricture Is the responsibility of the buildinq designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnfonnafbn avaiable from Truce Rafe Institute,781 N.Lee Street Suite 312,Alexandria-VA 22314. Tampa,FL 33610-4115 ff Southern Pirie(SP)lumber is specified,the design values are those effective 46/01/2013 by ALSC Truss Truss ypety y Aria Homes/Shepard Res/JW K 76709956 J140462 UT16 HALF HIP 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:31 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-x3?YLW CwNs?9dpC5wHN5VnB9x1 GsJtivSQMBpZy7MDw 4-2-7 8-1-6 12-0-5 15-11-418-9-10 21-11-8 4-2-7 3-10-15 3-10-15 3-10-15 2-111 3-1-14 Scale=1:38.7 0.25 12 4x4= 1.5x4 11 3x4= 3x5= 3x4= 3x4= ax4= 15 2 3 16 4 17 5 6 7 1 14 13 12 11 10 9 8 1.5x4 5x5= 3x5= 3x5= 3x4= 3x10= 1.5x4 This truss is designed to be used for roof application only. 4-z-7 8-1-6 122-5 15-11-4 18-9-10 21-11-8 4-2-7 3-10-15 3-10-15 3-10-15 2-tOf 3-1-14 Plate Offsets(X,Y)-- (13:0-2-8,0-3-01 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.24 11-12 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.61 11-12 >426 360 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.07 8 n/a Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Wind(LL) 0.3311-12 >779 240 Weight:104 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 14=578/0-5-0,8=578/0-5-0 Max Horz 14=48(LC 9) Max Uplift 14=-325(LC 8),8=-326(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-532/319,1-15=-1898/1037,2-15=-1896/1037,2-3=-2769/1470,3-16=-2744/1414, 4-16=-2743/1415,4-17=-2082/1113,5-17=-2081/1113,5-6=-1232/676,6-7=-1232/676, 7-8=-545/322 BOT CHORD 12-13=-1061/1952,11-12=-1453/2767,10-11.1439/2742,9-10=-1124/2050 WEBS 1-13=-999/1827,2-13=-373/254,2-12=-464/840,5-10=120/254,4-10=-691/444, 7-9=-713/1280,5-9=-888/464 NOTES- 1) OTES SCE 7-10; 1)Exp D;E Encl.,GCpi=0.118'MW FRS(dircond ectional)al)gust)d C C1Exter or(2)O-1-12 to 3-18 2,Inter of 3-1 12 o 21 f9-12 zone;cantilever left I �� ........ S. and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 ♦♦♦�G •• �G E N,9 '• plate grip DOL=1.60 ♦ V 4' Q i 2)Provide adequate drainage to prevent water ponding. : '. •, No 5368101 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. i 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)14=32�"q:-p 8=321. STATE OF 441Z. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. (V •. FL Cert. 6634 December 22,2014 MEMO Q WARNING-Vmii design yarmree t—and READ NOTES ON THIS AND INCLUDED A97EK REPE EEWE PAGE JWI-7473 BEFORE USE. Design valid for use oNy with MiTek connectors.This design Is based only upon parameters shown,and Is for an kuAvldual building component. ' Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not inrss designer.Bracing shown Is for lateral support of inxdlviduai web members only. Addffkxwl temporary bracing to Inane stability during construction Is the responsibility of the Mi Tek*Additional permanent bracing of the overall str icNre Is the responsibility of the building designer.for general quidanTek ce regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexan di VA 22314. Tampa,FL 33610-4115 It Sauthem Pine ISP)tumiber is specified,the design values are tho"erllectwe 06/01/2013 by ALSO i Job Truss Truss Type Qty �Py Aria Homes I Shepard Res/JWK ' J140482 UT16A Half Hip 2 1 Job Reference(optional) T6709957 Manning Building Supplies,Jacksonville,FL 7.600 s Oct 3 2014 M7ek Industries,Inc. Mon Dec 22 09:03:13 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-yltV8zn2VO4gXPOD W gN9SVcr48?R N Fulf?JUyjy6ThS 4-2-7 8-i-6 12-0-5 15-11-4 18-7-6 21-7-0 4-2-7 3-10-15 3-1015 3-10-15 2-8-2 2-11-10 Scale=1:37.1 0.25 12 3 3x5 x4 3x4— 4x4= 1.5x4 11 3x4= = — = 4x4= O B C P D Q E F G A N M L K J I H 1.5x4 II 6x6= 3x5= 3x5= 3x4= 3x8= 1.5x4 I 4-2-7 8-1-6 12-0-5 15-11-4 18-7-6 21-7-0 4-2-7 3-10-15 3-10-15 3-10-15 2-8-2 2-11-10 Plate Offsets(X,Y)-- (M:0-2-8,0-3-01 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.11 Vert(TL) Wa n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 H n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix) Weight:102 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 21-7-0. (lb)- Max Horz N=49(LC 9) Max Uplift All uplift 100 Ib or less at joints)N,H,J except M=-141(LC 8),L=-128(LC 8),K=-142(LC 9), I=-1 05(LC 9) Max Grav All reactions 250 Ib or less at joints)N,H except M=466(LC 1),L=401(LC 1),K=446(LC 1),J=314(LC 1),1=341(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS B-M=-398/157,C-L=-346/142,D-K=-392/157,E-J=-268/106,F-I=-282/112 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. II;Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 21-5-4 zone;cantilever `tt{11)1 111/111 left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber S' DOL=1.60 plate grip DOL=1.60 ,�� `'P,,... �✓/,Q I, 2)Provide adequate drainage to prevent water ponding. `��NG . G E N g'• ���i� 3)Gable requires continuous bottom chord bearing. �`;• F•••,Q�,, 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 53681 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 Ib uplift at joint(s)N,H,J except Qt=1b)M=141,L=128,K=142,1=105. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ��, STATE O F LOAD CASE(S) Standard ���,;••.�� R k`0 0 tI,- "1111111110, FL Cert. 6634 December 22,2014 0 WARMNG-V—fy d—iyn p--w--tcra and READ NOTES ON THIS AND INCLUDED l7ITEK REPBRBN'CB PAGE MI-7473 BEFORE USB. Design valid for use orgy with Mftek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is respomitollity of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary tracing to Insure stability during construction Is the responsibility of the �;{ek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Irstttute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 If Soutd efrt Pine(SP)funiber is specified,the design values are these effective 06/01/2013 by AL.SC Truss Truss ype —7." 7 y Aria Homes 7 Shepard Res!JW K T6709958 1140462 UT17 Hall Hip 28 1 Job Reference optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:33 2014 Page 1 I D:VKMXOVXcQs?TGQtXBw7rLxy7oku-tR6lmCEAuTFts7MT2iPZaCGSVrxznghCwkrluRy7MDu 4-2-7 8-1-6 12-0-5 15-11-4 166 4-2-7 3-10-15 3-10-15 - 3-10-15 D-6-12 Scale=1:27.9 0.25 12 3x5= 4x7= 1 5x5= 13 23x5= 33x4— 4 14 5 6 C, rd In 11 10 9 8 12 6x6= 3x5= 3x5= 7 2x5 3x8= 4-2-7 8-1-6 12-0-5 15-11-4 16-6-0 4-2-7 3-10-15 3-10-15 3-10-15 -fi-12 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.26 10 >730 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) -0.4010-11 >486 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.05 8 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.13 10 >999 240 Weight:78 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins, except BOT CHORD 2x4 SP No.1 D end verticals. WEBS 2x4 SP No.2`Except' BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. W9:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 12=854/0-5-0,8=890/0-3-8 Max Horz 12=33(LC 12) Max Upliftl2=-257(LC 8),8=-277(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-790/252,1-13=-2681/794,2-13=-2675/794,2-3=-3291/966,3-4=-2389/703 BOT CHORD 10-11=-805/2676,9-10=-973/3286,8-9=-70812385 WEBS 1-11=-754/2531,2-11=-528/192,2-10=-240/628,3-9=-933/324,4-9=-63/289, 4-8=-2429!716 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft B=45ft;L=24ft;eave=4ft Cat.ll; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-6-0 zone;cantilever left and x.011111111 1.0' right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate `% I� grip DOL=1.60 ,�� . P`...... M,y 3)Provide adequate drainage to prevent water ponding. `%�NG .••�(,E N 5+'• �j��i� 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : �. Cc��••Q 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. *' No 53681 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except(jt=1b)12=257= 8=277. — 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. -p STATE OF ` �i •O R..• �? �� N A- % 1 FL Cert. 6634 December 22,2014 0 WARMNO Vmify d=sign pw—nctmw and READ NOTES ON THIS AND INCLUDED WTEK RBPE-FNCB PAGE MI-7473 BEFORE USB. Design valid for use only with Mflek connectors.thus design Is based only upon parameters shown,and Is for an Individual building component Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss design�� shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the re MiTek' erector. Additional permanentrot general bracing of the overall structure Is the responsibility of the building designer. general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 If Southem Piste(SP)luanber is specified,the design values are those effective 06/01/2013 by ALSO o toss runs ype ty Ply Aria Homes/Shepard Res/JW K 76709959 J140482 UT18 HaH Hip i i Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:34 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-Legg_YFofnNkU HxgbPwo6PpdyEHwW 99L8NarQuy7MDt 3-10-4 7-5-0 10-11-12 14-6-8i6-6-0 3-10-4 3-6-12 3-6-12 3,-12 1-11-8 Scale=1:28.8 0.25 F12 4x4- 1.5x4 11 5x5 13 23x4= 33x4= 43x4= 14 5 6 = hi 1 11 10 9 8 12 6x6= 3x5= 3x4= 3x4= 7 2x5 1; 3x4= i 3-10-47-5-0 10-11-12 14-6-8 16-6-0 3-10-4 3-6-12 3-6-12 3-6-12 1 11 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.25 10 >780 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.37 10 >520 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) 0.13 10 >999 240 Weight:78 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins, except BOT CHORD 2x4 SP No.1D end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 12=864/0-5-0,7=864/0-3-8 Max Horz 12=49(LC 9) Max Uplift12=-260(LC 8),7=-262(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-802/255,1-13=-2565/762,2-13=-2559/762,2-3=-3362/991,3-4=-2835/836, 4-14=-1294/375,5-14=-1290/376 BOT CHORD 10-11=-748/2560,9-10=-1002/3357,8-9=-860/2831,7-8=-379/1223 WEBS 1-11=731/2444,2-11=-560/199,2-10=-287/825,3-9=-547/192,5-8=-147/551, 4-8=-1620/497,5-7=-1421/429 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft L=24ft;eave=4ft;Cat.II; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-4-4 zone;cantilever left and {{1111111/�� right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate `�� eL S grip DOL=1.60 `%% `'P,•... •:y/,9 Ii 2)Provide adequate drainage to prevent water ponding. ♦ �G • '�G E N ♦ S'•• ���i� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ V F�••,4 4 This truss has been designed for a live load of 20.0 sf on the bottom chord in all areas where a rectangle 3-6-0 tall b 2-0-0 wide will fit between the bottom chord and any other members. g y * • N O 53681 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)12=260= 7=262. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. STATE .OF ' "i5�0NA�it FL Cert. 6634 December 22,2014 0 WARNING-V—fy design ym'eaneet—eared READ NOTES ONTWI6AND INCLUDED WTUKREFBRBNCB PAGE JUI-7473 BEFORE UBB. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Indivkival web members only. Addflbnal temporary bracing to Insure stability during construction Is the responsibllify of the Welk'erector. Additional permanent bracing of the overall structure is the responsibility of the buldinq designer.For general guldance regarding fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandra.VA 22314. Tampa,FL 33610-4115 If Southern Pine(SP)lumber is specified,ttwe design values are those effective 06/01/2013 by ALSC Job Truss Truss Type city Ply Aria Homes/Shepard Res/JW K 76709960 J140482 UT19 Half Hip i 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:34 2014 Page 1 I D:VKMXOVXcOs?TGQtX8w7rLxy7oku-Legg_YFofnNkUHxgbPwo6PpepEH8W 91L8NarQuy7MDt 3-6-46-9-0 9-11-12 13-2-8 16-6-0 -0 3 -4 3-2-12 3-2-12 3-2-12 3-3-8 Scale=1:28.6 0.25 12 3x4= 4x4= 2x4 11 5x5= 13 2 14 33x4= 43x4— 15 5 6 1 i 11 10 9 8 12 6x6= 3x4= 3x4= 3x4= 7 2x5 11 3x5= 3£-4 6-9-0 9-11-1213-2$ 16-" 36-4 3-2-12 3-2-12 3-2-12 3-3-8 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.24 9-10 >798 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) -0.37 9-10 >530 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.05 7 n/a Na BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) 0.12 9-10 >999 240 Weight:78 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc puffins, except BOT CHORD 2x4 SP No.1D end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer i Installation guide. REACTIONS. (Ib/size) 12=864/0-5-0,7=864/0-3-8 Max Horz 12=47(LC 9) Max Uplift12=-260(LC 8),7=262(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-l2=-804/25411-l3=-2402f714,2-13=-2396/714,2-14=-3308/977,3-14=-3305/977, 3-4=-3087/909,4-15=-1960/574,5-15=-1954/574 BOT CHORD 10-11—700/2398,9-10=-981/3304,8-9=-932/3083,7-8=-582/1903 WEBS 1-11=-692/2310,2-11=-582/203,2-10=-320/945,5-8=-113/426,4-8=-1195/391, 5-7=-1936/581 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.opsf;h=25ft;B=45ft;L=24ft;eave=4fh Cat.ll; r left and right xp exposed;end vertical^eft and FRS(right(directional) C for members and forces&MW FRS fort reactions shown;Lumber DOL 1.60 plate grip DOL=1.60 � 2)Provide adequate drainage to prevent water ponding. N .♦♦� \C E N S••. �V ,� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ ��•• F ••,Q 4)*This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will _ NO 53681 fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)12=260r 7=262. 6 "Semi—rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. STATE OF40 i s1O N A1101%.%% FL Cert. 6634 December 22,2014 Q WARNING-V—fy design parameters acrd READ NOTES ON T711S AND INCLUDED AHT73K REFERENCE PAGE MI-7473 BEFORE USE. Design valid for use orgy with Mliek connectors.This design is Lased only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not thus designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responslblilty of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and tracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 if Southern Pine(SP)kwrA +r is specified.the d%"gn values are those effective 06.10112013 by ALSO Jobruns cuss ype city Aria Homes/Shepard Res 76709961/JW K J140482 UT20 HaH Hip 1 i Job Reference o tional Manning Building Supplies, Jacksonville,FL - 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:35 2014 Page 1 1 D:VKMXOVXcQs?TGQtX8w7rLxy7oku-pq E3BuFQQ4Vb6RW s97R 1 fdMo5ed?FXAVN 1 KPyKy7MDs 4-1-13 8-0-3 11-10-8 16-6-0 4-1-13 3-10-5 3-10-5 4-7-8 Scale=1:28.6 0.25 12 5x5= 3x4 11 1 6x6= 11 23x5= 33x4= 4 12 13 5 ILI 9 8 7 10 6x6= 3x5= 3x5= 6 2x5 1 3x5— 4-t-13 8-0-3 11-10-8 16-6-0 4-1-13 3-10-5 3-10-5 4-7-8 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.27 8 >710 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.69 Vert(TL) -0.41 8 >473 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.05 6 Na n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.14 8 >999 240 Weight:77 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins, except BOT CHORD 2x4 SP NoAD end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=864/0-5-0,6=864/0-3-8 Max Horz 10=45(LC 9) Max Uplittl0=-261(LG 8),6=-260(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or fess except when shown. TOP CHORD 1-10=-800/255,1-11=-2698/801,2-11=2692/801,2-3=-3381/997,3-4=-2536/737 BOT CHORD 8-9=-787/2693,7-8=-1003/3377,6-7=-752/2497 WEBS 1-9=-762/2551,2-9=-540/196,2-8=-262/704,4-7=-58/269,3-7=-877/307, 4-6=-24131715 NOTES- 1)Wind:ASCE 7-10;VUlt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.Il; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Intedor(1)3-1-12 to 16-4-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate 11111111111li grip DOL=1.60 �t-'% ` S., A!'�I� 2)Provide adequate drainage to prevent water ponding. `��G�• .•• '� .j 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Ci E N 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 •••�.� SF••••�Q�w fit between the bottom chord and any other members. NO 53681 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb)10=261i( 6=260. ' 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. — 441 . �:. STATE OF .� i�f; SOON* E�•`�. �jj1/1111111111 FL Cert. 6634 December 22,2014 Q WARNING-Vm-ify do iyn parasnetcra and READ NOTES ON THIS AND INCLUDED kIITBK REFERENCE PAGE)61-7473 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. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Addltional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �Y� IC fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalabie from Truss Plate Institute.781 N.Lee Street Suite 312.Alexandria.VA 22314. Tampa,FL 33610-4115 if soul:hern Pine(sp)tuffAmr is specified,the design values are those effective 06/01/2013 by AL 5C • O • Truss Truss Type city Ply Aria Homes/Shepard Res/JWK 76709962 J140482 UT21 Hall Hip 1 1 Job Reference(optional) Manning Building Supplies,Jacksonville,FL 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Dec 22 09:03:39 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-BmSKcs5MN?M_eP?D 17rFVzhJMdtwTOSae2cstCy6Th2 3-8-8 7-1-8 10-6-8 13-4-8 16-6-0 3-8-8 3-5-0 3-5-0 2-10-0 3-1-8 Scale=1:28.3 0.25 F12 3x43x4— 4x4= 1.5x4 I! 3x4= — = 4x4= M B C D N E F A EEH L K J H G 1.5x4 4x4= 3x5= 3x4= 3x8 = 1.5x4 11 3-8-8 7-1-8 10-6-8 13-4-8 16-6-0 3-8-8 3-5-0 3-5-0 2-10-0 3-1-8 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 G n/a rVa BCDL 10.0 Code FBC2010fTP12007 (Matrix) Weight:78 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-6-0. (lb)- Max Horz L=44(LC 9) Max Uplift All uplift 100 Ib or less at joints)L,G,I except K=-121(LC 8),J=-124(LC 9),H=-112(LC 9) Max Grav All reactions 250 Ib or less at joint(s)L,G except K=399(LC 1),J=377(LC 1),1=300(LC 1),H=363(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS B-K=-341/136,C-J=-328/135,D-I=-256/102,E-H=-304/121 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft L=24ft;eave=oft;Cat. Il;Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extefior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-4-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ���,'' ��/�� ,��i� 2)Provide adequate drainage to prevent water ponding. A I 3)Gable requires continuous bottom chord bearing. `���`�P........S. y/q^ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `� �G .••�C E S•• v� �� 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 ��•• F••••Q �,, will fit between the bottom chord and any other members. No 53681 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)L,G,I except Qt-1b) K=121,J=124,H=112. I 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard STATE OF 44/ i FL Cert. 6634 December 22,2014 0 WARNING Vaijy d�siyn parmnetrrs and READ NOTES ON rVIS AND INCLUDED WTEK REFERENCE PAGE 6171-7473 SEPORS USE. Design valid for use only with Mftek connectors.This design Is based only upon parameters shown,and is for an individual building component. ApplicabNlly of design parameters and proper incorporation of component Is responsibility of bullding designer-not thus designer.Bracing shown is for lateral support of in dMdual web members only. Addflk>nal temporary bracing to insure stability during construction Is the responslbllity of the erector. Additional permanent tracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Rate Institute.te.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 If Southem Pine(SP)lumber is specified,the design valves we those effective 06/01/2OL3 by ALSC Job Truss Type Qty Aria Homes/Shepard Res/JW K T6709963 J140482 UT22 He#Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:37 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-mDMpeaHhyilJLkgEHYUVk2R8QSJgjXjogLpV 1 Gy7MDq 3- 6-2-13 9-2-8 12-8-8 16-6-0 3-3-3 2-11-11 2-11-11 3-6-0 3-9-8 Scale=1:28.6 0.25 12 3x4= 5x5= 1.5x4 11 3x8= 5x5= 2 13 33x4 4 5 14 6 1711 1 11 10 9 8 12 5x5= 3x4= 3x4= 5x10= 7 2x5 11 20 11 3-3-3 6-2-13 9-2-8 12-8-8 i 16-6-0 3-3-3 2-11-11 2-11-11 3-6-0 3-9-8 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.25 9-10 >770 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) -0.38 9-10 >513 360 BCLL 0.0 ' Rep Stress Incr YES W B 0.64 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.13 9-10 >999 240 Weight:78 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-1 oc purlins, except BOT CHORD 2x4 SP NoA D end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 12=864/0-5-0,7=864/0-5-8 Max Horz 12=42(LC 9) Max Upliftl2=-261(LC 8),7=-261(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-805/254,1-2=-2268/675,2-13=-3236/961,3-13=-3233/961,3-4=-3224/943, 4-5=-2291/681,5-14=-2291/681,6-14=-2291/681,6-7=-809/257 BOT CHORD 10-11=-660/2265,9-10=-953/3232,8-9=-963/3213 WEBS 1-11=-660/2200,2-11=-598/206,2-10=-339/1015,3-10=-271/116,5-8=-341/139, 6-8=-679/2258,4-8=-964/325 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft L=24ft eave=oft;Cat.ll; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-3-3,Interior(l)3-3-3 to 16-4-4 zone;cantilever left and ``11111111illf,, right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate `�� P`e` S grip DOL=1.60 �`` `` ••• �•9 �iI 2)Provide adequate drainage to prevent water ponding. �� G �,E III 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��S; V� `s4�'•••,�Q 4)•This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will No 53681 fit between the bottom chord and any other members. \ 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)12=261=r 6) Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 'p:• r G� / ___ -tC �•. STATE OF ••441 C? in FL Cert. 6634 December 22,2014 Q WARNING-Verify design I---,cans and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE b91-7473 BEFORE USE. Design valid for use only with Mffek connectors.This design Is based only upon paameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporallon of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to irmxe stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.f or general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 if southern Purse(SP)lumber is specified,the design values are those effe-ctive 06/01/2013 by AL5C Truss I runs Type Qty Ply I Aria Homes/Shepard Res/JW K T6709964 J740462 UT23 Hal Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:38 2014 Page t I D:VKMXOVXcOs?TG=8w7rLxy7oku-EPwBpwlJj?t9zuFRgF?kHF_I W se8Szrx3?Y3Zfy7MDp 2-9-13 5-4-3 7-10-8 9-7-7 11-6-1 13fi-8 2-9-13 2-6-5 2-6-5 1-8-15 1-10-11 2-0-7 Scale=1:23.4 0.25 12 3x4—_ 5x5= 1.5x4 II 3x5= 3x8= 1 5x5= 15 2 16 3 3x4= 4 5 17 6 18 7 13 12 11 10 9 3x8= 14 4x7= 3x4= 3x4= 410= 8 2x5 11 2x4 11 2-9-13 5-4-3 7-10-8 9-7-7 11-6-113-6-8 2-9-13 2-6-5 2-6-5 1-8-15 1-10-11 2-0-7 Plate Offsets(X,Y)-- [9:0-3-8,0-1-81 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.11 11-12 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(TL) -0.2811-12 >568 360 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(TL) -0.04 14 n/a n1a BCDL 10.0 Code FBC201ofrPI2007 (Matrix-M) Wind(LL) 0.06 11-12 >999 240 Weight:66 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins, except BOT CHORD 2x4 SP No.1D end Verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation side. REACTIONS. (Ib/size) 8=1038/Mechanical,14=1038/0-3-8 Max Horz 8=41(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-972/0,1-15=-2331/0,2-15=-2327/0,2-16=-3292/0,3-16=-3288/0,3-4=-3194/0, 4-5=-2631/0,5-17=-2631/0,6-17=-2631/0,6-18=-1598/0,7-18=-1598/0,7-8=-987/0 BOT CHORD 12-13=0/2326,11-12=0/3287,10-11=0/3178,9-10=0/1598 WEBS 1-13=0/2286,2-13=-732/0,2-12=0/1024,3-12=-324/0,7-9=0/1740,6-9=-842/0, 6-10=0/1179,4-10=-637/0 NOTES- 1)Unbalanced roof live loads have been considered for this design. SCE 7-10; cond 01 t. 2)Exp DAEncl..,GCpiV0.118;MWFRS(directional)al)tad C-C1Exte ofr(2)0-1-12 to 3-1g 2,InteroP(1)3-1 112 o 13-4-12 zofne;cantileverleftll ,` 1,,�`,S',,,�♦♦♦♦, and Fight exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 ,�,Q` M plate grip DOL=1.60 �� (j`.,•'G E N jGl ♦� 3)Provide adequate drainage to prevent water ponding. ;���.' �,� `SF•'.•�Q i 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 \ No 53681 fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. . LOAD CASE(S) Standard STATE OF� 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 T•, Q` �� Uniform Loads(pit) �♦ '• O R `0,• % Vert:1-7=-143,8-14=-13 ,♦�'♦SS�ONA �� �%`` FL Cert. 6634 December 22,2014 Q WARMNG-Vcfy dasign jo--duns and READ N07W ON THIS AND 1NCLUDBD MTEK REFERENCE PAGE h91-7473 BBPORB USE Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding Fabrication,quality control,storage,delivery,erection and tracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bbd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 If Southern Pine(5P)luerrbec is specified,the design values ace ttncme~five 06101/2013 by ALSO Job Truss Truss Type aty P Aria Homes/Shepard Res/JWK 76709965 J140482 UT24 Hall Hip 2 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:39 2014 Page 1 1 D:VKMXOVXcQs?TGQtX8w7rLxy7oku-ibTZ 1 GJxUJ00a2pdOzW zpTW W JF5VBW f5lflc55y7MDo 3.0-8 7-5-8 11-1-0 3-0-8 4-5-0 3.7-8 Scale=1:19.3 0.25 12 4x16—_ 1.5x4 11 1.5x4 11 3x4= 2 3 4 5 1 3x4= 71 F1 F1 10 8 7 3x4= 6 1.5x4 II 3x4= 9 3x4 1.5x4 I = 3-2-12 3-0-0 3.0-B 7-3-47-5-6 11-1-0 3-" 8 4-0-8 2 3-7-8 0-2-4 Plate Offsets(X,Y)-- (1:0-0-0,0-0-O1,j2:0-4-4,0-1-81 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.02 8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.27 Vert(TL) -0.03 8 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Wind(LL) 0.01 8 >999 240 Weight:54 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=370/Mechanical,9=1075/0-5-8 Max Horz9=49(LC 9) Max Uplift6=-1 24(LC 9),9=-92(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-327/307,2-3=-575/197,3-4=-571/198,4-11=-571/198,5-11=-571/198, 5-6=-338/127 BOT CHORD 8-9=-414/368,7-8=-218/571 WEBS 2-9=-893/17,3-8=-253/115,2-8=-395/1024,1-9=-330/359,5-7=-204/550 NOTES- 1) Wind: SCE 7-10;Exp DAEncl..,GCpiV0.118ut=1 MWFFRS(diirrectio al)gust)d C C Exterofr()0-1-12 to 3-0-8,DI tenor(1)3-0-8 to 10-11-4( f z ne;cantilever left and ♦♦�`��``,�L IS right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate ♦♦ 'r'/,Q 4op .0 grip DOL=7.60 ♦♦♦10 • G E N,9 �� 0 2)Provide adequate drainage to prevent water ponding. ��•• �. F•�•,Q 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 l NO 53681 fit between the bottom chord and any other members. I 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 Ib uplift at joint(s)9 except Qt=1b) ..-p; I/ ! = •;..(� 6=124. :'P STATE .OF 44J: 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. d (V 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)51 Ib down and 20 Ib up at 7-3-4 on ��T•••�L O Q ••��♦♦� bottom chord. The design/selection of such connection device(s)is the responsibility of others. �j G R 1 LOAD CASE(S) Standard fit ��N A1-��.�``♦ t)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 fit 1111� Unifafm Loads(pff) Vert:1-5=-93,6-10=-13 FL Cert. 6634 December 22,2014 Continued on paqe 2 Q WARNING-Vn fy design parrvnatcea used RBAD NOTES ON THIS AND INCLUDED NITRIC REFERENCE PAGE A111-7473 BEFORE USE. Design valid for use only with MIFek connectors.This design is based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of IndtMual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek'erector. Additional permanent bracing of the overall structure Is the responsibility of the folding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI t Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalabie from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 If Southern Pine(SP)lumber is speclffied.1 the design values ate those effective 06101/2011.3 by ALSO o ,, russ Truss Type My PlyAria Homes/Shepard Res/JW K ' 76709965 J140482 UT24 Haft Hip 2 1 Job Reference(optional) Manning Building Supplies. Jacksonville.FL 7.600 s Seer 23 2014 M-Tek Industries,Inc. Fri Dec 19 16:43:39 2014 Page 2 ID:VKMXOVXcQs?TGQtX8w7rLxy7oku-ibTZ1 GJxUJ00a2pdOzW zpTW W JF5VBW f51f Ic55y7MDo LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:2=-243 8=-50 Q WARNING Vcrijy d—yn ym'mrrctars mrd READ NOTES ON THIS AND INCLUDED J11=REFERENCE PAGE MI1-7473 BEFORE USB. Design valid for use only with MITek connectors.fill design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility,of the M iTe k. erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria VA 72314. Tampa.FL 33610-4115 If Soutfrer'n Pine JSP)lun*er is spec fled,the design values are those effective 06/01/2013 by ALSC oTruss truss typety ply Aria Homes/Shepard Res/JW K 76709966 J140482 UT24A Half Hip Girder 1 n G Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:39 2014 Page 1 1 D:VKMXOVXcQs?TGQtX8w7rLxy7oku-ibTZ1 GJxUJ00a2pdOzW zpTWZdF5ABYF51flc55y7MDo 30.85-i-0 7-58 9-36 11-1-0 30-8 2-0.8 2-4-8 1-9-14 1-9-10 Scale=1:19.3 0.25 F12 4x16— 1.5x4 11 3x4= 3x4= 1.5x4 11 3x4= 2 3 4 5 t5 6 7 1 3x4= 14 12 11 10 9 8 1.5x4 11 3x8= 1.5x4 I I 1.5x4 11 3x8= 13 = 1.5x4 11 3x4 3-2-12 7-5-8 3-0-0 3- 8 5-1-0 7 12 -34 9-3-6 11-1-0 3-0-0 D-6-8 1-10-4 1-11-2 -3-2 1-9-14 1-9-10 0-2-4 0-241 Plate Offsets(X,Y)-- [1:0-0-0,0-0-01,[2:0-4-4,0-1-81 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) -0.01 11 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.02 11 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.01 11 >999 240 Weight:113 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:12-13. REACTIONS. (Ib/size) 8=620/Mechanical,13=2370/0-5-8 Max Horz 13=49(LC 9) Max Uplift8=-202(LC 9),13=-492(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-321/335,2-3=-590/212,3-4=-586/213,4-5=-1253/407,5-15=-716/225, 6-15=-716/225,6-7=-716/225,7-8=-586/204 BOT CHORD 12-13=-608/425,11-12=-427/1253,10-11=-427/1253,9-10=-427/1253 WEBS 2-13=-2189/502,1-13=-368/353,4-11=-195/465,4-12=-824/373,2-12=-460/1332, 5-9=-670/225,7-9=-283/849 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 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 oc. 2)All loads are considered equally applied to all plies,except it noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply S. connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. `�♦ ('j` ,•'G E N 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft B=45f;L=24ft;eave=4ft;Cat.Il; \ S•••• Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-0-8,Interior(1)3-0-8 to 10-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plater* . No 53681 '•:* � grip DOL=1.60 j 4)Provide adequate drainage to prevent water ponding. _ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .Q• t 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 ��.' �TE F 441Z fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. �0�i(\••• 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)8=202, � < 0 R 0•.•' \ `� 13=492. •''•.....••!\G�♦ 9)"Semi-rigid pitchbreaks with fixed sed in the analysis and design of this truss. 10)Hanger(s)or other connection d vefi heels" shall be provided sufficient t nt el was usupport concentrated load(s)1252 Ib down and 147 Ib up at j,,,Ij�O N A;;`,`♦♦♦ 3-G- on top chard,and 608 lb down and 2351b up at 7-3-4 on bottom chard. The des+Wseler%orf of such connection devises)is the responsibility of others. FL Cert. 6634 LOAD CASE(S) Standard December 22,2014 Continued on a e 2 Q WARNING-Verify deign p—r tera rand READ NOTBS ON TT11S AND INCLUDED NITEK RBFERBNCB PAGE NII-7478 BBFORB USE Design valki for use only with MlTek conneclom,This design is based only upon parameters shown,and Is for an Individual bull ding component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-riot truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MI lei, erector. Additional permanent bracing of the overall structure Is the responsibility of the bxlNalng designer.for general guidance regarding 1 fabrication quality control.storage,delivery.erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Rate Institute,781 N.Lee Street Suite 312.Alexandria VA 22314. Tampa,FL 33610-4115 it Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2OL3 by ALSC Truss Truss ypety y Aria Homes l Shepard Res/JW K 76709966 /740462 UT24A Haft Hip Girder t n L Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:40 2014 Page 2 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-AnlyEbJZFd8tCCOpyg1 CMg3kNfQPw?U EXJ 1 AdXy7MDn LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-7=-93,8-14=-13 Concentrated Loads(lb) Vert:2=-1239 11=600 Q WARNING-Verify design parameters and READ NOTM ON IWIS AND INCLUDED 69TEK PEFERENCB PAGE MCI-7473 BBPORB USE. Design valid for use only with Mflek connectors.this design Is based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of IndNklual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of ft-,-- erector. heerector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding MiTek fabrication,quality control,storage,delNery,erection and bracing,consult ANSi/TPiI Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610-4115 if Southern Pine(SP)lumber is specked..ttte design values are those effective 06/01/2013 by AtSC Job Truss Truss ypety y Aria Homes/Shepard Res/JW K J140482 UT25 HALF HIP 1 T6709967 2 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTsk Industries,Inc. Fri Dec 19 16:43:40 2014 Page 1 ID:VKMXOVXcQs?TGQtX8w7rLxy7oku-An1 yEbJZFd8tCCOpyg1CMg3Zmf MOCEXJ1AdXy7MDn 3-0-8 7-1-8 7-se 11-1-0 3-0-B 4-1-0 44-0 3-7-8 Scale=1:19.3 0.25 F12 2 4x16—_ 3 1.5x4 5x4 11 3x4= 1 3x4= 11 5 10 1.5x4 9 3x6 4= 3x4= g 7 1.5x4 I i 3x4- 38-0 3-0-0 7-1-B 7-5-8 11-1-0 300 -8 3-7-8 0-4-0 3-7-8 03-8 Plate Offsets(X Y)-- [1:0-0-0,0-0-01,[2.0-4-4,0-11-81 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.00 8-9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.08 Vert(TL) -0.00 8-9 >999 360 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 Horz(TL) -0.00 7 Na Na BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) -0.00 8-9 >999 240 Weight:107 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:6-7. REACTIONS. All bearings 0-5-8 except Qt=length)8=7-0-0,7=7-0-0. (lb)- Max Horz 9=49(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)except 9=-140(LC 8) Max Grav All reactions 250 Ib or less at joint(s)except 6=479(LC 1),8=1154(LC 1),7=607(LC 1),9=1030(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-352/237,5-6=-45510 BOT CHORD 8-9=-343/404 WEBS 3-8=-1156/0,4-7=-498/6,2-9=-901/99,1-9=-240/392,2-8=-272/258 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 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 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. ,�� PE L•S. 3)Wind:ASCE 7-10;Vu1t=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.ll; ♦♦� ,•'G E N••• .9^�j� Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-0-8,Interior(1)3-0-8 to 10-11-4 zone;cantilever left and ♦ \ S y/ right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate% •• •'Q grip DOL=1.60 No 53681 4)Provide adequate drainage to prevent water ponding. ��* .• : * s 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. STATE Q F 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 140 Ib uplift at joint 9. 441 Z 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. iOi�••�` P ��♦ 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)51 Ib down and 20 Ib up at 7-3-4 on �j e� R \ ♦♦♦ bottom chord. The design/selection of such connection device(s)is the responsibility of others. ��``s •••••••• G�♦ LOAD CASE(S) Standard i�l�s jO N A� 11 DP.,aFJ+Roof Live(balanced):Lumber Increase-1.00,.Plate klcrease=1.00 1 Uniform Loads(plf) Vert:1-2=-93,2-5=-355,6-10=-13 FL Cert. 6634 December 22,2014 Continued on page 2 Q WARNING Verify duty.p--netesa and RBAD N07TS ON THIS AND INCLUDBD MTT3K REPBRENCB PAGE 161-7478 BBFORB USB. Design valid for use orgy with MlTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erectaan . Addifial permanent bracing of the overall structure is the responsibility of the building designer.Pa general guldance regarding Mi TT ek fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI t Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information avaNWle from Truss Plate Irstilude,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610-4115 If Southern Pine(SP)l urtnbes is specified,the design values are those effective 06/01/2013 by ALSO Truss Truss Type tyy Aria Homes!Shepard Res/JW K J140462 UT25 HALF HIP 1 n _G Job Reference(optional) T6709467 Manning Building Supplies, Jacksonville,FL _- _ 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:40 2014 Page 2 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-Ant yEbJZFdBtCCOpyg t CMg3ZmfTfwOC EXJ 1 AdXy7MDn LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:8=-50 A WARNING Daijy design faar—netera and READ NOTES ON THIS AND INCLUDBD bBT EK REPBRENCE PAGB b91-7473 BBPORE USE. Design valid for use only with Mitek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral Y-jppc ri of Individual web members only. AddBkxnd temporary bracing to Insure stability during construction Is the resporsiblillty,of the MiTek' erector. Additional permanent bracing of the overall structrlre Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCS]Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 If Southern Pure(SP)Iuwnber is specified,the design values are these effective 06/01/2013 by A15C cuss rusS ype ty Aria Homes/Shepard Res/JW K T6709966 J140482 UT26 Flat 2 1 Job Reference tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:41 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-e_bKSxKBOwGkgMzOW NYRvucss3pYf U HN IznjA_y7MDm -0-3-8 3-B-0 5x12= 1 6 2 1.50 I( Scale=1:10.4 7 Ll 1 I 5 4 3 1.5x4 .I 3x4= -0-3-8 3-5-0 023 3-8-0 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.01 3-4 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.10 Vert(TL) -0.01 3-4 >999 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Wind(LL) 0.00 4 "• 240 Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing 1 be installed during truss erection,in accordance with Stabilizer Installation guide. I REACTIONS. (Ib/size) 3=180/Mechanical,5=180/0-3-8 Max Horz3=-44(LC 8) Max Uplift3=-64(LC 9),5=-64(LC 8) FORCES. (lb)-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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 3-6-4 zone;cantilever left and Fight exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 ,111111111/ � fit between the bottom chord and any other members. `�/ ` S 5)Refer to girder(s)for truss to truss connections. % Q`� of �j 6)Bearing at joint(s)5 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity N%% (j`,.•'G E J�•••;9(j �i� of bearing surface. ���\•• �,\ SF /Q�w 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 64 Ib uplift at joint 3 and 64 Ib uplift at joint 5. No 53681 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ter*; i ••• Wit, STATE OF •:��: s/0 N IIt111111 FL Cert. 6634 December 22,2014 Q WARNINO V-ijy design pas•amatera and READ NOTT38 ON THIS AND INCLUDED FffTEK REFERENCE PAGE h91-7473 BEFORE USE � Design valid for use only with Mllek connectors.This design k based only upon parameters shown,and Is for an]ndiNdual budding component. Appik,abdity of design parameters and proper Incorporation of component Is responsibility of Lxllding designer-not truss designer.Bracing shown Is for lateral support of Individualresponsibility web members only. Additional temporary bracing to insure stability during construction Is the respsibil ity of the MiTek' erector. Additional permanent bracing of the overall structure h the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI t Quality Criteria,DSB-89 and BCS]Building Component 6904 Parke East Blvd. Safety Information avala le from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 It Southern Pine(SP)lum. er is spec fled,the design values are these effective 06/01/2013 by ALSO a . Job Truss Type tyPly Aria Homes!Shepard Res/JW K 76709969 J140482 UT27 Half Hip Supported 1 1 _ Job Reference(optional) Manning Building Supplies, Jacksonville,FL _7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:42 2014 Page 1 ID:VKMXOVXcQs?TGQtX8w7"7oku-6A9ifHLpnEObRVYC353gR586JTAyOxcX_d W GiQy7MDl 1-4-0 2f>-8 4-0-4 5-4-4 6-8-4 8-0-8 1-4-0 1-2-8 1-5-12 1-4-0 1-4-0 1-4-4 Scale=1:15.5 0.25 F12 4x4= 1 2 3 4 15 5 6 7 NK u 14 13 12 11 10 9 8 1-4-0 2E-8 4-0-4 5-4-4 6$-4 8-0-8 1-4-0 1-2$ 1-5-12 1-4-0 1-4-0 1-4-4 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 8 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:30 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 8-0-8. (lb)- Max Horz 14=35(LC 9) Max Uplift All uplift 100 Ib or less at joint(s)14,8,12,13,11,10,9 Max Grav All reactions 250 Ib or less at joint(s)14,8,12,13,11,10,9 FORCES. (lb)-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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)0-1-12 to 2-6-8,Exterior(2)2-6-8 to 7-10-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) 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 ANSIrrPI 1. ``��111111/���� 3)Provide adequate drainage to prevent water ponding. `%% S 4)All plates are 1.5x4 MT20 unless otherwise indicated. ,%N C`P.•.... M j^�� � 5)Gable requires continuous bottom chord bearing. ♦♦♦�G • '�G E N 3'• y� �� 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ♦ 4;•• �. F••••Q A 7)Gable studs spaced at 2-0-0 oc. — N 0 53681 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,r* : 1 •: * " 9)•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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)14,8,12,13,11,lir vrI s. . STATE OF �/� 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �O N A- 0. E�.��• FL Cert. 6634 December 22,2014 0 WARNING-V-Vy d—gn y---teres rmd READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MIIek connectors.This design Is based only upon parameters shown,and Is for an kndlvidual building component. Applicability of design parameters and proper Incorporation of component Is resporsiblfity of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during consituctlon Is the responsibility of Additional MiTek' erector. Additkal permanent bracing of the overall structure Is the responsibility of the ding designer.For general guidance regarding Fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. ,, Information avdkmle from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandra L VA 22314. Tampa,FL 33610-4115 tf Saut.Pine(SP)lumber is spec-fired,the design values are tf,ase effective 06/01/2013 by ALSO Job Truss Truss Type city Ply Aria Homes/Shepard Res/JW K T6709970 J140482 UT28 Half Hip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:42 2014 Page 1 I D:VKMXOVXcOs?TGQtX8w7rLxy7oku-6A9ifHLpnE0bRVYC353g R58ykT3T0x5X_dW GiQy7MDl 2-8-12 -11- 3-10-0 8-0-8 2-8-12 -2-1 0-10-8 4-2-0 Scale=1:15.5 0.25 12 4x4= 1.5x4 11.5x4 II 2 9 3 10 4 T F1 F-7 8 6 5 1.5x4 II 1.5x4 11 7 1.5x4 11 2-8-12 -11- 3-10-0 8-0-8 2-8-12 -2-1 0-10-8 4-2-8 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deli Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.07 5-6 >932 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.51 Vert(TL) -0.08 5-6 >754 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.07 4 Na Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) -0.05 5-6 >999 240 Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=180/Mechanical,5=32/Mechanical,7=623/0-5-8 Max Horz 5=-25(LC 10) Max Uplift4=-71(LC 9),7=266(LC 8) Max Grav4=193(LC 22),5=61(LC 22),7=623(LC t) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-7=397/267 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=4.2psf;BCDL=3.opst;h=25ft;B=45ft;L=241t;eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-11-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,,�� 3)Provide adequate drainage to prevent water ponding. � �` S. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� �P`•,... '►'/,9^�j� 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 `���G ••'�G E N S'•, v� i� fit between the bottom chord and any other members. ��•• F ••.Q �.. 6)Refer to girder(s)for truss to truss connections. f • 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4 except Qt=1b} b No 53681*.' •':,* 7=266. / 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ly:_—- �'.• STATE 4F :�441 Z. FL Cert. 6634 December 22,2014 0 WARNING-Vefy design parameters and READ NOTES ON 11WIS AND INCLUDED FIITBIC REFERENCE PAGE JWI-7473 BEPORB USB. Design valki for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street Suite 312,Alexandria.VA 22314. Tampa,FL 33610-4115 it Southern Pine(SP)lumiber is specified,the design values are those effective 06/01/2013 by ALSC Truss truss type City Ply Aria Homes/Shepard Res/JW K T6709971 J140462 UT29 Hall Hip 1 1 Job Referencel­tion Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:43 2014 Page 7 I D:VKMXOVXcOs?TG0tX8w7rLxy7oku-aMj4tdMSYYW S3t7Odoav_Jh7ntO17O1g DHGgEsy7MDk 2-8-12 5-2-0 8-0-8 2-8-12 2-5-4 2-10-8 Scale:3/4'=1' 0.25 F12 4x4= 1.5x4 II 11.5x4 11 2 9 3 4 IT 0 C) 0 Lj 5 8 6 1.5x4 11 R� 1.5x4 11 7 1.5x4 11 { 2-" 5-2-0 8-0-8 2-6-0 2-8-0 2-10-8 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.06 6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(TL) -0.08 6 >802 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.06 4 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Wind(LL) -0.03 6-7 >999 240 Weight:271b FT 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 4=147/Mechanical,5=65/Mechanical,7=623/0-5-8 Max Horz7=26(LC 12) Max Uplitt4=-56(LC 9),5=-12(LC 9),7=-266(LC 8) Max Grav4=149(LC 22),5=69(LC 22),7=623(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-7=-414/257 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=4.2pst;BCDL=3.opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-11-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)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. S,�� `'P,.... Q1.% ,, 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 `��N , G E N,3'•, v/ i� fit between the bottom chord and any other members. � Q i 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 Ib uplift at joint(s)4,5 except Qt=1b) N 0 5 3681 7=266. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. :�0: STATE F .'� i % FL Cert. 6634 December 22,2014 Q WARNING-V-ify d—iyn p-- -t—and READ NOTBS ON THIS AND INCLUDED WTBK REPBRENCB PAOB DIId-7478 BBPORE USB. Design valid for use only with MfTek connectors.This design Is based only upon parameters shown,and Is for an individual budding component. I Applicability of design parameters and proper incorporation of component is responsibility of building designer-not hrrss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the WO 1 erector, Additional permanent biacing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Bbd. ff Safetyinformation Patine(SP)lumber is specked,Institute, the design values are those effective 06/01/20 11-3 by ALSO Tampa.FL 33610-4115 ' II rUSS 71'.U.S.511 ty Aria Homes/Shepard Res/JWKT6709972 UT30 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:43 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-aMj4tdMSYYW S3f7Odoav_JhB?tOM7OFgDHGgEsy7MDk 2-8-12 6-6-0 8-0-8 2-8-12 3-9-4 1_. Scale=1:15.5 0.25 12 4x4= 1.5x4 II 11.5x4 II 2 9 3 4 o_ 8 6 5 1.5x4 11 1.5x4 11 7 1.5x4 2-6-0 -8-1 6-" 2-6-0 -2-1 3-9-4 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.05 6-7 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(TL) -0.07 6-7 >869 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.05 4 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) 0.03 6-7 >999 240 Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=101/Mechanical,5=111/Mechanical,7=623/0-5-8 Max Horz7=27(LC 12) Max Uplift4=-36(LC 9),5=-32(LC 9),7=-265(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-7=-443/246 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft 6=45ft;L=24ft;eave=oft;Cat.II; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-11-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 111111111111 X11 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,`%% S it J*.. 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 ,`�G�P••... ..y/,9 I,,, fit between the bottom chord and any other members. ♦ GEN 6)Refer to girder(s)for truss to truss connections. ��,•'• `SF�'• � V� 0 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)4,5 except(jt=lb) IVO 5368101 7=265. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. STATE OF ' Al .,�41`i FL Cert. 6634 December 22,2014 0 WARNING-Vafy dasign p-t—and READ NOTES ON THIS AND INCLUDED bBTF.K REFERENCE PAGE A91 7473 BEFORE USE. Design valki for use only with Mfiek connectors.This design is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Ind Mual web members orgy. Additional temporary bracing to Irwxe stability during construction Is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding fabrication,cxtality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS]Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610-4115 it Southern Pine JSP)Lumber is specified,the design values are those effective 06/01/2013 by ALSO cusstuns ype Qty Aria Homes/Shepard Res/JW K T6709973 J140482 UT31 Hal Nip 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:44 2014 Pagel I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-3ZHS4zM4JreJhpibB W 68W W EF?GolsgJq Rx?Nnly7MDj 2-8-12 5-3-6 7-10-0 -0- 2-8-12 2-6-10 2-6-10 -2- Scale=1:15.3 0.2512 1.5x4 II 1 1.5x4 II 2 7 8 3 6 6 4 1.5x4 it 5 1.5x4 Il 2-6-0 8-0-8 2-6-0 5-6-8 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0.01 4-5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(TL) -0.03 4-5 >999 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.06 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) -0.04 4-5 >999 240 Weight:26 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 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=191/Mechanical,4=21/Mechanical,5=623/0-5-8 Max Horz 5=28(LC 12) Max Uplift3=-78(LC 9),5=265(LC 8) Max Grav3=191(LC 1),4=54(LC 3),5=623(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-534/292 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft eave=4f;Cat.Il; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-11-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. ,,`ti1111111/11,' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `� EL S 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 ,�� �P` fit between the bottom chord and any other members. ♦♦♦�G G E N S'• 5)Refer to girder(s)for truss to truss connections. ♦ ;• F•�••Q i 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=1b) : r 5=265. •/ No 53681 :. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. STATE OF :�44/ ` r - r 14. iSs,0 N A1- %00% ►1111111 FL Cert. 6634 December 22,2014 Q WARNING-Ynify drsign p----t—and READ NOTES ON THIS AND INCLUDED NITEKREFERENCE PAGE NII-7473 BEFORE USE. � Design valld for use only with Mflek connectors.This design Is based only upon parameters shown,and Is for an individual building component. " Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure B the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street Suite 312,Alexandria VA 22314. Tampa,FL 33610-4115 ff Southpi n Pine(SP)lurtnfbeer is spec wed,the design values are those~five 06/01/2413 by ALSO t cuss truss type city Ply Aria Homes/Shepard Res/JW K T6709974 J140462 UT32 Monopitch 5 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:44 2014 Page 1 ID:VKMXOVXcOs?TGQtX8w7rLxy7oku-3ZHS4zM4JreJhpibBW 68W W EF5GogsgJgRx?Nniy7MDj 2-8-12 5.2-14 8-0-8 2-8-12 2-6-2 2-9-10 Scale=1:15.2 0.25F1_2 1.5x4 1 3x4= 2 7 8 3 ODE r--. 6 4 1.5x4 5 3x4= 2-6-0 -8-1 8-0-8 2-6-0 -2-1 5-3-12 Plate Offsets(X,Y)-- [1:0-0-0,0-0-01 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.02 4-5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.27 Vert(TL) -0.03 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.05 3 Na n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) -0.04 4-5 >999 240 Weight:29 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 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=191/Mechanical,4=21/Mechanical,5=623/0-5-8 Max Horz5=28(LC 12) Max Uplift3=-78(LC 9),5=-265(LC 8) Max Grav3=191(LC 1),4=54(LC 3),5=623(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-528/286 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2pst;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-11-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,`titJ11111111/111 2)Provide adequate drainage to prevent water ponding. -.% EL S. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �P`,•... 'y/,9^ 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 ,���G ,• G E N�+'•, v� i� fit between the bottom chord and any other members. F Q 5)Refer to girder(s)for truss to truss connections. s 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except Qt=1b) =r No 53681 5=265. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. >� O•.• STATE OF •:�44/ Al i N AL E�% n; FL Cert. 6634 December 22,2014 Q WARNING-V-4fy d—iyn pwr t®s and READ NOTES ON TRPS AND INCLUDED NIITEK REFERENCE PAGE MI-7473 BEFORE USB. Design valid for use only with Mftek connectors.This design is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additlorxal temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall stricture Is the responsibility of the bull rng designer.for general guidance regarding MITek' fabrk:ation,quality control,storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street,Suite 312 Alexandria.VA 22314. Tampa,FL 33610-4115 9 Southern Pine(SP)iwrnbeer is specified,the design va4ues are talose of e-ctive 06/01/2013 by ALSO s 1 Truss Truss Type City y Aria Homes/Shepard Res/JW K T6709975 J140462 UT33 Monopitch Girder 1 1 i Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:45 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-XlrrHJN i39mAlzHnIDdN3kmU Ig8CbELzgbtwJly7MDi -Q-2jJ 2f>-12 5-0-14 7-10-8 0-2-0 2fi-12 2-6-2 2-9-10 Scale=1:15.3 0.25 12 1.5x4 it 1 3x4= 2 3x4= 10 3 4 8 6 5 9 1.5x4 11 3x4= 7 3x4= 2-6-12 5-0-14 7-7-12 -10 2fr12 2-6-2 2-6-14 2-1 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) 0.01 6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.31 Vert(TL) 0.02 6 >999 360 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Wind(LL) -0.05 6 >999 240 Weight:33 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-11-12 oc bracing:6-7. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=92/Mechanical,5=2/Mechanical,7=967/0-5-8 Max Horz 7=28(LC 12) Max Uplift4=-39(LC 9),5=-3(LC 17),7=-362(LC 8) Max Grav4=92(LC 1),5=23(LC 3),7=967(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-1771279,1-2=-600/920 BOT CHORD 6-7=-917/594 WEBS 1-7=-976/628,2-7=-625/325,2-6=-633/978,3-6=-283/169 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft B=45ft;L=24ft eave=4fC Cat.ll; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-9-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 M 2)Provide adequate drainage to prevent water ponding. `����G�,•'�C E cU S . 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : ��•• �. F••••Q 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. NO 53681 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 Ib uplift at joint(s)4,5 except Qt=lb) 7 * 7=362. _4e, r� _ 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)242 Ib down and 109 Ib up at -0-2- STATE OF on bottom chord. The design/selection of such connection device(s)is the responsibility of others.LOAi�,T•• O Q ,•\�,�� 1)DeDad+ARooff)Lve(balanced):Lumber Increase=1.00,Plate Increase=1.00 ndard �Fss/ONAk-��,�`�,, Uniform Loads(pit) Vert.1-4=133,5-9-13 Concentrated Loads(lb) Vert:9=-239 FL Cert. 6634 December 22,2014 0 WARNING-Verify design yes—netera and READ N0T7iS ON T711S AND INCLUDED N97E C RBPERBNCB PAGE MU-7473 BBPORE USE Design valid for use only with Mffek connectors.This design Is based only upon parameters shown,and Is for an Inch1dual building component. Applicability of design parameters and proper Incorporation of component is responsl>flity of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to inure stdAtty during construction Is the responsibllity of the MOWerector. Additional permanent bracing of the overall structure B the responsibility of the twlding designer.For general guldonce regarding fabrfcatfon,quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalotlle from Truss Rate Institute,781 N.Lee Street Suite 312,Mexandito,VA 22314. Tampa,FL 33610-4115 If Southern Pine(SPI lumber is specified,the design values are those effective 06/01/2413 by ALSC r a Truss Truss Type PTY Aria Homes/Shepard Res/JW K 76709976 J140462 UT34 Flat Girder 1 n G Job Reference tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries.Inc. Fri Dec 19 16:43:46 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-?xP DVfOKgTut w7szlxBccxJnK4VmKj86vFUUrBy7MDh 2-6-12 5-1-8 2-6-12 2-6-12 Scale=1:11.1 3x4= 1.5x4 11 3x4= 1 2 3 T r� L__j Lj 7HTU26 5 8HTU26 4 3x8= HTU26 116 2x4 11 2x4 2-6-12 5-1-8 2-6-12 2-6-12 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.01 5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) -0.01 5 >999 360 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 4 n/a Na BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) 0.01 5 >999 240 Weight:58 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc puffins, except BOT CHORD 2x6 SP No.1D end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=842/0-5-8,4=869/Mechanical Max Horz6=-35(LC 4) Max Uplift6=-274(LC 4),4=-283(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=-571/194,1-2=-1162/375,2-3=-1162/375,3-4=-571/194 WEBS 1-5=-412/1251,3-5=-412/1251 NOTES- 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 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=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft L=24ft;eave=4ft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 ��� PE�.S 41 4)Provide adequate drainage to prevent water ponding. ��� G` •''G E N 5)This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. ��4; ,• S4�`'•,•i 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 Q- fit between the bottom chord and any other members. :\ No 53681 7)Refer to girder(s)for truss to truss connections. �(* 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)6=274,= ♦ /i 9)Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 'L1 , ! ' STATE OF •(V� 10 Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dx1 1/2 Truss,Single PI Girder)orequivalent spaced at 1-4-0 oc max.starting ; at 1-3-12 from the left end to 3-11-12 to connect truss(es)to back face of bottom chord. 0 11)Fill all nail holes where hanger is in contact with lumber. 0(\ ' < 0 R 'i 0 P'••\��� LOADCASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(of) Vert:1-3=-93,4-6=-13 Concentrated Loads(lb) FL Cert. 6634 Vert:5=-398(B)7=-398(B)8=-398(B) December 22,2014 Q WARMNO-Verify design pau m-t—and READ N078S ON THIS AND INCLUDBD A67Fdf REFERENCE PAOB bbl-7473 BBFORB USE. Design vaikl for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. p Applicability of design parameters and proper Incorporation of component Is responslbllity of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to irwxe stability during construction Is the responsibility of the MiTek' erector. AddlBornal permanent bracing of the overall stricture Is the responsibility of the binding designer.For general guldance regarding fabdcallon quality control,storage,delivery.erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaloble from Truce Rate Institute,781 N.Lee Street Suite 312 Alexandria,VA 22314. Tampa,FL 33610-4115 If Southem Pine(SP)lumber is specified,the design values afe titaze effective 06/01/2013 by ALSO • 1 Job russ ru I ype Uty ply Aria Homes/Shepard Res/JW K T6709977 J140482 UT35 Flat 5 7 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:46 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-?xPDVfOKgTut w7szlxBccxJmG4XfKkH6vFU UrBy7MDh 2-8-4 5-4-8 2-8-4 2-8-4 Scale:V=1' 3x4= 1.5x4 11 3x4= 1 7 2 8 3 0 d 6 5 3x8= 1.5x4 II 4 1.5x4 11 2-8-4 5-4-8 2-8-4 2-8-4 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.19 Vert(LL) -0.01 5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(TL) -0.01 5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 4 n/a rVa BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.00 5 >999 240 Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=271/Mechanical,4=271/0-3-8 Max Horz6=-44(LC 8) Max Uplift6=-89(LC 8),4=-89(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=-253/142,1-7=-332/149,2-7=-332/149,2-8=-332/149,3-8=-332/149,3-4=-253/142 WEBS 1-5=-183/368,2-5=-285/155,3-5=-183/368 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=2411;eave=4ft;Cat.ll; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 5-2-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. ,,111111111/111' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S 4)•This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will S%� �P..... . 'r'/,9 fit between the bottom chord and any other members. + N , Ci E N S'• �j� �� 5)Refer to girder(s)for truss to truss connections. F•�•,Q 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6,4. 1� N O 53681 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. * ,� •� V • �, '.��.C�in" / !/ �-yam _ :-P STATE OF 441 i e►,�ss lO N AL 0�,��• 11111111 FL Cert. 6634 December 22,2014 0 WARNING-V--ijy design p--w,.e-r coed READ NOTES ON TRIS AND INCLUDED b 9TFX REFERBIWE PAGE 6111-7473 BEFORE USE. Design valid for use only with M(Tek connectors.This design Is based only upon parameters shown,and Is for an individual building component. ApplicatAlty of design parameters and proper Incorporation of component Is responsibility of txfiding designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Addillonal permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control,storage,delivery.erectlon and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. ii5 uthem1"awieISP)Dumberisspet�ed the design values ate those 2effecfive06/01/2013byALSO Tampa,FL 33610-4115 oI russ fruss type aty Ply Aria Homes!Shepard Res/JW K T6709978 J140482 UJ01 Corner Jack 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:03 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-IglyTytMzFT7G W 3iH P5XMt1 RvISill Fn03airBy7MEM 1-8-2 1-8-2 1 1.5x4 0.25 12 Scale=1:9.0 2 N t2 O O 4 I 3 Adequate Support Required 1.5x4 II 5 1-8-2 1-8-2 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.07 Veri(LL) -0.00 4 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(TL) -0.00 4 >999 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Wind(LL) 0.00 4 >999 240 Weight:6lb FT 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-2 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. I REACTIONS. (Ib/size) 2=67/Mechanical,4=86/Mechanical,3=14/Mechanical Max Horz4=-25(LC 10) Max Uplift2=-29(LC 9),4=-27(LC 8),3=-3(LC 12) Max Grav2=67(LC 1),4=86(LC 1),3=19(LC 3) FORCES. (lb)-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=4.2psf;BCDL=3.Opsf;h=25fh B=45ft;L=24ft;eave=oft;Cat.Il; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. \AP•,... :r'/,9 I�, 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4,3. %�G 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. : ;' V F��••Q No 53681 • STATE OF : 44/Z. /11111111{ FL Cert. 6634 December 22,2014 0 IAARMNG-Vmify drsign yarmnetera rand READ NO78S ON THUS AND INCLUDED II7178K REFBREJVCB PAG&6II1-7473 BBFORB USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of In dtvidual web members only. Addlikonal temporary bracing to insure stability during construction Is if le responsibility of the MiTek' erector. Additional permanent bracing of the overall stnlcture,Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consLAt ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa.FL 33610-4115 H Savthem Pine(SP)lumber is spec ifted,the design values are those effective 06/01/20i3 by ALSC Job Truss Truss Type city Ply Aria Homes/Shepard Res/JW K 76709979 J140482 UJ02 Corner Jack 1 1 - Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries.Inc. Fri Dec 19 16:43:03 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7"7oku-IglyTytMzF r7G W 3iHPsXMt1 QjlsSll hn03airBy7MEM r 2-6-12 , 3-0-2 2.6-12 D-5� 1 1.5x4 11 0.25 F12 1.5x4 I Scale=1:9.1 2 3 1 1� o m N O O 6 C? O Adequate Support Required 7 1.5x4 II 5 4 1.5x4 II 2-7-1 2-7-1 LOADING(psi) SPACING- 1-4-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) -0.00 5-6 >999 480 MT2O 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.00 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2O1O/TP12OO7 (Matrix-M) Wind(LL) 0.00 5-6 >999 240 Weight:11 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=-108/Mechanical,5=299/0-6-2,6=113/Mechanical Max Horz6=-25(LC 10) Max Uplift3=-108(LC 1),5=-1 10(LC 9),6=-33(LC 8) Max Grav3=46(LC 9),5=299(LC 1),6=113(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-272/186 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=1O1mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft L=24ft;eave=4ft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 S fit between the bottom chord and any other members. ��� �P;........;V'A 5)Refer to girder(s)for truss to truss connections. `���G . \"GEN''• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6 except Qt=1b)3=108: �: �. F•'•,Q 5=110. No 53681 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. r O'.• STATE OF __.. . r � 111111 n�►��� FL Cert. 6634 December 22,2014 0 WARNING-Verify design paramef ens and READ NOTES ON THIS AND INCLUDED MITEK REPBRENCE PAGE MOI-7473 BEPOJ?B USE. Design valid for use only with Mflek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during constn-ictlon Is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the bLAding designer.For general guldance regarding fabrication.quality control,storage,delivery,erection and tracing.consrtit ANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 ft Souctiefn Rine(SP)luiniher is specified,the design,values are those eMective 06/01/20L3&V ALSC fUSSTruss Type ty Corner Jack Aria Homes!Shepard Res!JW K 76709980 J140482 UJ03 L 1 L Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:04 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-EssLhlt_jZb_ugevr6Omv5abQ8CmUlOxFjJGNdy7MEL 2-6-12 4-4-2 2-6-12 1-9-6 1 1.5x4 11 0.251 12 1.5x4 1 Scale=1:9.4 2 8 3 I� 0 o Adequate Support Required >< 4 7 1.5x4 II 5 1.5x4 I 2-6-12 4-4-2 2-6-12 1-9-6 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) -0.00 6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.00 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Wind(LL) 0.00 5-6 >999 240 Weight:15 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Qt=length)5=0-5-8. (1b)- Max Horz6=25(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)3,5,6 Max Grav All reactions 250 Ib or less at joint(s)3,4,6 except 5=281(LC 1) FORCES. (lb)-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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extehor(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 4-3-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 S fit between the bottom chord and any other members. ,% �.. 5)Refer to girder(s)for truss to truss connections. `���G �• �GENS••. �i/ �� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,5,6. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. No 53681 STATE .OF : 44/ ` i4,; 1IIs��N A;E�o�� FL Cert. 6634 December 22,2014 0 WARNING-Ver-ify cf siyn pw-wneters and READ NO1W ON T711S AND INCLUDED bIITEK REFERENCB PAOB AHI-7473 BEFORE USB. Design valketrrd i for use orgy with MlTek connectors.This design Is based only upon parameters shown,and Is for an lvidual building component. Applicability of design parameters and proper Incorporation of component h rulbl respollty of building designer-not truss designer.Bracing shown is for lateral support of indtvldual web members only. Additional temporary bracing to insure stability daring construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is fire responsibility of the buNdtrq designer.For general guidance regarding MiTek fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI t Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Nexandrla.VA 22314. Tampa,FL 33610-4115 If Southern Pine(SPI lumber is spec ified..the design values are those effective 66/01/2013 by ALSO Job Truss runs ype7 ty Aria Homes/Shepard Res!JW K 76709981 J140482 UJ04 Corner Jack 1 1 Job Reference(optional) Manning wilding Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:04 2014 Page 1 I D:VKMXOVXcQs?TG=8w7rLxy7oku-EssLhlt_jZb_ugevr6Omv5aZX8BRUlrxFjJGNdy7MEL 2-6-12 5-8-2 2-6-12 3-1-6 0.25 F12 Scale:1'=1' 1.5x4 I'' 1.5x4 11 1 8 2 9 3 1T 0 n n fi 6 d 1 Adequate Support Required 4 7 1.5x4 II 5 1.5x4 I. 2-6-12 5-8-2 2-6-12 3-1-6 LOADING(psf) SPACING- 1-4-0 CSI. DEFL- in (loc) i/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) -0.00 4-5 >999 460 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.00 4-5 >999 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) 0.00 6 >999 240 Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except(jt=length)5=0-5-8. (lb)- Max Horz6=26(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)3,6 except 5=-121(LC 9) Max Grav All reactions 250 Ib or less at joint(s)3,4,6 except 5=368(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-318/198 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=241t;eave=4ft Cat.ll; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 5-7-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. `ittl l IIi II111111 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� EL S 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 `,%GykP ........ fit between the bottom chord and any other members. C E N 5)Refer to girder(s)for truss to truss connections. V� `sF•••,�Q��.. 6 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 Ib uplift at'oint s 3,6 except t-Ib ••• ( Y ) 9P P 9 P joint(s) p �- ) 5=121. .�- NO 53681 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �(* ' ; • * " STATE ,OF 111 FL Cert. 6634 December 22,2014 Q WARMNO-VesiJy doian pmmnetera and READ NOTES ON THIS AND INCLUDED AUVEK REPBRENCB PAGE IMI-7473 BEFORE USB. Design valid tot use oily with Mfrek connectors.this design Is based only upon parameters shown,and Is for an Individual building component. ApplicatAlty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability doling construction Is the responsibllity of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute,781 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610-4115 1 If Southern Pine(SPI lumber is spec ifled.the design values are those effective 06101/2013 by ALSC Jobtosstruss type Qty Aria Homes/Shepard Res/JW K T6709982 J140482 UJOS Jack-Partial 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:05 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-i3QjuducUtjrVpD5Pgv?Rl6gNYXmDCt4TN3pv3y7MEK 2-6-12 3-6-1 7-0-2 2-0-12 0-11-5 3-6-1 0.25 F12 Scale=1:14.7 1.5x4 II 1.5x4 II 1 2 8 3 l I I Im e m 0 6 j Adequate Support Required 4 7 1.5x4 11 5 1.5x4 ll 2-6-12 7-0-2 2-6-12 4-5-6 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.01 4-5 >999 480 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a rl/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) -0.00 6 >999 240 Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Qt=length)5=0-5-8. (lb)- Max Horz6=27(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)3,6 except 5=-157(LC 9) Max Grav All reactions 250 Ib or less at joint(s)3,4,6 except 5=486(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. WEBS 2-5=-427/230 NOTES- 1)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 6-11-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. '``1�tt 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� nEL S. 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 ,�� ``r•.... • fit between the bottom chord and any other members. 4` �G ��Ci E N$�•,�j �j 5)Refer to girder(s)for truss to truss connections. �� Q 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,6 except Qt=1b) NO 53681 5=157. * ; •:* e 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �:. STATE OF 44/ ` •< OR \V. FL Cert. 6634 December 22,2014 Q fVARNING-Voify drssign yaraineters anal READ NOTES ON THIS AND INCLUDED A97E3K REFERENCE PAGE A111-7473 BEFORE USE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an kx7lvidual[wilding component. ` I' Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 if Sout4retn Rine(SP)luntbed is spec i£ed,the design values are chase effective 06/61/2013 by ALSO Job runsruns ype ty y 76709983 UJ06 Aria Homes/Shepard Res/JW K J740482 Flat t 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:05 2014 Page t I D:VKMXOVXcOs?TGQtX8w7rL uy7oku-i3QjuducUtjrVpD5Pgv?Rl6nOYYEDC14TN3pv3y7MEK -2- 1-8-2 1-8-2 '0-2-0 1-8-2 1.5x4 I Scale=1:9.0 1 2 N O O 3 Adequate Support Required 5 1.5x4 II -1- 1-8-2 1 -3 -1- 16-10 0 -1 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) -0.00 4 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.00 4 >999 240 Weight:6lb FT 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=67/Mechanical,3=14/Mechanical,4=86/Mechanical Max Horz 4=-26(LC 10) Max Uplift2=-28(LC 9),3=-3(LC 12),4=-28(LC 8) Max Grav2=67(LC 1),3=19(LC 3),4=86(LC 1) FORCES. (lb)-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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 ,,��II11111111��' fit between the bottom chord and any other members. �. S.5)Refer to girder(s)for truss to truss connections. ��%%��P�••••••.;X7.9 ��i� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,3,4. `���G .•'�(✓ENS+'• 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. : ��•' F•••,Q!+, s - No 53681 � i s STATE OF :•4/ ` ,O N Afill ;�C 0 FL Cert. 6634 December 22,2014 Q WARMNG-Vnijy drsiyn parametria and READ NOTES ON THIS AND INCLUDED bBTEIC REPERENCE PAGE JUI-7473 BEFORE USB. � Design valid for use only with Mllek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of The MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication.quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from lues Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610-4115 if Southern Pine ISP)lumber is specified,the design values are these effective 06/01/2013 by Ai.SC Job '. ss russ ype city Aria Homes/Shepard Res/JW K T6709964 J140462 UJ07 Flat 1 1 Job Reference(optional) I Manning Building Supplies, Jacksonville.FL - - 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:06 2014 Page/ I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-AF_56zv EFAri7zoHyXQE_W tvYytTyf?Eil oMSVy7MEJ r0-2-0 3-0-2 00-2-0 3-0-2 1 1.5x4 11 Scale=1:9.1 2 m N N O 5 Adequate Support Required >< 6 1.5x4 4 3 -1- 2-10-2 3-0-2 0-1- 2-8-10 0-2-0 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/def] Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.24 Vert(LL) -0.00 4-5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.09 Vert(TL) -0.00 4-5 >999 360 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.01 2 n1a rVa BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Wind(LL) 0.00 4-5 >999 240 Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-2 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=120/Mechanical,5=149/Mechanical,4=34/0-6-2 Max Horz 5=-27(LC 10) Max Uplift2=48(LC 9),5=-48(LC 8),4=-1(LC 9) Max Grav2=120(LC 1),5=149(LC 1),4=44(LC 3) FORCES. (lb)-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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 1%ji I, i 1111 fit between the bottom chord and any other members. `���`P.EL S- ^!,ir..��' 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 Ib uplift at joint(s)2,5,4. `���G . '�Ci E N S••. y� 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. V F Q No 53681 �'.. STATE OF .' 441 A. O N AL FL Cert. 6634 December 22,2014 0 WARJUNG Ynify drsign ya r—tetrra and READ NOTES ON THIS AND INCLUDED MMT EK REFERENCE PAOB MMI-7473 BEFORE USB. Design valid for use only with Mliek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporallon of component Is responsibility of building designer-not hiss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the[wilding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ava9alble from Truss Rate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610-4115 N Southern Pine(SP)luanber is specked,the design values ace t Kase effective 06/01/2013 by ALSC cuss I russype ty Aria Homes/Shepard Res/JW K 76709965 J140482 UJ08 Flat 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:06 2014 Page 1 I D:VKMXOVXcOs?TGQtX8w7rLxy7oku-AF_56zvEFAri7zoHyXQE_W fwvyuGyf W Ei 1 oMSVy7MEJ -0-2-02-6-12 4-4-2 0-2-0 2-6-12 1-9-6 1 1.5x4 11 $ 2 1.5x4 11 9 3 Scale=1:9.1 6 �I 4 Adequate Support Required >< 7 1.5x4 I 5 1.5x4 II -1- 2-6-12 4-4-0 4 -2 _1- 2-5-4 1-9-4 0 -2 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) -0.00 6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(TL) -0.00 5-6 >999 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Wind(LL) 0.00 6 >999 240 Weight:15 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Qt=length)5=0-5-8. (lb)- Max Horz6=-28(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)3,5,6 Max Grav All reactions 250 Ib or less at joint(s)3,4,6 except 5=281(LC 1) FORCES. (lb)-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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24th eave=4ft Cat.Il; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extehor(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 4-3-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. his truss has been ned for a ve loads. 4)*This truss has been designed for ali a load of 20.p.0 pst bottom chord t n sf onthe bottom chord ve load in all ent areas where ath any other irectangle 3-6-0 tall by 2-0-0 wide will `,`,1j��`�S ,I, ' fit between the bottom chord and any other members. �� �P;........ - 5)Refer to girder(s)for truss to truss connections. .,,G . `GEN$•% ' 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,5,6. : ��•• �. F••••Q s 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ; No 53681 :'P STATE OF '4j/ ` �O N A� FL Cert. 6634 December 22,2014 Q WARNING Vmify drsiyn Pas-ai—f—and READ NOTES ON T71I8 AND INCLUDED kBTEK REPBRP.NCB PAOB WI-7473 BEFORE USE. Design valid for use oily with MiTek connectors.This design Is based only upon parameters shown,and Is for an Individual balding component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members oily. Additional temporary bracing to insure stability during construction Is the responsibillity of the MiTek' erector. Additional permanent tracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyfItSou hem Pyre ISP)huunAw isrspecNiied,the design values are�those effective 06/01/2013 by ALSO Tampa,FL 33610-4115 oTruss Truss Type city Ply Aria Homes/Shepard Res/JW K 76709986 J140482 UJ09 Flat 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:07 2014 Page 1 ID:VKMXOVXcQs?TGQtX8w7rLxy7oku-eRYTJJwsOUzZ17NTW ExTWjC3nMD8h6bNxhYw_yy7MEl H2 2-6-12 5-8-2 -2 2-6-12 3-1-6 Scale=1:11.6 1.5x4 II 1.5x4 11 1 2 8 3 6 Adequate Support Required 11 4 7 1.5x4 I' 5 1.5x4 11 -1 2-6-12 5-6-11 -8- -1- 2-5-4 2-11-15 -1- LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) -0.00 4-5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.00 4-5 >999 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.00 6 >999 240 Weight:19 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Qt=length)5=0-5-8. (lb)- Max Horz6=-28(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)3,6 except 5=-120(LC 9) Max Grav All reactions 250 Ib or less at joint(s)3,4,6 except 5=368(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=318/172 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft L=24f;eave=oft;Cat.II; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 5-7-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces R MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. ,,��111 i 111j � 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � �` S' I�� 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 M,y fit between the bottom chord and any other members. 4- G G E N C 5)Refer to girder(s)for truss to truss connections. �� \ �\ SF•�•.�Q��,, 6 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 Ib uplift at joint(s)3,6 except t-Ib : ��••• ( Y ) 9 p P 9 P 1 O P (j- ) -� NO 53681 :. 5=120. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �:. STATE .OFOR i�s1, �0 N AL E�.���• //1111111 FL Cert. 6634 December 22,2014 Q WARNING-17a-ify design parameters and READ NOTES ON TNIB AND INCLUDED bII78K REFERENCE PAGB 11701-7473 BEPORB USP- Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and Is for an Individual building component. ! ApplicalAlty,of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is tine responsibility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the bolding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information av llamle from Truss Hate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610-4115 if Sa�utlnern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSO cuss City Ply Aria Homes/Shepard Res/JW K T6709987 J140462 UJ10 Flat 1 1 Job Reference o tional Manning Building Supplies, Jacksonville.FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:07 2014 Page 1 ID:VKMXOVXcQs?TGQtX8w7rLxy7oku-eRYTJJws0UzZ17NTW ExTWjC?uMDEh6MNxhYw_yy7MEl -2 2-6-12 7-0-2 -2 2-6-12 4-5-0 Scale=1:14.2 1.5x4 II 1.5x4 II 1 2 8 9 3 6 Adequate Support Required 4 7 1.5x4 11 5 1.5x4 II 1- 2-6-12 6-10-8 7-0-2 1- 2-5-4 4-3-12 011-10 LOADING(psf) SPACING- 1-4-0 CSI. DEFL- in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.01 4-5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Wind(LL) -0.00 6 >999 240 Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 7-0-2 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. All bearings Mechanical except Qt=length)5=0-5-8. (lb)- Max Horz6=-29(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)3,6 except 5=-156(LC 9) Max Grav All reactions 250 Ib or less at joint(s)3,4,6 except 5=486(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-427/196 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft B=45fh L=24ft;eave=oft Cat.ll; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 6-11-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces R MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will (j_ .--* fit between the bottom chord and any other members. ��N �\G E N S�•,vj 5)Refer to girder(s)for truss to truss connections. Q 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,6 except Qt=lb) NO 53681 ' 5=156. �/* ; ••: 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. STATE! F 140,,,5�O N AL .% FL Cert. 6634 December 22,2014 0 WARNING-17-ilnl d—i --w,eta rued READ NOTES ON THIS AND INCLUDED 6ffTEK REFERENCE PAOB DffI-7473 BEFORE USB. Yn P Design valid for use only with Mflek connectors.This design is based only upon parameters shown,and Is for an Individualoftruss building component. Applicability,of design parameters and proper Incorporation of component Is responsibility of build lrx-7 designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary tracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding fabrication,quality control,storage,delivery.erection and tracing.consult ANSI/TPII Quality Criteria,DSR-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informon R avallable from Truss ate Institute.781 N.Lee Street,Suite 312,Alexandra,VA 22314. Tamp atia,FL 33610-4115 if 5out91em Pirie(SP)lumber is specified,the design values we those effective 06/01/2013 by ALSO i Truss Truss Type Oty Ply Aria Homes/Shepard Res/JW K 76709968 J140462 UJ11 Corner Jack 1 1 Job Reference o tional Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:08 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-6d6r W fxU no6QM Hyg4ySi3xk19mZOQZU W ALHT W Oy7M E H 1-3-6 1-3-6 1 1.5x4 11 0.2.5 12 Scale=1:9.0 2 e N I m O_ O 4 1 I Ll3 Adequate Support Required 5 11.50 11 1-3-6 1-3-6 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.04 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:5 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-3-6 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (ib/size) 2=50/Mechanical,4=65/Mechanical,3=9/Mechanical Max Horz4=-25(LC 10) Max Uplift2=-23(LC 9),4=-22(LC 8),3=4(LC 12) Max Grav2=50(LC 1),4=65(LC 1),3=14(LC 3) FORCES. (lb)-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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft Cat.II; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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. S. 5)Refer to girder(s)for truss to truss connections. ��� �PE 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)2,4,3. .•'�C E N S••. v� 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •• Cc ••,Q No 53681 I ��.•' STATE OF C? % N //lltlllll FL Cert. 6634 December 22,2014 Q WARNING Verify drsign pon—et—and READ NOTES ON TTIIS AND INCLUDED MTSK RBPBRBNCE PAGE hJ11-7473 BEFORB USB. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek' ne erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For geral gu9dn ace regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-ag and BCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610-4115 if Soutlem Pine(SP)iumrbec is spat fled,the d"gn values are tfhose effective 06/01/2013 by AtSC Job Truss Truss Type Qty ply Aria Homes/Shepard Res/JW K 76709989 J140482 UJ12 Corner Jack 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:08 2014 Page 1 I D:V K MXOVXcOs?TGQtX8w7rLxy7oku-6d6r W fxU no6QM Hyg4ySi3xkG_mYMQZU W ALHT W Oy7M E H 2-7-6 2-7-6 1 1.5x4 11 0.25 12 Scale=1:9.0 2 4 Adequate Support Required 5 1.5x4 3 2-7-6 2-7-6 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.00 3-4 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a rVa BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Wind(LL) 0.00 3-4 >999 240 Weight:9lb FT 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [MiTek recommends that Stabilizers and required cross bracing be installed dor ng truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=104/Mechanical,3=2410-3-0,4=132/Mechanical Max Horz4=-25(LC 10) Max Uplift2=-42(LC 9),3=-2(LC 9),4=-40(LC 8) Max Grav2=104(LC 1),3=30(LC 3),4=132(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `,11111111111111' fit between the bottom chord and any other members. N% 5)Refer to girder(s)for truss to truss connections. �% �P;.•••• 'V/.9 I� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 ib uplift at joint(s)2,3,4. `���G • '�G E N S+'•, (ice �� 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ; ��•• V F ••,Q�+, ` No 53681 � s STATE OF44/ N A ►11111 FL Cert. 6634 December 22,2014 Q WARNING-V_-ifnl deli5Iv Y aranertees and READ NOTES ON THIS AND INCLUDED bIITBK REFERENCE PAGE bUI-7473 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. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not toss designer.Bracing shown is for lateral support of individual web members only. Addltkxtal temporary bracing to Insure stability during construction Is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Fabrication,qux98y control.storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312 Alexandria.VA 72314. Tampa,FL 33610-4115 if southern Pine(sp)Iumtiber is specified,the design values are those elFectrve 06101/2013 by ALSC Job russ Iruss type oty Ply Aria Homes/Shepard Res!JW K 76709990 J140482 UJ13 Corner Jack 1 1 Job Reference(optional) Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTak Industries,Inc. Fri Dec 19 16:43:09 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-aqf Ek?x7Y5EH_RXsefzxc8HRK9vw90HgO?112gy7M EG 2-6-12 3-11-6 2-6-12 1-4-10 1 1.5x4 0.25 12 1.5x4 I Scale=1:9.1 2 8 3 V. N i 6 Adequate Support Required 4 7 1.5x4 it 5 1.5x4 II 2-6-12 3-11-6 2-6-12 1-4-10 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) -0.00 6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.00 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES W B 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Wind(LL) 0.00 6 >999 240 Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. � MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer _Installation guide. REACTIONS. All bearings Mechanical except Qt=length)5=0-5-8. (lb)- Max Horz6=-25(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)3,5,6 Max Grav All reactions 250 Ib or less at joint(s)3,4,6 except 5=266(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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24f;eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 3-10-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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. ``111111 i i 1 tt�� 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 `�� S. fit between the bottom chord and any other members. %% �lP;,.••• ;"�,9 �j� 5)Refer to girder(s)for truss to truss connections. `,(G . G E N S'• �ij �� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,5,6. : ��•' V Fes'•,Q 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. : No 53681 �%. � STATE OF O R \'0-' iSS ��,`�• ,�tfftlll/111//O N A\- FL Cert. 6634 December 22,2014 Q WARNING-Vaijy design yasmnetc-rs and READ NOTES ON THIS AND INCLUDED A9713K REFERENCE PAGE b91-7473 BEFORE UBE. Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MOWerector. Additkxlal permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regarding fabrication quality control,storage,delivery,erection and bracing,consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 if Sou&mm Pine)SP)lurtntw is specked,the design values we those effective 06/01/2013 by ALSC Truss Truss Type ty Aria Homes/Shepard Res/JW K 76709991 J140482 UJ14 Corner Jack 1 1 _ Job Reference(optional) i Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:09 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-aqf Ek?x7Y5EH_RXsefzxcBHQ 19vo908g0?112gy7MEG 2-6-12 5-3-6 2-6-12 2-8-10 0.25 12 Scale=1:11.3 11.5x4 1.5x4 II 8 2 9 3 I� 0 C? 0 6 Adequate Support Required 4 7 1.5x4 11 5 1.5x4 11 2.6-12 5-3-6 2-6-12 2-8-10 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) -0.00 5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.00 4-5 >999 360 BCLL 0.0 ' Rep Stress Incr YES W B 0.04 Horz(TL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2010rrPI2007 (Matrix-M) Wind(LL) 0.00 6 >999 240 Weight:18 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. All bearings Mechanical except Qt=length)5=0-5-8. (lb)- Max Horz6=26(LC 12) Max Uplift All uplift 100 ib or less at joint(s)3,6 except 5=-112(LC 9) Max Grav All reactions 250 Ib or less at joint(s)3,4,6 except 5=338(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-290/187 NOTES- 1)Wind:ASCE 7-10;VUlt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 5-2-10 zone;cantilever lett and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. �t'lli1,11 I I I I t fi/l J* 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S. ,t , 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 `�� �P` L..... • /1 ' fit between the bottom chord and any other members. ����G G E N S•• `�/ �� 5)Refer to girder(s)for truss to truss connections. ��'••�' �•��•Q 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,6 except Qt=1b) No 53681 • 5=112. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. — :�'.•� STATE ,OF i FL Cert. 6634 December 22,2014 Q WAR UNG V­fy d—i9m p—.—,-t-.�d READ NOTES ON THIS Alm INCLUDED W7MIC REPEr&WE Peas ant-7473 ESPORs use. Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an Individual buildingcomponent. Appitcabrity of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.&acing shown Is for lateral support of"vidual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek* t erector. Additional permanent bracing of the overall structure Is the responslbllity of the building designer.For general guidance regarding 1 fabrlcaflon,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610-4115 rc SauIh.pine(sp(IumnbeT is specified,the design values agre these effective 06/61/2013 by AILSC Truss Truss Type Qty Ply Aria Homes/Shepard Res/JW K T6709992 J140462 UJ15 Corner Jack 1 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:10 2014 Page 1 I D:VKMXOVXcQs?TG=8w7rtxy7oku-2ODcxLyIJPM8cb62BNVA8LpYUZEFuTApdfmabHy7MEF 2-6-12 6-7-6 2-6-12 4-0-10 0.25'12 Scale=1:13.9 1.5x4 1.5x4 I 1 2 g 3 w 0 m Ch 0 6 c�h 6 Adequate Support Required 4 7 1.5x4 11 5 1.5x4 11 2-6-12 6-7E 2-6-12 4-0-10 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL) -0.01 4-5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.10 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a Na BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) 0.00 6 >999 240 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, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. F,,ek recommends that Stabilizers and required cross bracingnstalled during truss erection,in accordance with Stabilizer allation guide. REACTIONS. All bearings Mechanical except Qt=length)5=0-5-8. (Ib)- Max Horz6=27(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)3,6 except 5=-146(LC 9) Max Grav All reactions 250 Ib or less at joint(s)3,4,6 except 5=448(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-392/212 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24f;eave=4ft Cat.11; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 6-6-10 zone;cantilever left and right exposed;end vertical left and Fight exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. ,�����t i t ��/�� � 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� EL S. 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 ; GAP;GEN• qj fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. ` \ S�••••/Q,� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,6 except(jt=1b) ft�. No 53681 5=146. * • 1 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. l �'.. STATE .UF :441 ` ,0 N A, ```,% 10 FL Cert. 6634 December 22,2014 0 WARNING-Vaify drsign parameters and READ NOTES ON THIS AND INCLUDED bHTEK REFERENCE PAGE BIII-7478 BEFORE USB. Design valid for use only with Mllek connectors.This design Is based only upon parameters shown,and Is for an IndlNdu al building component. Applicability of design parameters and proper incorporation of component 8 responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web membets only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the bLAding designer.For general guidance regarding a falxlcation,quality control,storage,denmy,erection and bracing,consult ANSI/TPll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. s Salary Information ovdllable from truss Plate institute.781 N.Lee Street,Suite 312 Alexandria.VA 22314. Tampa,FL 33610-4115 It Southern Pine(SP)Iutnbrer is spec ifned,the design values are those effective 06/61/2613 by At.S�C Truss__7 Truss Type city Aria Homes!Shepard Res/JW K T6709993I J140482 UJ16 Flat 1 1 Job Reference o floral Manning Building Supplies, Jacksonville,FL 7.600 s Sep 232014 MiTek Industries,Inc. Fri Dec 19 16:43:10 2014 Page 1 1 D:VKMXOVXcQs?TGQtXBw7rLxy7oku-20DcxLyIJPM8cb62BNVA8LpefZFUuT_pdfmabHy7MEF -0-2-0 1-3-6 '0-2-0 t1.5x4 Scale=1:9.0 1 2 m o N O O_ Ti O Adequate Support Required 3 5 1.5x4 1 -1 1-3-6 1- -7 -1 1-1-14 0-6: LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.04 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a Na BCDL 10.0 I Code FBC2010/TP12007 I (Matrix-M) I Weight:5 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-3-6 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 2=50/Mechanical,3=9/Mechanical,4=65/Mechanical Max Horz4=-26(LC 10) Max Uplift2=-23(LC 9),3=-4(LC 12),4=-23(LC 8) Max Grav2=50(LC 1),3=14(LC 3),4=65(LC 1) FORCES. (lb)-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=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.Il; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 , ,tt�(�t�� /////, fit between the bottom chord and any other members. �� E�- S• ^I 5)Refer to girder(s)for truss to truss connections. �� �P ••V''9 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,3,4. `��NG 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. V �••'.Q i No 53681 .0 STATE .OF '441 ,R, FL Cert. 6634 December 22,2014 Q WARNING Verify desig.paruinei—and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 BEFORE USE. j Design valid for use only with Mflek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral mipporf of Individual web members only. Addfibnal temporary bracing to Insure stability during construction Is the responsibility of the MiTek' erector. Additional permanent tracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and tracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Sulte 312.Alexandria.VA 72314. Tampa,FL 33610-4115 ff Southern Pine(SP)hurnber is specified,the design values are ttxne effective 06/01/2411-3 by ALSC toss toss ype city Aria Homes/Shepard Res/JW K T6709994 J140482 ,717- Flat 1 1 Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:11 2014 Page t ID:VKMXOVXcOs?TGQtX8w7rLxy7oku-W Cn_9hzN4j U?DkgF140PhZMnCza4dwEzsl W 77jy7MEE 2 0 2-7.6 0-2-0 2'7-0 Scale=1:9.1 1 1.5x4 11 2 i 4 Adequate Support Required 5 1.5x4 1 3 1 2-6-1 -7 _1 2-4-9 LOADING SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.00 3-4 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) 0.00 3-4 >999 240 Weight:9lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 2=105/Mechanical,3=23/0-3-0,4=132/Mechanical Max Horz4=-27(LC 10) Max Upiift2=-42(LC 9),3=-1(LC 9),4=-41(LC 8) Max Grav2=105(LC 1),3=30(LC 3),4=132(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=4.2psf;BCDL=3.Opsf;h=25ft B=45ft;L=24ft;eave=oft;Cat.ll; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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. I 5)Refer to girder(s)for truss to truss connections. ♦♦♦`�P�'••• �'9/1,�i 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,3,4. `♦♦NG . G E N,3 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ;• F •'. -a. e No 53681 ' T STAE OF �i R C? .��% FL Cert. 6634 December 22,2014 WARNING-Vesify design laar'a peters—d RBAD N07S&0N771fS AND INCLUDBD A9TRK RBPBRBNCB PAGB i9t-7473 BBFORS USE. ' Design valid for use only with MITek connectors.This design is based only upon parameters shown,and Is for an IncilNdual building component. Applic bitty of design parameters and proper incorporation of component Is responsibility of building designer not truss designer.&acing shown is for lateral st>nport of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 6904 Parke East Blvd. fabrication,quality control,storage,delivery.erection and bracing.consult ANSI/tPII Quality Criteria,DSB-89 and SCSI Building Component Safety Information availablefxfiber is peed,.the design valves aRe those 2.Alexandria,VA 22314. effecU've Qj/01/20L3 by ALSC Tampa.FL 33610-4115 I Southern Rine JSP) � fuss russ ype Oty Ply Aria Homes/Shepard Res/JW K 76709995 J140462 UJ18 Flat 1 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:11 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-W Cn_9t¢N4j U?DkgF140PhZMngzbPdwnzs I W 77jy7ME E -2 2-6-12 3-11-6 0-z-0 2�-12 1-4-10 1 1.5x4 1 $ 2 1.5x4 11 9 3 Scale=1:9.1 t 6 1 4 Adequate Support Required 7 1.5x4 11 5 1.5x4 II _1- 2-6-12 3-11-4 3-11-6 _1 2-8-4 1-4-8 0- -2 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) -0.00 6 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.00 5-6 >999 360 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) 0.00 6 >999 240 Weight:14 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Fbe ek recommends that Stabilizers and required cross bracing nstalled during truss erection,in accordance with Stabilizer allation guide REACTIONS. All bearings Mechanical except Qt=length)5=0-5-8. (Ib)- Max Horz6=-27(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)3,5,6 Max Gray All reactions 250 Ib or less at joint(s)3,4,6 except 5=266(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=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft Cat.ll; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 3-10-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. ' 3)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ,`1%J 1111 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 ,� >�` S �., fit between the bottom chord and any other members. %%�` ``P•"••• ••V`'9 ��j 5)Refer to girder(s)for truss to truss connections. `% NG .••�G E N S•• �/ �i 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,5,6. � 4�•• F•••.Q �•, 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. No 53681 �(S4w :�0:. STATE OF ` � 0R \�"�C?�% i FL Cert. 6634 December 22,2014 7,., G-Yerify design pas---n to and RBAD NOTES ON THIS AND INCLUDED NUTEK REFBRBNCE PAGE h91-7473 BBIn, US& valid for use only with Mfiek connectors.This design Is based only upon parameters shown,and Is for an Individual building compon Applicability of design parameters and proper Incorporation of component Is re Illy of Aiding designer-not truss designer.&acing is dl ofIndividual bracing o ihero�erall sAddtllorlal temporary tructure Is the eM� �ii hof t0 insure stability the building desl(lner F9 or generaluidance regconstruction Is the arding IIMiTek• quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Componen6904 Parke East Blvd. Pa imine SP} exnher is specified,tfie desi$+r valr.oes ar'e ttiLhaze effect a6,�61/2013 by RLSC Tampa.FL 33610-4115 runstruss lype Oty Ply Aria Homes f Shepard Res/JW K T6709996 J140462 UJ19 Flat 1 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:12 2014 Page 1 I D:VKMXOVXcQs?TGQtXBw7rLxy7oku-?PLMM 1_?rOcsruFRJoXeDmvxHNxVMN u65yFhf9y7MED H2 -2 2-6-12 5-3-6 2-6-12 2-8-10 Scale=1:10.9 1.50 II 1.5x4 II 1 8 2 9 3 6 Adequate Support Required 4 7 1.50 1' 1.5x4 11 5 -1 2-6-12 5-1-11 -3 _1 2-5-4 2-6-15 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) -0.00 5 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) -0.00 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) 0.00 6 >999 240 Weight:181b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. �be Tek recommends that Stabilizers and required cross bracing installed during truss erection,in accordance with Stabilizer stallation guide. REACTIONS. All bearings Mechanical except Qt=length)5=0-5-8. (lb)- Max Horz 6=-28(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)3,6 except 5=11 O(LC 9) Max Gray All reactions 250 Ib or less at joint(s)3,4,6 except 5=338(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-290/164 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft eave=oft;Cat.11; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 5-2-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. ,�f,�tt 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� L S 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 ,�� �P........M 9 fit between the bottom chord and any other members. ��N \G E N S*:•.G' ,/ .i 5)Refer to girder(s)for truss to truss connections. •• ••Q i 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,6 except Qt=1b) , •• No 53681 ;. 5=110. =�* ; •: 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. = _ AAW�f _ OF STATE441 . •lV O R 10 P`JG��% •,����`�, % 1�N A� ���� FL Cert. 6634 December 22,2014 WARNING-Verify design ym'anreters mrd READ NOTES ON TUTS AND INCLUDED bII7J3KREPBRENCB PAGE MI-7473 BEFORE USE. Design valkl for use only with Mffek connectors.This design Is lased only upon parameters shown,and h for an indlNdrwl buiding component. Applk;ablity of design parameters and proper Incorporation of component Is responsibility of building designer-not fruss designer.Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication quality control,storage,delivery,erection and bracing.consult ANSI/TPIII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute,781 N.Lee Street.Suite 312 Alexandria VA 22314. Tampa,FL 33610-4115 ff Sauthem Pine(SP)turnber is specified.the design values are these effective Obf01/2013 by ALSO p runs runs ype city Aria Homes/Shepard Res/JW K T6709997 J140482 UJ20 Flat 1 1 Job Reference(q----` Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:13 2014 Page 1 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-TbvkaN_dcKk)T2gdtV2tm_R_4n2X5nLGJc?EBby7MEC _2 2-6-12 6-7-6 2 21-12 4-0-10 Scale=1:13.2 3x4= 3x4= 1 2 9 10 3 n 71 1 i 5 4 7 2x4 8 1.5x4 11 6 3x4= 2-6 12 4-5-9 6-7-5 6-7-6 2-6 1-10-13 2 1 12 0 -1 LOADING(psi) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) 0.06 5 >798 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(TL) 0.08 5 >574 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) -0.04 3 n1a Na BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Wind(LL) -0.06 5 >799 240 Weight:29 Ib Fr=20% LUMBER- BRACING- TOP CHORD 20 SP No.1D TOP CHORD Structural wood sheathing directly applied or 6-7-6 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 3=122/Mechanical,4=-143/Mechanical,6=933/0-5-8 Max Horz6=-29(LC 10) Max Uplift3=-50(LC 9),4=143(LC 1),6=357(LC 8) Max Grav3=122(LC 1),4=71(LC 8),6=933(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-7=-l93/290,1-2=-483f702 BOT CHORD 5-6=-702/483 WEBS 2-6=-788/465,1-6=-762/509,2-5=530!771 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.ll; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 6-6-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate ,`11111 111 1//11.*, grip DOL=1.60 �� E`" S. #�j 2)Provide adequate drainage to prevent water ponding. y\I ......... 1 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %`% N .••�G E N$•' 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 ; ��•• F•••.Q_ tit between the bottom chord and any other members. No 53681 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 Ib uplift at joint(s)3 except Qt=1b)4=14&(*: 1 ! = 6=357. It 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated loads)227 Ib down and 110 Ib up at -0-24-P S TATE O F __.:• �� on bottom chord. The design/selection of such connection device(s)is the responsibility of others. i LOAD CASE(S) Standard 1.00,Plate Increase=1.00 ........ ...•••111`%% Dead (balanced):Lumber Increase= "0j1s0 NA, , Uniform Loads(plf) Vert:1-3=-93,4-8=-13 Concen1frated Loads(b) Vert:8=-224 FL Cert. 6634 December 22,2014 0 WARMNG-V-ify design p-----t-.—d READ NOTES ON THIS AND INCLUDED bIITEIC REPBRP.NCE PAGE 191 7473 6BFORB t/SE. Design vaild for use only with M11ek connectors.This design Is based only upon parameters shown,and Is for an individual balding component. Applicabllly of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.&acting shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction h there regardingility of the MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the"ding designer.For general guidance Component 6904 Parke East Blvd. fabrication,quality control,storage,delivery,erection and bracing.consult ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component if Souu herrn pine JSP)lluuvibe+r is specAred,the design valves are those2ed!Ie{tiY@ 06/01/2013 by ALSO Tampa,FL 33610-4115 ------------ Aria Homes/Shepard Res�/JWK russ russ ype ty Y T67099978 UJ21 Monopitch Girder I � ) M ! 2 Job Reference(optional) 14 Page I k Tv I Manning Building Supplies, Jacksonville,FL 7.600 s zu;e()14 MAI I ek Inn cis usifiess�IlnncFfi Dec,19�16:4314�220 ID:VKMXOVXcQs?TGQtX8w7"7oku-xnT6ni?FNdsZ4CPqQDZ6JB_gKAWLqCyPYGknk2y7MEB 7-2-15 10-10-6 1112 3-5-11 Z3-/-t -1_2 Scale 1:18.7 0.18[1-2 NAILED NAILED NAILED NAILED NAILED 3X4 1 3x5 12 2 3X5 13 14 3 30 15 16 4 5 F F NAILED NAILED 8 NAILED NAILED 7 10 20 21 11 3X5 11 17 18 19 3x5 NAILED NAILED 3X6 6 NAILED 9 NAILED 3X5 11-0-3 7-2-15 10-10-6 1 3-7-7 0-1- 0-0-1 Plate Offsets(XY)-- f4:0-2-8,0-0-81 LOADING(psf) SPACING- 1-4-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.77 Verl(LL) 0.01 8-9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.41 Vert(TL) 0.01 8-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) -0.01 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Wind(LL) 0.01 8-9 >999 240 1 Weight:104 lb FT=20% LUMBER- BRACING- or 6-0-0 oc puffins, except TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied BOTCHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 4-9-9 oc bracing. REACTIONS. (lb/size) 9=1935/0-7-12,7=89/Mechanical Max Horz9=28(LC 24) Max Uplift9=-684(LC 4),7=-230(LC 6) Max Grav9=1935(LC 1),7=192(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 1-10=-178/522,1-12=-910/2707,2-12=-909/2710,2-13=-54911041,13-14=-547/1039, 3-14=-547/1041 BOT CHORD 10-1 7=-319/104,9-17=-319/104,9-18=-2706/904,18-19=-2706/904,8-19=-2706/904, 8-20=-1 041/544,20-21=-1041/544,7-21=-1 041/544 WEBS 1-9=-2500/847,2-9=-960/34112-8=-687/2076,3-8=-499/192,3-7=-565/1082 NOTIES- 1)2-ply truss to be connected together with 10d(0.131"x&')nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. %11%J1111111111JI111 Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. L S. S%%� ��....... Webs connected as follows:2x4-1 row at 1-0-0 oc. \X 2)All loads are considered equally applied to all plies,except it noted as front(F)or back(B)face in the LOAD CASE(S)section,Ply to ply 0 -**GEN % N S'i" connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. -zl 4; 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11, Exp D;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.6l;Z., No 53681 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i-ir X 6)*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 Ili ft ..13 '. STATE , F Z fit between the bottom chord and any other members. 1110 .. 7)Refer to girder(s)for truss to truss connections. 0. X� . "Ic, / !�, 8)Provide mechanical connection(byothers)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except at=lb)9=684, 0 R \ D-"* 7=230. is and design of this truss. &/ONAX, 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analys III %% 10)"NAILED"indicates 3-1 Od(0.1 48"x3")or 2-12d(0.1 48"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. '1111111110, 11)Kwger(q)or other confinaction de-v!c*sL)f Shal]be pruAded sjdfic�to support concentrated lGad(s)550 lb down and 168 lb up at -0-2-13,and 308 lb down and 136 lb up at 4-5-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. F FL Cert. 6634 LOAD CASE(S) Standard December 22,2014 C�%% Continued on cacie 2 ,&WARNING V_-ify d�ajyn pa,-w­t�—d READ NOTES ON 7WIS AND INCLUDED JWTRK REFERENCE PAGE A91 7473 BEFORE USE. This design Is based only upon parameters shown,and Is for an Individual building component. B UE C�7 ne -4-not truss designer.Bracing shown Design valid for use only with MITek conre W, Applicability of design parameters and proper Incorporation of component Is responsibility of building des4grY '"y ding .t kj is for laierai support of Individual web members only. Addlf"temporary bracing to insure stability during construction Is the responsibillItY of the the espons"ity of the building designer.For general guidance regarding Welk' erector. Additional permanent bracing of the overall structure Is F uIlding Component 6904 Parke East Blvd. fabrication,quality control.storage,delivery.erection and bracing.consult ANSI/TPI I Quality Criteria,DSB-89 and BCS1 8 Safety Information avallable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610-4115 N Southef-n pine Isp)junlkw is speciffied,the design values are those effective 06/01/2013 by ALSC __I Job russ I russ I ype ty y Aria Homes/Shepard Res/JW K T6709998 J140482 UJ21 Monopitch Girder 1 n G Job Referencetional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:14 2014 Page 2 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-xnT6ni?FNdsZ4CPgQDZ6JB_9KAW LgCyPYGknk2y7MEB LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:1-4=-93,4-5=-1 3,6-11=-13 Concentrated Loads(lb) Vert:11=-543 12=21(B)13=30(B)14=36(B)15=-25(B)16=-78(B)17=-2(F=-1,B=-1)18=-308 19=14(F=7,B=7)20=-6(F=-3,B=-3)21=23(F=-11,B=-11) Q WARNING-Verify design p---ter.and READ NOTES ON THIS AND INCLUDED 19TEK REFERENCE PAGE 1,91-7473 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. Applicability of design pafameters and proper Incorporation of component Is responsibility of building designer-not muss designer.Bracing shown Is for lateral support of indtvidual web members only. Additkxial temporary tracing to Insure stability during construction Is The responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qudlty control,storage,dellvery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312 Mexancirla,VA 22314. Tampa,FL 33610-4115 ff Southern Pine{SP)Iwnber is specked,the design values are those effective 06/01/2413 by ALSC p rUsS rU55 ype ty y Aria Homes/Shepar�Res/ 76709999UJ22 Diagonal Hip Girder 12 Job Reference t Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries.Inc. Fri Dec 19 16:43:15 2014 Page 1 I D:VKMXOVXcQs?TGQtXBw7rLxy7oku-P_1 V_2Ot8x_QiM_0_w4LrPXLDatxZgW YI1wULGUy7MEA 6-9-14 10 5 1 _P_1 3E-3 3-3-11 3-73 Scale=1:17.8 0.18 F12 NAILED NAILED 3x4= NAILED NAILED NAILED 1.5x4 3x4= 16 4 5 1 3x5= 12 2 13 14 3 15 17 1 18 8 19 20 7 10 11 NAILED NAILED 3x5— NAILED NAILED 3x5= 3x4 II NAILED RE NAILED NAILED NAILED 6 9 3x5= 3-6-3 6-9-14 10-5-1 3 3-6-3 3-3-11 3'7 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) 0.01 8-9 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.33 Vert(TL) 0.01 8-9 >999 360 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(TL) -0.01 7 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) -0.00 8-9 >999 240 Weight:98 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-4 oc bracing. REACTIONS. (Ib/size) 9=1477/0-7-12,7=17/Mechanical Max Horz 9=41(LC 5) Max Uplift9=-532(LC 4),7=-257(LC 16) Max Grav9=1519(LC 17),7=189(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-155/473,1-12=-758/2228,2-12=-757/2232,2-13=-376/816,13-14=-376/815, 3-14=-375/818 BOT CHORD 10-17=-264/92,9-17=-264/92,9-18=-2228/772,8-18=-2228!772,8-19=-806/393, 19-20=-806/393,7-20=-806/393 WEBS 1-9=-2052/702,2-9=-887/316,2-8=-570/1631,3-8=-476/175,3-7=-354/826 NOTES- 1)2-ply truss to be connected together with 10d(0.11311"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. `,`��'1 Webs connected as follows:2x4-1 row at 1-0-0 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 � �' of connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ��% (jC .••GEA/• �(j �i 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opst;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; ��S; •��,� SF•'.�� �i Exp D;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL--1.60.1.- :• Q plate grip DOL=1.60 No 53681 4)Provide adequate drainage to prevent water ponding. * I •• 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ where a rectangle 3-6 0 tall by 2-0-0 wide will 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas ;.�• !�� fl- fit between the bottom chord and any other members. STATE OF ::��'-ft 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)9=532, �� ,�•.•�(` P ,: 7=257. O R I 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. s ', •• ••• •G•� �� 10)"NAILED"indicates 3-10d(0.148"x3')or 2-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. ��I SAO 11 A,-L ��� 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)486 Ib down and 148 Ib up at �I�� �'1��� -0-2-1:3 on bottom chord. The des4Vseleetion of such connection devi>*s)is the responsiWity of others. LOAD CASE(S) Standard FL Cert. 6634 December 22,2014 Continued on Daae 2 Q WARMM-V-ify design pm —mrd READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE PUI-7473 BEFORE USB. Design valid for use only with Mitek connectors.ibis design is based only upon parometers shown,and is for an kWividual bWdirtg component. Applk:abAity of design parameTers and proper Incorporation of component k responsibility of txdlding designer-not inrss designer.&acing shown Is for laterd support of irxllvklual web members only. Additbnal Temporary bracing to insure stablliTy durhg construcibn Is the respor7sibYilfy of the MiTek" erecTor. Addtlond permanent bracing of the overall strucNre Is the respor>sibillty of the Lwlldirt designer.For general g ^9e r�P9 6904 Parke East Blvd. fabdcatbn,quality control,storage,delNery,erection arxJ bracln9•consult ANSI/TPII Quality Crlteda,DSB-89 and BCSI Build! Com nent tf Satytrtfiem Patie(SP]I�+mnlaer isrspecifi�ed,Tthe design val es ue thoze2effective Db/01/2013 by RLSG Tampa,FL 33610-4115 p toss runs ype ty y Aria Homes/Shepard Res!JW K 76709999 J140462 UJ22 Diagonal H�Girder 1 A G Job Reference tional Manning Building Supplies. Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:15 2014 Page 2 I D:VKMXOVXcQs?TGQtX8w7rLxy7oku-P_t V_20t8x_QiM_0_w4LrPXLDatxZg W Yr1wULGUy7MEA LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:1-4=-93,4-5=-13,6-11=-13 Concentrated Loads(lb) Vert:11=-480 12=38(F)13=-16(F)14-61(F)15=-9(F)16=-63(F)17=6(F=3,B=3)18=23(F=12,B=12)19=-1(F=-O,B=-1)20=26(F=-9,B=35) WARNING-Va fy design p--,-t ens and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE hfft 7473 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. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown erfor ector. Additionalincl ofIndividual Iweb members bracing of the overdl sfrucfuare isTemporary ihe responsibility bracing f the building deto insuie- signer.for gentruction e g Is the iAckxtce regardingarrding tAilly of the MiTek• fabrication,9u�ryy,control,storage,delivery.erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd. If Seou information Wine ISP)lumber isTruss specrfned,Institute, ke design values are those e(fectnreAlexandria. 06/01/2013 by ALSO Tampa,FL 33610-4115 Truss Truss Type ty Aria Homes/Shepard Res/JW K T6710000 1140462 TO1 Hip Girder 2 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:59 2014 Page 1 I D:xgEK4i?DBTQMbb7GJz000oy8g 1 C-tv3Sdagryt zinumx2ZobC 1 sar7SVpSyC5RcVipy7MEQ -q-2rO 2-8-12 5-10-0 1-7-0 10-4-4 }0-8-1t 13-5-0 13-7r0 0'2-0 2-6-12 3-1-4 1-s-0 2-9-4 b a-0 2-8-12 u-z-0 Scale=1:23.5 0.25 F12 5x5= 5x5= 1 17 2 3 4 5 18 6 m vh 16 15 13 12 19 11 10 8 7 1.5x4 14 4x7— 4x7= 9 1.5x4 2�-12 5-t0-0 7-7-0 10-8-4 13-5-0 21-12 3-1-4 1-9-0 3-1-4 2-8-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) 0.02 11-12 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.24 Vert(TL) 0.03 11-12 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) -0.01 9 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) -0.02 11 >999 240 Weight:67 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 7-11-9 oc purlins, except BOT CHORD 2x4 SP N0.2'Except' end verticals. B2:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.2 10-0-0 oc bracing:15-16,7-8. F k recommends that Stabilizers and required cross bracing stalled during truss erection,in accordance with Stabilizer llation guide REACTIONS. (Ib/size) 14=957/0-5-8,9=938/0-5-8 Max Horz 14=58(LC 7) Max Upliftl 4=-641(LC 4),9=-652(LC 5) Max Gravl4=993(LC 39),9=996(LC 36) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-17=-279/594,2-17=-279/600,2-3=-539/993,3-4=-530/945,4-5=-539/996, 5-18=-277/587,6-18=-277/581 BOT CHORD 13-14=-595/312,12-13=-596/312,12-19=-945/574,11-19=-945/574I 10-11=-580/252, 9-10=-582/252 WEBS 2-14=-687/481,5-9=-677/479,1-14=-627/296,6-9=-637/301,3-12=-330/124, 2-12=-809/844,4-11=-350/117,5-11=-799/814 11111111//j� NOTES- 1) 1)Unbalanced roof live loads have been considered for this design. �� ``P 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.ll; %NC •-`GENS'••, C/ �� Exp D;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL-1.6001 : ;• F ••,Q w plate grip DOL=1.60NO 53681 • 3)Provide adequate drainage to prevent water ponding. * ; •: 4)All plates are 3x4 MT20 unless otherwise indicated. _ J'• - 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *; 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. i STATE Q F 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 641 Ib uplift at joint 14 and 652 Ib uplift at joint 9. i4-T••,A,� \� 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� �s R �••.• G % 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)83 Ib down and 88 Ib up at 5-10-0, �I�, S� and 83 lb down and 88 lb up at 7-7-0 on top chord, down -30 lO9 lb up 13-6-12 and 516 Ib p at 6 0 0d,a 159 Ib down 516 lb up on bottom chord. design/selection cof sconnection b do nuchnl59 �, �N III, devic*sj IS the reSpiansi&t hly of others, 10)N/A 11)N/A FL Cert. 6634:::] Continued on page 2 December 22,2014 0 WARMING-Verify design p---t--and READ NOTES ON THIS AND INCLUDED M713K REPERENCE PAGE MII-7473 BEFORB USE. Design valid for use only with Mrrek connectors.This design Is based only upon parameters shown,and Is for an Individual building component. Appiicabl ity of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Irwxe sic"Ilty during construction is the responsibility of The MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,761 N.Lee street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610-4115 if Southern Pine(SP)tunhber is specified,the design values are those effective 06/01/2013 by ALSC toss toss ype FlyArta Homes!Shepard Res!JW K 767100001 J140482Tot Hip Girder 2 1 Job Reference tional Manning Buildin_:7 g Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:42:59 2014 Page 2 I D:xgEK4i?DBTQMbb7GJzQ0Ooy8g i C-tv3Sdagry1 zinumx2ZobC 1 sar7SVpSyC5RcViPy7MEQ NOTES- 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 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-6=-140,7-16=-20 Concentrated Loads(lb) Vert:3=68(B)4=68(6)8=-97 16=-97 11=137(B)19=137(B) QWARMNO-Vaify design par.amctars and READ NOTES ON THIS AND INCLUDED WTEK REPERP.NCE PAGE J61-7473 BEFORE USB. " Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an indlvldual building componenT. Applicability of design parameters and proper Incorporation of component Is re sponslWllry of building designer-not truss designer.Bracing shown MiTek• Is for lateral support of Individual web members only. Additional temporary braciro to Insure stability during construction Is the resporulbiliity of the erector. Additional Permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 6904 Parke East Blvd. fabrication,quality control,storage,delivery,erection and bracing•consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Bulldirg Component Safety 5 ty Inf rn Pie Sp)tau em�6from Truss plate Instftite.781 N.Lee Street.St er is specified,the design Tues are thase2effective o6/01/2013 by ALSO Tampa.FL 33610-4175 toss fuss ype Aria Homes I Shepard Res/JW K T67100011 J140482 T02 COMMON 5 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:00 2014 Page 1 ID:xgEK4i?DBTQMbb7GJz000oy8g1C-L5dgrwgTgK5ZP2L7cGJqkFPuvXkvYweLK5L2Esy7MEP 2-10-12 6-10-8 10-10-4 13-9-0 2-10-12 3-11-12 3-11-12 2-10-12 Scale=1:23.6 0.25 12 1.5x4 II 5x5= 1.5x4 11 3x4= 1 3x4= 10 2 3 4 11 5 I m 9- 6 9 1.5x4 I 7 1.5x4 8 3x8= 3x8— This truss is designed to be used for roof application only. 2-8-0 2-10-12 10-10-41 -1-0 13-9-0 2-8-0 0-2- 2 7-11-8 0-2-12 2-8-0 Plate Offsets(X,Y)-- 1170-0-0,0-0-01,[5:0-0-0,0-0-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.08 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.19 7-8 >502 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 7 n/a rVa BCDL 10.0 Code FBC2010/fP12007 (Matrix-M) Wind(LL) -0.02 7-8 >999 240 Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 8-10-14 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. rbe iTek recommends that Stabilizers and required cross bracing installed during truss erection,in accordance with Stabilizer stallation guide. REACTIONS. (Ib/size) 8=538/0-5-8,7=538/0-5-8 Max Horz 8=57(LC 11) Max Uplift8=-452(LC 8),7=-452(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-414/111,2-10=-414/113,2-3=-409/113,3-4=-409/113,4-11=-414/113, 5-11=-414/111 BOT CHORD 7-8=-217/269 WEBS 1-8=-1 10/457,2-8=-251/232,3-8=-379/441,3-7=-379/440,4-7=-251/232,5-7=-110/457 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.ll; `1111111111/11�� Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 2-10-12,Interior(1)2-10-12 to 13-7-4 zone;cantilever left `�� L S J, and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 ........41,9^ plate grip DOL=1.60v 3)Provide adequate drainage to prevent water ponding. �\�••�\ 5'�•••'/Q��'' 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. NO 53681 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 452 Ib uplift at joint 8 and 452 lb uplift at joint 7. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �:,., STATE F i _ 5 1O N A1%0" �`• Iln FL Cert. 6634 December 22,2014 Q WARNING Vmify design pmmnete and READ NOTES O�fy IS AND INCLUDED MI7F.K REFER.P.NCB PAGE WI-7473 BEFORE USE. ° Design valki for use, se only wilh MITek connectors.this design is based pon parown,and is(or an kidivldual building component. Des"'abHldesigoffs respof twllding designer-not thus designer.&acing shown to s tor1Adoperrrra11 nentacingorveri #ryl itt ro the buAding desig,stability ner.for guidancetruction Is the regard lig of the MiTek' fatxlcatlon.qudlty control,storage,delivery.erection and fxacing,conallt ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. tf eSo�t' em Pn a(SPj i�uxnkret is spec TtFied tfie 7design wires a►+=tlro3e2eSe'Ct1"ve U6'f O%2413 by AISC Tampa,FL 33610-4115 0 russ runs ype ty Aria Homes/Shepard Res/JW K T6710002 J140482 TJ01 CORNER JACK 6 1 Job Reference o lion Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 M. Industries.Inc. Fri Dec 19 16:43:00 2014 Page 1 ID:xgEK4i?DBTQMbb7GJz000Oy8g1C-L5dgrwgTgK5ZP2L7cGJqkFPwjXrbYxWLK5L2Esy7MEP 1-8-15 1-8-15 1 1.5x4 11 0.25 12 Scale=1:9.9 2 i iT 0 e 6 i qi 4 1 j Adequate Support Required 3 5 1.5x4 ! This truss is designed to be used for roof application only. 1-8-15 1-8-15 LO�ADINGsf) SPACING 2 0-0 CSI. TDEFL-L in (loc) I/deft Ud PLATES GRIP TC0.0 Plate Grip DOL 1.25 TC 0.07 ) 0.00 4 >999 240MT20 244/190 TC0.0 Lumber DOL 1.25 BC 0.06 ) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00L) -0.00 2 n/a Na Weight:7 Ib FT=20% BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-15 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 2=46/Mechanical,4=70/Mechanical,3=17/Mechanical Max Horz4=-45(LC 10) Max Uplift2=-46(LC 9),4=-44(LC 8),3=-6(LC 12) Max Grav2=46(LC 1),4=70(LC 1),3=30(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuit=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft B=45ft;L=24ft;eave=oft;Cat.II; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 ,,` %J 1 f 11 f f II11.' fit between the bottom chord and any other members. % 5)Refer to girder(s)for truss to truss connections. E N S 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 46 Ib uplift at joint 2,44 Ib uplift at joint 4 `��N� C and 6 Ib uplift at joint 3. �'• a '� 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. : No 53681 it �O•,� STATE F4ij ` FL Cert. 6634 December 22,2014 7r,.,i-r,. NING-Va fy d—i9-Paranretma and READ NOTES ON THIS AND INCLUDED§UTBK RBFBRBNCB PAGE MII-7473 BE£ORB USE. ' alid for use only with Mffek connectors.This design Is based only upon parameters shown,and Is for an kndlvidual building component. Applicability of design parameters and proper Incorporation of component h responsibility of building designer-not truss designer.Bracing shown MiTek• ral support of Indivkival web members only. Additional temporary bracing to Insure stability during conshucibn h the responsibAliry of the . Additional permanent bracing of the overall structure Is the responsibility of the"ding designer.For general guidance regarding bn,quality control,storage,delivery,erection oral LxacI ng,consult ANSI/TPII Quality Criteria,OSB-89 and BCSI Building Component 6904 Parke East Blvd. Information avaYable from Truss Rate Instttufe,781 N.Lee Sheet,Suite 312.Alexandria VA 72314. Tampa,FL 33610-4115 lem Pine(SPJ lumber is spec-died,the design values xethase effective 06/!)1/2013 by AI.SC toss runs ype ty y Aria Homes/Shepard Res/JW K 76710003 J14 4482 TJ02 CORNER JACK 6 1 Job Reference tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:01 2014 Page 1 iD:xgEK4i?DBTQMbb7G—.-- ooy8g1C-pHBC2Gr5ReDP1CvKA_g3HSy5txASH06VZ15bmly7MEO 3-8-15 3-8-15 Scale=1:10.0 0.25 12 1.5x4 11 g 3 1 1.5x4 12 1� m 0 o N n 6 Adequate Support Required 4 7 1.5x4 11 This truss is designed to be used for roof application only. 5 1.5x4 II 2-11-8 3-8-15 2-11-8 LOADING(psf) SPACING- 2-0 0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5-6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.00 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.04 Horz(TL) 0.01 3 Na Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Wind(LL) 0.00 5-6 >999 240 Weight:141b FT=20% LUMBER- BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. id ceiling directly applied or t0-0 0 oc bracing. WEBS 2x4 SP No.2 BOT CHORD Rig MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. All bearings Mechanical except Qt=length)5=0-5-8,6=Mechanical. (lb)- Max Horz6=-45(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)3,4,6 except 5=-151(LC 9) Max Grav All reactions 250 Ib or less at joint(s)3,4,5,6 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=4.2psf;BCDL=3.opsf;h=25ft;B=45ft;L=2411;eave=4ft;Cat.11; Exp D;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 3-8-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. %1 11�11�� load nonconcurrent th any other live loads. 4)*This truss has been designed for ahis uss has been desined for a li a load o.0 psftf tom 20.Opsf onchordl the bottom chord in all ve areas where a rectangle 3-6-0 tall by 2-0-0 wide will `���,, L S. �1�I���� fit between the bottom chord and any other members. `'P�••• •••'V/� ,��� �(j_ E N � G � 5)Refer to girder(s)for truss to truss connections. .•Q i` 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,4,6 except Qt=1b) : G S• / No 53681 ' 5=151. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. :�• STATEr `kV '�4ss,O N AX-'�G%� FL Cert. 6634 December 22,2014 7rwi; NO-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTBK RE�PBRBMCB PFOB IYTII-7473 BBFORB USB.alid for use only with Mflek connectors.This design Is based only upon parameters shown,and Is for an IndlAduc twilding component. lilty of design parameters and proper IncorPoratbn of component h responsirllity of building designer-not hlonuss designer.pacing shownMiTekral support of Individual web members only. Additional temporary bracing to Insure stability during consty 11 q Is the responsibility of the Additional permanentbracing of the overall structure Is the responsibility of the building designer.for general guidance regarding 6904 Parke East Blvd. on,quality control,storage,delNery,erection and txacing,consult ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component Tampa,FL 33610-4115 formation available fron Taus Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. ern Pine(SP)lumber is specked,tine design valves oars tAlose effective t}6f01/2013 by ALSO Truss truss lype Oty Ply Aria Homes/Shepard Res/JW K T6710004 1140462 TJ03 JACK-OPEN 4 1 Job Reference o tional Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:01 2014 Page 1 I D:xgEK4i?DBTQMbb7GJz000oyBg 1 C-pHBC2Gr5ReDP 1 CvKA_g3HSy41 xAAH0yVZ15bmly7MEO 2 8-12 5-10-0 2-8-12 3-1-4 0.26F1_2 Scale=1:12.3 1.5x4 11 1.5x4 I 1 8 2 9 3 m N N 6 ad C? 0 Adequate Support Required 4 7 1.5x4 I This truss is designed to be 5 used for roof application only. 1.5x4 II 2-812 5-9-4 _ 5-1Q-0 F 2-8-12 3-0-8 Ov 2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 4-5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.01 3 n/a Na BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Wind(LL) 0.00 5-6 >999 240 Weight:20 ib FT=20 LUMBER- BRACING- TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing I Ibe installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. All bearings Mechanical except Qt=length)5=0-5-8,6=Mechanical. (lb)- Max Horz 6=46(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)3,6 except 5=-188(LC 9) Max Grav All reactions 250 Ib or less at joint(s)3,4,6 except 5=282(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-209/298 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.11; Exp D;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 5-9-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 %J1111I11111�,, 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. `�� EL S. I� 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 � \XP 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 Ib uplift at joint(s)3,6 except Qt=1b) N 0 53681 5=188. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this Huss. _ = STATE OF 44/ - •�U. SAO N AL�;`,�% "1111111110, FL Cert. 6634 December 22,2014 A^JWARNING Voify design p--et—and READ NOTES ON THIS AND INCLUDED 69TEK REFERENCE PAGE 691-7473 BEFORE USB. Design valid for use only with MfTek connectors.This design Is based only upon parameters shown,and Is for an Individual Wilding component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the idMiTek• erector, Additional permanent bracing of the overall stricture Is the responsibility of the b(Ading designer.rot general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovalloble from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610-4115 If Southern Pine(SPI lumrber is specified.the design values are tftose effective 06/01/2013 by ALSO russ russ ype 7772 Aria Homes/Shepard Res!JW K 767100051 J140482 TJ04 Diagonal Hip Girder Job Reference optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 Mitek Industries,Inc. Fri Dec 19 16:43:02 2014 Page t I D:xgEK4i?DBTQMbb7GJz000oyBg 1 C-HUkaGcskCyLGeMU WjhLIpgUBQLT30nEenPg9Jky7MEN 2 1 3-9 9 8-1-8 0 2 7 3 9 9 4-3-15 Scale=1:15.8 0.18 12 NAILED NAILED 1.5x4 11 NAILED NAILED 3x5= 1 3x4= 10 2 11 3 4 EEI 9 5 12 13 6 8 NAILED 9 NAILED 3x5= 1.5x4 I! NAILED 7 NAILED 3x4= 3-9-9 8-1-8 3-9-9 4-3-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.01 6-7 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Veit(TL) 0.01 6-7 >999 360 BCLL 0.0 ' Rep Stress Incr NO WB 0.31 Horz(TL) -0.01 6 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Wind(LL) -0.00 6-7 >999 240 Weight:78 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-7-12 oc bracing:6-7. REACTIONS. (Ib/size) 7=1432/0-7-12,6=-266/Mechanical Max Horz 7=46(LC 24) Max Uplift7=536(LC 4),6=-492(LC 17) Max Grav7=1580(LC 17),6=148(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-146/432,1-10=-719/2090,2-10=-717/2094 BOT CHORD 7-13=-20891712,6-13=-2089/712 WEBS 1-7=-2174!735,2-7=-973/318,2-6=-738/2165 NOTES- 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 1-0-0 oc. Bottom chords connected as follows:2x4-1 row at 1-0-0 oc. Webs connected as follows:2x4-1 row at 1-0-0 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 plyconnections rwise 3)Wind:ASCEhave been 7-10;Vult=11rovided to 30mph(3-secondstribute only gust)Vasds 101 mph;TCDLnoted as(F)or(4)2pst;BCDL,unless e3.Opsfnh=25ftd;,B=45ft;L=24ft;eave=oft;Cat.11; �� P. ;•S' All Exp D;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 % C) V`G E N 3�c••G1i �� plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. - NO 53681 :. 5)This truss has been designed fora 10.o psf bottom chord live load nonconcurrent with any other live loads. - ► *� 1 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will= = fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. ,;% ••� apable of withstanding 100 Ib uplift at joint(s)except(jt=1b)7=536 8)Provide mechanical connection(by others)of truss to bearing plate c , STATE F 6=492. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. %T� -nails.For more details refer to MiTek's ST-TOENAIL Detail. O R ±O P•'��, 10)"NAILED"indicates 3-1 Od(0.148"x3")or 2-12d(0.148"x3.25")toe �� `` 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)373 Ib down and 114 Ib up at �j l� ••••• •!�� � -0-2-13 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. ��I.1 11 N A; LOAD CASES}Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 FL Cert. 6634 Uniform Loads(plf) Vert:1-3=-140,3-4=-20,5-9=-20 December 22,2014 Continued on Dacle 2 QWARMNG Verify design p—'—nct--and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE JOU-7473 BEFORE USE. • Design valki for use only with MITek connectors.This design is based only upon parameters shown,and Is for an InchAdual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MTek Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the III erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer.for general guidance regarding 6904 Parke East Blvd. fabrication,quality control,storage,delivery,erection and bracing•consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Tampa.Parke 33610-4115 ass Blvd. Safety Information available from Truss Plate InstrTufe,787 N.values thaseLee Street.Suite 2,Alexandria VA 22314.efectisre osf0%2013 by AtSC if Southern Pine(SP)lumber is specified,the design Truss Truss TypeAria Homes/Shepard Res/JW K T6710005 J140482 TJ04 Diagonal Hip Girder 4 �f G Job Reference(optional) Manning Building Supplies, Jacksonville,FL 7.600 s Sep 23 2014 MiTek Industries,Inc. Fri Dec 19 16:43:02 2014 Page 2 I D:xgEK4i?DBTQMbb7GJz000oyBg 1 C-H U kaGcskCyLGeMU WjhLIpgU80LT30nEenPg9Jky7M EN LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:9=-368 10=305(F=152,B=152)11=63(F=32,B=32)12=22(F=11,B=11)13=64(F=32,B=32) 0 WARNING�Vaijy dcsiyn you m t—and READ NOTES ON THIS AND INCLUDED AUTEK REPEREINCE PAOB Jol-7473 BEPORS US& Design valid for use only with MITek connectors.This design is based only upon parameters shown,and Is for on Individual building component. Appllcabtllty of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Ls for lateral support of Individual web members only. Additional temporary tracing to Insure slabBlty dura ng construction Is the responsibility of the MiTek erector. Addllfonal permanent bracing of the overall stricture is the responsNrlity of the building designer.for general guidance regarding fabrication.quality control,storage,delivery.erection and bracing.consult ANSI/TPI T Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. ` If Information Pone JSP)humavailable bei isruss Plate Institute.781 N.specified,the design va ues are those effective 0610%2413 by ALSO Street.Suite 312.Alexandria.VA 22314Tampa.FL 33610-4115 I (7 D 5 00 1W D x m CD N m N Q O r fli o' m `D o � O M OD005Op9zCL > 20 �0 0 CL 70 Q > CD 7 m�cQ n° .yam _ z 0 m z t/1 6 o Oho g c o Q � : Q 0 (T O �o m Q o m m o o: Q DUO n Q9,O0O Q N 0 3 Q- n OL N 0 r N n Q(D .0 H 7� y (Q Q A Q� 3 �j Z o° a3Q0 T0R Q m 00 T �3 yQ (D o �x c < � �m v O v° aa7 ��`� m Q D (°N(D a '° o QOT ; o`v <�o Q� p Q(Q (D w � 3(D O Q 0 3 6 3(D Q Q O _ (D Q 7 (D Q Q7o �� m oo (D,< O 6R3 Z N a 3T" � m °n nco°p ((Dj mo0Q o�� z Q ° � � (D Q0a " oma mom ° z 0- (D (D (T,Q3 oaO0 m moo 3 ° Q� D o Q (D (T0o mQ� 7 7Q o0 0 =+ o �5 � __ a0g o� 3m � .; o � c�� me m°-7-° O (Q n O 7 0 0 : 0 u O (p m ti (D 3-'Q� Q70 00 0 (D < (D (Q0 ° O_ 7 (D N �(D (DQ � < 7 v, O O (D (D Q Q -K () O.K (D Q 7 N �- Q N 7 (D O (D (Q 0�- C (D C U Q O Q in 7 0+-Q -`c 7 0 Q Q C y < O �(0 3 p O £�Can C? c= m 50 O TOP CHORD cn A = 77 - NN OZ o j - O 03 M zi v6(D aN D (D ID� DNv cmnm 0 0 mz =m 7 CD�n7 N'� mo 0m� ;0m O � IDA� C Z < D7 < < Q'W m NW yD OS n (D (D Q O O ?N 10 m A Z O ;uO O 0O-O Q N w? 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O n —q QO m c c '� 3 °_ oQ HQ -oo (DC)0 mH 3 of- °-7° mzN �D agaN Q' ^ aQ a c m m Q7 30 Q- �O° c ° c(Q t° O Li m D (DM m 3 ° a (°a (D(D �Q ((D)oo `Dm (D £m Doo y 08 m(Do � �o Q � (D o(D m (D �� o mm `4pQ_ o,�' a� °� 3� NQ= (c) �(Q m° °oQa °N Q y 0 3- 44 (uDi Q -° (D .00A (�N Nin 06O ZQ v£ - Q 7 �� NQ ^^ ^ n (00 7-< (7 -0 5 c 0 c 0 7 O] cnz 40 -+ o° Q� 0-O -;,c C)\ / ° ° (Q �o mQ �� ( -� 0 .7 �o o�� G Q 0 c Q N(D Q (D 6 (D -O O N Q D 0 (Da3 0 O .�O rt 0 6 3 °(p S2 3 cn \V 0 60 o �. £CD o 'm 3 °Q a� 7O `oma o mQ yQ �� (D(D f £ Q£ nQ o o O R �� oQ 3 (D O (D (D(D w� (D o� w a o m0 Q a o y-( �(D m o ° ° H< 6° Z £o ° m °-j p �0 3 c<ND ~ (D —�_ O �(D 3 m (D